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Home My WebLink AboutREVISIONS 1OFFICE USE ONLY: DATE FILED: REVISION FEE: p t2 1. 2. 9 4. 11 SCANNED BY St. Lucie County PERMIT# AT/1- WOW / RECEIPT # 1 i In -11 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-56 ijE'ISION (772) 462-1553 FAX (772) 46 APPLICATION FOR BUILDING P VISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: �3 O 11 SI DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: FL STATE of FL REG./CERT. #: ST. LUCIE COUNTY CERT. #: BUSINESS NAME: Or or omsfrr~ [flow i QUALIFIERS NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): /oil FAX: 8% OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ur H),mae ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: _ CITY: PHONE (DAYTIME): r STATE: FAX: REVIE DATE FAX: IEVLED MUST BE KEPT ON JOB OR 1. JUL 2015 J a lu PROCTOR Construction Co. 2050 uSi Btn 200 Vem Bwa . FbrW UNO Tebphon.: (M)M"164 Fas(772)2NC 188 Cover PGy�s 1.5 Il -o '1o ti Submittal Transmittal Detailed, Grouped by Each Number Harbour Ridge Yacht and Country Club (Lifestyle (Project # HRYCC-12/2015 Proctor Construction Company, LLC Harbour Ridge Yacht & Country Club Tel: Fax: 13400Gilson Rd Palm Citv. FI. 34990 Date: 6/3012016 Reference Number: 0050 Transmitted To: Sean Sukhu Transmitted By: Michael O'Neill Peacock + Lewis Architects and Proctor Construction Company, LLC Planners, Inc. 1295 US Hwy 1 2050 Hwy US-1 North Palm Beach, FL 33408 Suite 200 Tel: 561.626.9704 Vero Beach, FL 32960 Fax: 561.626.9719 Tel: 772.234.8164 Fax: 772.234.8188 Qty Submittal Packag_e,No Description Due Date k Package fiction 0001 - 061753 - 0 Shop Fabricated Wood Trusses 7/1/2016 In For Approval Transmitted For Delivered Via " Tradkin "Number ". Approval email Items Q Description Notes �W'' ':Item Action 9 1 LSC Truss Calculations In For Approval 10 1 LSC SD Turss Lavout In For Approval 4Sfi. � "�&� ➢ •i r,�t 7.�i � i� me, CIP Harbour Ridge Yacht & Country ClubJoe Shambo Harbour Ridge Yacht & Country ClubMichael Salerno RGD &Associates, Inc. Bob Davenport if ] J Please seethe attached Submittal Items CT1061753-003.2 LSC Truss Calculations and CTI 061753-004.2 LSC SD Truss Layout, for your approval. This revised submission includes updates to revise the live load capacities of the well area trusses as requested by the FOR on 6/24/16. An expedited review of this submittal is required as we anticipate a day for day delay to the project schedule for each day fabrication can not begin. We will monitor the fabrication process once it has begun to determie the final impact. We currently anticipate a 4 week fabrication period and the project will be ready to begin truss installation on or before 7119/16. Please let me know if you have any questions. Prolog Manager Printed on: 6130/2016 Prolog Main Office Page 1 lu PROCTOR Construction Co. 2050 BSd alw 200 Vow Bweh, Fbrldi 32960 Tobpho00: (772123+3184 F22$772123441a Otle reviewed as noted evwnd 0 rnm a MlemeO R.hcw o Rena eM Repsma a Sams SpmRW Rem . L1i1Vra PLANNERS, LLC Submittal Transmittal Detailed, Grouped by Each Number. See cupola trusses for comments on eave condition 6/30/16 This page provided for reference of comments from the previous submission only Transmitted To: Sean Sukhu Transmitted By. - Peacock + Lewis Architects and Planners, Inc, 6/24/16 Response to FOR questions listed below. 1. Ben asked if the reactions are ultimate. Reaction to me is gravity. He must have been asking if the wind/ uplifts are ultimate. They are. 2. All "well" trusses have an additional 150 pif added to the flat areas of each truss. In this way mechanical units can be located anywhere now in the future. Will comply. er: FOR verbally questioned if the correct live i capacities were carried. The FOR stated the airement on the plans is 30lb/sf and he thought calculations were based off 20lb/sf. Iponse: It is split, 20 on top, 10 on bottom. Michael O'Neill Proctor Construction Company, LLC 2050 Hwy US-1 Suite 200 Vero Beach, FL 32960 Tel: 772.234.8164 In For ..................... .,...,.. --- ,_ . --- - - ... . The return of this submittal Is required on 6/20/16 to help avoid Impacts to the schedule. 6/21/20.16 truss Layout drawings to follow In separate email 1. ] t is our understanding the reactions listed are - Ultimate. Please confirm. Please let me know if you have any questions. 2. Verify all mechanical loads have been accounted for 3: See truss: (ATK, K, and K1 for additional web members requested). Signature Proloakfanager Printed on: 6/17/2016 Prolog Main Office Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� Submittal Item CTI 061753-003.2 LSC Truss Calculations RE: 73195 - Harbor Ridge Lifestyle MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Proctor Construction Company Project Name: Harbor Ridge Lifestyles oiie . 33610 4115 Lot/Block: Subdivision: Address: unknown NO EXCEPTIONS NOTED City: Martin County State: FL Re,Ae+r of this subhstod b o*for9+nerd cohfohho webhn Name Address and License# of Structural Engineer of Record, If there is one, fi dalig..pi othis a t;°;chd do h^ eAhth Name: License don Trot W. the coo or from Wrho.n.vfh rbu•me of the pmj.d drew,, a IottTmighs Aiy.dlon vhormi Address: nmjeor to the nQuidm•ms of the pions.nd /p.fdimiam. City:State: Comrod., 1. re.poh N. for ryompin o,d of e.*Oons,w d y ohoo be cobhfi d od wmtdea m the lob silty, IeOAWion General Truss Engineering Criteria & Design Loads Individual Truss Design Dr °hmm of ovu odee,mW ep•do run xarms+ 9 9 9 l tl d.erie.vfdedoymdm«. Loading Conditions): RGD Consulting Engineers Design Code: FBC2014/TP12007 Design Program: MITek 20/20 7.6 21515outhAlfernate AIA, Suite 2000, Wind Code: ASCE 7-10 Wind Speed: 170 mph mpFlodda33477 P P 561.743.016165 Fax 661.743.0193 Roof Load: 55.0 psf Floor Load: N/A psf This package includes 212 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Sea[# Truss Name 1 T8949808 A 6/29/0163 T8949830 BA 2 T8949809 Al 6/29/0124 T8949831 C 3 T8949810 A2 6129/0105 T8949832 C1 4 T8949811 ATA 6/29/0196 T8949833 C2 5 T8949812 ATB 6/29/0197 T8949834 C3 6 T8949813 ATC 6/29/0128 T8949835 D 7 T8949814 ATD 6/29/0129 T8949836 D1 8 T8949816 ATK 6/29/0160 T8949837 D2 ATM T8949839 D4 10 T8949817 6/29/0102 11 T8949818 ATR 6/29/0163 T8949840 D5 12 T8949819 ATS 6/29/0164 T8949841 D6 13 T8949820 ATT 6/29/0165 T8949842 D7 14 T8949821 B 6/29/0166 T8949843 D8 15 T8949822 B1 6/29/0107 T8949844 DPBA 16 T8949823 B1A 6129/0168 T8949845 DPBE 17 T8949824 B2 6/29/0189 T8949846 DVA 18 T8949825 B2A 6/29/01@0 T8949847 DVGE 19 T8949826 B3 6/29/0141 T8949848 DVGE1 20 T8949827 B3A 6/29/0142 T8949849 E 21 T8949828 B4 6/29/01@3 T8949850 E1 22 T8949829 B5 6/29/0194 T8949851 F The truss drawing(s) referenced above have Industries, Inc. under my direct supervision 1 provided by Chambers Truss. Truss Design Engineer's Name: Albani, My license renewal date for the state of Flor IMPORTANT NOTE: Truss Engineer's resrdor96F1ffis 961e1Y f design of individual trusses based upon Pesign parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Date 6/29/016 6/29/016 r Michael O'Neill 6/30/16 0313 061753 Thomas A. Alban] PENo.39380 MITek USA. Inc. FL Gert 6634 6904 Parini East and. Tampa R.33610 Date: June 29,2016 Albani, Thomas 1 of 3 0 2 42) >. tll _N J a1 O) p `o a as 2 ai E a3 Z U a) O y a`LL �O N C j w0 CCUL co a) E O U c O U N c O U `O oC > C o o c O o YU c E 7 C i w 0 E N N C O_a d N a a � O a y. fpUJQU mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm Mom �gggggggg Fj rnrnrnrna7 NNNNNNNNNN �VN�VNNNNNN�IN NNNNNNNNNNNNNNNNNNNN NNNN mmmm�r� m Z W ON7mm0 NMV'mmnmQ NCOa�mm�mQ QU y NVmm.-.-�.-.-NQ QQQQQQQQQQQfD(D�]O7mmmm m(ODUU❑❑ (� (7aM 01 m Nmo mm»»»»>>i Nm mmmmmmMMMMfDmCI1Cf10]MMMMMMMM llm J JJJJJJJ�Gr�rG rL��L �L ��G�ZZZZQ. Q.O..a_a.0_0_d a_ a_ n n n n a_a_a_d a Q.da Q.ad(_a_ ft as (D U) O Z u cu a) rn O� O �mm�mrnO�NC�V�mnmm0'-N(7a'�1mnmW0.-NP]�tmm�mmOrN m'd'�mnm0)OrNM Vlmm�mm00 Z vvavaininu��nin�n�n�n�ninmmmmmmmmmmnnnnnnnnnnmmmmmmmmmmrnrnrnrnrnrnrnrnrnmrr m 0 N r ales] aweN ssnil #leas 32 LLZ 02 603 903 L0Z 903 03 h0Z LOZ ooz 66 L M ML 96L L9L 09L 69L 'ON -1d :alelS Alunoo uiIAVq :Rlio umouNun :ssaippy :uolslnlpgnS :NoolBRol :19poW elRlsall-1 96pia Joq.ieH :aweN loafad Auedwoo uoilonjlsuoo Joload :o;ul lewolsno :uollewjo;ul ails alAlsopI a6pla iogjeH - 96LSL :3]H ales] aweN ssnil #leas 32 LLZ 02 603 903 L0Z 903 03 h0Z LOZ ooz 66 L M ML 96L L9L 09L 69L 'ON -1d :alelS Alunoo uiIAVq :Rlio umouNun :ssaippy :uolslnlpgnS :NoolBRol :19poW elRlsall-1 96pia Joq.ieH :aweN loafad Auedwoo uoilonjlsuoo Joload :o;ul lewolsno :uollewjo;ul ails alAlsopI a6pla iogjeH - 96LSL :3]H Job I rues I runs Type Oty P Harbor Ridge LBestyle T8949808 73195 A HIP 2 1 Job Reference (optional) aZ �e ae,o run ea. 1.... mc..r ugeI ID:70PecszFdotRumoewatlfLyMy11-d1 Lhu5eOmgM1ba48rYlcIP42pPPuwgmoucc9mUz1E 26-0.a 33.1.13 36.5-10 42-0-12 46-3-0 52-1-2 7-1-0 7-14 3� 13 57.2 4-2-0 S&14 Scale = 1:94.1 6x8 = 3x4 11 3.6 = 3x4 II 5x8 = 6 7 B 9 10 Sg 5Q 14 'T 6 24 22 21 a1 m 19 64 18 17 1s 15 / 4x5 / 6x8 = 3r<6 _ 6x8 = 3.4 11 6x8 = 3,5 = 6x8 = 4x5 � Us = 3x6 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.13 15-27 >944 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.34 Ven(TL) -0.4815-27 >248 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) O.D3 14 n/a We BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(ILL) 0.1024-25 >999 240 Weight: 338 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2z4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 19-21,18-19. WEDGE WEBS 1 Row at mltlpt 5-22, 5-21, 6-21, 7-21, 7-18. 9-18, 10-18, Left: 2x4 SP No.3, Right: 2x4 SP No.3 10-17 REACTIONS. All bearings 0-4-3 except Qt=length) 24=0-7-10, 21=0-6-0, 18=0-6-0, 15=0-7-10. (Ib)- Max Horz 1=4(LC 5) Max Uplift All uplift 100111 or less at jolnt(s) except 1-1 97ft-C 4), 24=-920(LC 5). 21— 1242(LC 5). 18— 1241(LC 4), 15=-920(LC 4), 14=-196(LC 5) Max Grav All reactions 250 lb or less al joinl(s) except 1=386(LC 9), 24=1811(LC 9). 21=1974(LC 9). 18=1974(LC 9). 15=1811(LC 9),14=386(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=0/280, 2-3=-204/519, 3-4=-188/657, 4-29=0/323, 5-29=0/345, 5-6=0/321, L 6-7=0/321,7-8=0/321, 8-9=0/321, 9-10=0/321, 10-30=0/345, 11-30=0/323, 11-12= 185/657,12-13=-202/519,13-14=0/280 BOT CHORD 23-24=-805/586, 22-23=-805/586, 21-22= 659/604, 21-31= 403/371, 20-31=-403/3 19-20=-403/371, 19-32=-403/371, 18-32=-403/371, 17-18= 659/601, 16-17— 805/58 15-16= 8051584 WEBS 2-24-7571543, 4-24=-1055/621, 4-22=0/273, 5-21-4321264, 6-21=-665/612, 7-21=-860/516, 7-19=0/477, 7-18-860/516,9-18=-665/612, 10-18=-432/264, 11-17=0/273, 11-15=-1055/620, 13-15= 757/543 EV1510 N NOTES- 1) Unbalanced roof live loads have been considered for this tlesign. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-2 to 15-2-2, Interior(1) 15-2-2 to 15-7-8, Extedor(2) 15-7-8 to 36-5-10; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197111 uplift at joint 1, 920 lb uplift at joint 24 , 1242Ib uplift at joint 21, 1241 lb uplift at joint 18, 920 lb uplift at joint 15 and 1961b uplift at joint 14. 7) In the LOAD pllchbreaks including heels" p Member end fixity model was a not in the analysis and design of this truss. �r 8) In the LOAD CASE(S) section, loads applied to the face of the Ines are noted as front (F) or back (B). 0 PY LOAD CASE(S) Standard ®WARNING -Vetly&a19.paremefweand READ NOTES ON THIS AND B/GL00ED MREKREFERANCE PAGEMIP7473ree 10103201SBEFOREUSE. Design valid form onlyW h MIIeLsDconmefors. TNsdeslgn S Ixssed oNyupon promoters shown, antl B For m hdmdual W9d W component, mt �� a Inm system. Before use, the bildiig deslgner must vent' the oppllcabtify otdesign poramelels and properly marpomte, finds design Into the overall buuregdedgn.BraclagIndicatedistoprevent WcklkrgofBMlvktualOussweband/or chord members only. AdmtlorlNtemporaryandpemnarlen(brackig MiTek' B always regured for steady cold to prevent collapse Win possible persona, 9Qury and properly damage. For general guidance regadng the 6904 Parke East Bhd. fabricater, storages, delivery, erection and reaclng of trusses anal Ines systems, seeANSI/TPII Quality Crlfeda, DSB49 and BCSI Building Component Tampa, FL 33610 Safety Informallon awii from lens Rate Institute. 218 N. Lea SaaeL Sure 312 Alexanddo. VA 22314. Job Truss Truss I ype aty Ply Harbor Rid,. Lifestyle TBB49808 73195 A HIP 2 1 Job Reference(optional) Chambers T isa, Ina.. Fain Pierce, FL LOAD CASES) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-80, 5-1D=-100(F=-20), 10-14=-80, 1-14=-30 7.6406Apr192016WTeklndusiries.Inc. We4Jua2910:38:332016 Paget ID:70PecszFdotRumoewatlfLyMy11-diLhu5eOmgM1ba48rV1eIP42pPPuw9momcgmUz1 SyK A WARNING -Verhy Eeslga parameters Intl READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIP7473 rae 10AU&1SAEFORE USE �■� Design valid for use only vilth MiTeMoonneclors. This deslm Is bated oNy upon parameters shown, and Is form hx9vldual buldfrig compment.riot a truss system. Before use. the bAd rig de Igmr must verify the appllcabilly of design paameters and properly brcorpaate this design Into the overall brdirgdandUn. 0acing lndlcded Is to prevent bucldhg of lsxlMclud lmssweb and/or chord membersonly. A llondlempa cndpmn ntbacirg MiTek' Is dwaysnequked for doblllNand to prevent collapse with pos®le personal Wary and properly domago. Forgmeralgddasceregardng the 6904 Parke East Blvd. fabbatbm storage, dellvery erecgm a bracing of buses tnassystems, s ANSI/IPII Gua9ty Cdtedu, DSB-B9 and BCSI BuRd g Component Taapa, FL 33810 Safety Information ovdlable from Truss Rate Institute. 218 N. Lee Street, S lte 31Z Alexandra VA 22314. Job Truss TrussType y FlyHarbor Ridge Luesyle T8849809 73196 Al HIP 1 1 Job Reference (optional) womve,a uuaa. ., roe I.— . nv, , raga I D:7OPecszFdotRumoewatlfLyMy11-5Dv35Rfe%zUuDMKOGYrHdcE8pjefcdx7GLilvrzl SyJ 3352--1111 1053-23 15-9-0 19-2-12 2".0 3354 36-114243 7i5 -0 -0 31I 5.5523 7-14 7-14 263 5-2 11 1 Scale = 1:108A bxa = Sx8 = 7.00 12 6 ass i 3x6 i %�5 33 3x4 Q� 3 2 3x4 II 3x6 = 3.4 It 5x8 = 7 8 9 10 11 34 as 11 12 3x6 11 13 3x4 i 14 iN. ' 1K 26 35 25 24 23 36 22 21 31 20 19 18 38 17 16 Sx6 = 3x6 = 6x8 = 3x6 = 3.4 11 6x8 = 3x5 = Sx6 = Sx8 II Sx8 3xS 3x6 = Adequate upport Required Adequate Support 360 103-13 15-9-0 26d-0 335-0 36-/1-0 42-03 52-8-0 5G2-0 awn maea esa a-s-19 m4 i z14 asao 1 es-s 1n3n3 It Plate Offsets(XY)— f2:0-3-e Edgel f6:0-6-00-2-41 f11:0-600-2-41 f15:03-BEdgel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) -0.15 26-29 >844 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.4726-29 >261 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Hotz(TL) 0.02 16 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.0326-29 >999 240 Weight: 368 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sirucluml wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-24, 6-23, 7-23, 8-23, 8-20, 10-20, 11-20, WEDGE 12-19 Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 23=0-6-0, 20=0-6.0, 1=Mechanical, 16=Mechanical. (Ib) - Max Horz2=40(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 2= 549(LC 4). 26= 761(LC 5). 23=-1240(LC 5), 20=-0235(LC 4), 17=-757(LC 4). 1=-136(LC 4).115). 15=-544(LC 5) Max Gray All reactions 250 Ib or less at joint(s)1, 16 except 2=1210(LC 9). 26=1477(LC 9). 23=2019(LC 9). 20=2020(LC 9),17=1477(LC 9), 15=1187(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-749/447, 3-4=-266/180, 533=-472/392, 633— 410/413, 6-7=329/387, 7-8-329/387, 8-9— 328/394, 9-10=-328/394, 10-11-328/394, 11-34=-409/414, 12-34— 471/394,13-14=-264/162,14-15= 747/429 BOT CHORD 2-26=40/387, 26-35=-325/499, 2535=-325/499, 24-25-325/499, 23-24= 425/616, 2336=-198/381, 22-36— 198/381, 21-22=-198/381, 2137=-198/381, 2037= 198/381, 19-20=-426/591, 18-19— 327/474, 1838=327/474, 1738=-327/474, 15-17=-22/385 WEBS 3-26-754/581, 5-26=-750/505, 6-23=-469/261, 7-23=681/633, 8-23-842/508, 8-21=0/485, 8-20=-843/508, 10-20=-681/633, 11-20=469/255, 12-17— 751/500, 14-17=-753/582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Fxterlor(2) -3-5-4 to 11-0-12, Intedor(1)11-0-12 to 15-9-0, Exterior(2) 15-9-0 to 36-11-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=15.opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 2, 761 Ito uplift at joint 26 , 1240111 uplift at joint 23,1235 lb uplift at Joint 20, 7571to uplift at joint 17,136 lb uplift at joint 1, 135 lb uplift at joint 16 and 544111 uplift at joint 15. 8) °Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING-VmllydeslgaP.eJrr. e.d READ NOTES ON THIS AND UIOLUDEOMITEKREFERANQEPAGEMb74n.v.. 1041 015 BEFORE USE �■� Dedgnvalld for useordywlth MJreldoconnectors. INsdeslglbbasedoNyuponporametersstgvm. M form frxllvidurdbuldingcomponent.not a ImAsystem. Before use, the budding designer must verify the opplleabliy, of design poromefersand propedy Incarcerate Ihb design Info Itre overall buldingdoslgn. WmhgirKl oie istopreve fl Wlr ofUWiv'.duoffamweba)dlorct dmemb wordy. Adcllbnoltemporayantlpermanentbracing Wek' 5olwaysregl6r itl staNitya toprevenfcollof>se'MthpoablepelsonolhX"ondpropedydomage. Forgenerelguldmceregarclingfie fabricatiom storage, delivery, ereellon and bracing of tmssesmal tmssystems seeANSIJV11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd. Safely Information available from lmss Rate InsBiute. 218 N. Lee Strobl. Sifte 319 Alexandria, VA 22314. Tami FL 33610 Job Truss I cuss ype Ory Ply Hmbor Ridge LBestyle TBB48809 73195 Al HIP t 1 Job Reference (optioned) Grandam Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-28= 115, 6-28=-80, 6-11=-100(F=-20), 11-15=-80, 15-16=-115, 27-30= 30 7.640 a Apr 18 2D16 MTek Industries, Inc. Wed Jun 291 a38:3I 2016 Page 2 I D:70PecszFdotRumoewatlfLyMyl l-5Dv35RfeXzUuDkfKOGYrHdcE8pjefcdx7GLilwzl SyJ A& WARNING- Vorllydeslgnparamotam anal NOTES ON THIS AND INCLUDED MIT£KREFERANCE PAGE 111I7473na. 10D 015 BEFORE USE Desgn valld for use oNy wtlh NJTeM connectors. This design B based oNyupon parameters shown, and is for an trxgvkiud buAdlrg component.not a fam system. Before use. IM buildrg designer must verify the applIca Ityofdedgrr fasameters and properly Incomorafe fhb design Into the overall bu0dngdesgn. aacingkWlc f dlsfopreve tWckllrgofWK6dudtrueswebarld/acadmemb moNy. AddlbnalfempaaryarWpertnorienitxacirg MiTek' b always reaulred for slabBlly and to prevent cdlchoe with possRile personal Brhny and property damage. For general guldance regarding the fabrication, storage, delNery. erection and loocBg of inures and Imes syslems seeANS1/TPII Buallty Cdterla, DSB49 and Bar Bulltling Component 6904 Parke East Blvd. Safety Informatlon wdlode from Truss Rate InsBMe, 218 N. Lee Street. SWe 312 Alaxandda VA22314. Tanya, FL 33610 Job Truss Type Cry ply Hallor Ridge Lifestyle T8949e10 73195 A2 SPECIAL 14 1 I Job Reference o Donel Chambers Tass, Inc.. Foa Pierre, FL 7.64D s Apt 19 2016 MRek IndusOles, Inc. Wed Jun 2910:38. 9 2016 PB9e 1 ID:7OPecszFdotRumoewatlfLyMy11-5Dv35R1exzUuDkiKOGYrHdcBmpl2dkx7GLilw ISyJ 7-1-4 14.2-8 7-1-0 7-1.4 4x4 = 3x6 11 44 = Scale = 1:57.3 3x6 11 M = 3x6 11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) -0.07 5.6 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Vett(TL) -0.18 5-6 >925 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/1PI2007 (Matrix-M) Wlnd(LL) 0.03 5 >999 240 Weight: 117 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS. (Ib/size) 6=905/0-3-0,4=905/0-3-0 Max UpIIll6=816(LC 4), 4=-816(LC 4) Max Grav6=1144(LC 9), 4=1144(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-979/826, 1-2=-497/368, 2-3=-497/368, 3-4=-979/826 WEBS 1-5=-601/811, 2-5=-97211031, 3-5=-601/811 Structural wood sheathing directly applied or 6-0-0 oc pur ms, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-6, 3-4, 1-5, 2-5, 3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=461t; Cat II; Pxp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent Water ponding. 3) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Ops1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 6 and 816 lb uplift at joint 4. 6)'Seml-rigid pitchbreaks Including heels' Member end fildty model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3_ 100(F=-20), 4-6=-30 pammetemand READ NOTES ON THIS AND INCLUDED MDEKREFERANOE PAGEMV-7473 rev. IO/OYLOI5 BEFORE USE ,&WARNING-Verlfydes/gn Design valld for use only With MlTeM connectors. lNs dedm Is based only upon pam aefem shown. and 8 form hiclAdual buldNg component rwl Im t a inm system. Before use, the brLlagrg tlesigner must verify the applkaWity of tleslm Paanefers antl propedY trwomorate lhktleslgn Info itW overall Br tot NWuoltmsswebarxl/orchmdmemberso Adalllonaltemporaryanopelmonentlxaclrg MiTek' bJ<Hrgdeslgn. c g01tllc Wte eventWCMNgofD y. Is always required for stability antl to prevent collapse with poss"o penicael Mary and property damage. For general gt4datce tegarcirlg the 6904 Parke East BNd. fablcalbrc storage, delivery- erection and bracng of Iruve antl Inks systems. s ANSI/all Quality Cdleda, DSB-89 and BCSI Bullding Component Tarrya. FL 33610 safety Information available mom Inca Plate InsBNte. 218 N. tee Street, Stlte 312. Alexandria. VA 22314. Job Truss I r us I ype Dry FryHerber Ridge Ldestyle T8949811 73195 ATA SPECIAL 6 1 Job Reference (optional_ Chambers Truss, Inc., FOd Piece, FL 7.6405 Apr 192016 MRek lndusbles, Inc. Wetl Jun 26 1et39:352016 Pagel ID:70PecszFdotRumoewatIfLyMy11-ZOTRJmfGIHolquEXyz34gg909D2T00J5Lw5GrMz1 Syl 012 ]3U I 14-2-8 0-3E 6-11-8 6-11-8 7x10 = 3x10 11 7x8 = Scale=1:66.3 3 ax6 11 3x6 Ii 6 5 4 3x4 11 44 = 3.4 11 x6 = 3x6 = B LOADING(psf) TOLL 20.0 TCDL 20.0 BCLL 0.0 • BCDL 15.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2014rrP12007 CSL TO 0.49 BC 0.53 WB 0.61 (Matrix-M) DEFL in Ven(LL) -0.07 Ved(TL) -0.17 Horz(TL) -0.11 Wind(LL) 0.05 (too) Vdefl Ud 4-5 >999 360 4-5 >989 240 9 n/a We 5 >999 240 PLATES MT20 Weight: 148 lb GRIP 2441190 FT=20% LUMBER- BRACING- TOPCHORD 2x6 SP 240OF 2.0E TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 'Except* end verticals. 4-6: 2X4 SP M 30 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 5-1-0 oc bracing: 1-7 OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 1-5, 3-5 2 Rows at 113 pts 2-5 REACTIONS. (lb/size) 7=1907/0-3-0, 9=1827/0-3-8 Max UpIIl17= 1719(LC 4), 9= 1647(LC 4) Max Grav7=2170(LC 9), 9=2157(LC 9) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-957r751, 2-3=-957/751 BOT CHORD 1-7=-2081/1726 WEBS 1-5_ 1233/1570,2-5= 2259/2049, 3-5= 1194/1510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsF h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exfedior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Ops1. 6) Bearing at joint(s) 7, 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17191b uplift at joint 7 and 1647lb uplift at joint 9. 8) 'Semi -rigid pitchbreaks Including heals' Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veal: 13=-250(F=-170), 4-6=-30 A WARNING - Ved11des11n1aremefrn,.rd READNOTES ON THIS AND INCLUDED MREKREFERANLEPAGEMb7473rev. 1=3/2015 BEFORE USE validfor use only Wth MITekJDconnectou. Ihhdesfgn Is based only upon Parorneters shown. and Is for an hdv[durl WQdI gcomponent, not Dot a toss system. Before use, the txAc9ng designer most verify the applIcabB y of design parameters cnd properlyign Incarcerate 114, tlesInto the overall bfldlWdeslgn. WachglncllcaledhlopraventWcMlWoflntllvl lnmwebaM/orctardmemb mrs Atldtlor>dtempaaryarntlpermanenlbar.8p WOW y. I: always required for stabBlNontl to prevent collapse Wth possible personal lnpxy and propeM damage. For general gWtlance regaNrlg the fabrk;atbn storage, delivery, erection and bracing of trusses antl Imsssystems. seemsi/IPII 6uouly Criteria. DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. safety Intormaflon avollable from bus Rate 6atllule. 218 N. Lee Street, Suite 31Z Alexandria VA 22314, Tanga, FL 33610 Ob T=s toss ype Cry Ply Harbor Ridge Lifestyle T8949812 73195 AT8 SPECIAL 3 1 Jab Reference o lional Chambers Tluse, Inc., FM Pierce, FL 7.640 a Apr 19 2016 NUTek Industries, Inc. Wed An 2910:38:35 2D16 Page 1 ID:70PecszFdo1Rumoewat1fLyMy11-ZOTRJmfGIHclquEXyz34gg9JZ06_01 P5LWSGrMzlSyl 7-1d 14-2-8 7-1-0 7-1d 6x8 = 3x10 11 fins = Scale = 1:45.9 5x8 MT18HS I I 4x10 = 5x8 MT18HS I I Plate Offsets MY)— ll:Edge 0-4-01 13:Edge,0-4-01 f4:0-3-8,Edge1 LOADING(psf) SPACING- 2-0-0 CST. DEFL. In (oc) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.91 Vert(LL) -0.05 5-6 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.18 5-6 >918 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.74 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrx-M) Wind(LL) 0.08 5 >999 240 Weight: 114 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD BOT CHORD 2x4 SP M30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 6=1948/0-3-0, 4=1948/0-3-0 Max Uplift6=-1757(LC 4), 4=-1757(LC 4) Max Gmv6=2297(LC 9), 4=2297(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-2137/1766, 1-2= 1299/1014, 2-3=-1299/1014, 3-4=-2137/1766 WEBS 1-5=-1458/1859, 25= 2410/2185, 3-5=-1458/1859 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-5, 2-5, 3-5 2 Rows at 1/3 pis 1-6, 3-4 NOTES- 1) Wind: ASCE 7-10: Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; hs46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exteror(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates am MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with my other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 5.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17571b uplift at joint 6 and 1757lb uplift at joint 4. 7) °Semi-dgid pitchbreaks including heels' Member and forty model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=-250(F= 170), 4-6=-30 Q wARNwG-Verity tlesign parameters end RErIDNOTES ON THSANDWCLUDED MNEKREFEFANCE PAGEW74T3 Y. INOL2016aEFORE USE Design vdld for use oNy Wih Mnek®conrleclors. THsdeAgn b based oNyupon paramefersshown, antl Is for ar indMdual bbulding component. rwt sot o M1ussystem.Before use, the bIDdng designer mustver theoppscoUltyofdesgn poranetersonci properlylncolporate Miscaslgn Intothe overall bfidngdeslgn.&achglrxlk:atedklopreventWcUlrgofbndivklualtnrawebcnd/achmdmembersoNy. Adcglfondtemporayandpermarenlbrm g MiTek' hdwoWregdredfasto ityandfogevenlcollgn lhposstlepersonolhlurycndprop rtydamage. ForgenadgJdau-zregacIDg the fabricafbrr. storage, delivery, emcllon antl bradrg of tnm'esand intersystem seeANSI/ml1 Quality Ci tetla, DSB-89 and god Bullding Componenf 6904 Parke East BNd. solely Information avdlatke Ir m Truss Rate Institute. 218 N. Lee Sheet, Stile 312. Alexandria VA 22314. Tanya, FL 33510 Job Truss runs ype Oty Ply Iona., Ridge Lifestyle T8949813 73195 ATC SPECIAL 21 1 Jab Reference (optional Chambers Truss, Inc., Fort Pierce, FL 54L10 ass = Inc. Wed Jun 2910:33:352016 3x10 11 %J ass = Scale = 1:45.9 346 11 4xe = 3x6 II 5-&10 11-5.4 � 541-1g 68-10 Plate Offsets MY)— f1:Edge0-4-01 f3:Edae0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ved(LL) -0.02 5-6 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 80 0.19 Vert(TL) -D.09 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Hom(TL) 0.00 4 Na nra SOUL 15.0 Code FBC2014/TPI2007 (Matti Wind(LL) 0.05 5 >999 240 Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 6=1560/0-3-0, 4=1560/0-3-0 Max Upllft6= 1559(LC 4), 4= 1559(LC 4) Max Grav6=1856(LC 9), 4=1856(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-6=-1725/1562, 1-2=-836/717, 2-3=-836/717, 3-4=-1725/1562 WEBS 1-5=-1169/1360, 2-5-1941/1925, 3-5= 116911360 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46It; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterlor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent Water pending. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1559lb uplift at joint 6 and 1559 lb uplift at joint 4. 6)'Seml-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 13= 250(F=-170), 4-6= 30 ®WARNING -Verify design prand. and READ NOTES ONTN/SAND INCLUDED MDEKREFERANCE PAGE HIP7473 rev. 1N 015 BEFORE USE. Design valid for use only Win Miiek® connectors. 89s design Is baseci orry upon parameters Mom. and Is for an Individual WRdInG component. not �� a truss system. Before Use. the b icing designer must verify the applicability of design parameters and (Properly Incorporate th6 tleslgn into the overall bBalngdeslgn. WwhgBtdlcatedlstopteveni Wcklhgoflndivhlualtnnsweband/achondmeMb MONy. Atltllllorwltemporaryandpennarentbactrg M W Is always iegWred for stalbillyarW to &even! c-ollairea w11h possble persord raltayand property damage. Forgeneral gNdarrce regarding the 6904 Parke East Blvd, fabicafbn storage, delivery. erection and brochp of trusses and fnrst system& waANSI/TPII Quality Criteria, DSB.89 and BCS1 BuOtling Component Tampa, FL 33610 Safety Informallon avaflable Gam lrua Rate tactful 218 N. Lee Street. 94fe 312- Alexardlla. VA 2MI4. russ Truss ype Oy Pty Harbor Ridge Ldesyie B949Bi4 PJob ]3195 ATD SPECIAL 20 1 Job Reference (optional) Chambers Tres, Ine., FM Pierce, FL 7."D s Apr 19 201664 for meusmes, W. Wen dun 2e 1 U:31r:a 2016 Yager ID:70PecszFdotRumoewatlfLyMy11-2clgW6gu3bkcS2pjWhaJM2iVhcTy7RpEaagpNoz1SyH 5-a1, 2, 115-0 id airs = 3x10 11 6x8 = 1 Scale = 1:66.0 1 2 3 V 3x6 II 4xa = sirs 11 LOADING(PSO TCLL 20.0 TCOL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CST. TC 0.83 SC 0.22 WB 0.92 (Matrix-M) DEFL In Velt(LL) -0.03 Vert(TL) -0.10 Horz(TL) 0.00 Wind(LL) 0.05 (loc) Well Ud 5-6 >999 360 5-6 >999 240 4 n/a rVa 5 >999 240 PLATES GRIP MT20 244/190 Weight: 128 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. 1-5,3-4: 2x4 SP M 30 WEBS 1 Row at midpt 1-6, 3-4, 1-5, 3-5 2 Rows at 1/3 pis 2-5 REACTIONS. (lb/size) 6=1560/0-3-0, 4=1560/0-3-0 Max Uplift6=-1559(LC 4), 4=-1559(LC 4) Max Grav6=1885(LC 9), 4=18B5(LC 9) FORCES. (Ib) - Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1746/1562, 1-2=-556/467, 2-3=-556/467, 3-4— 174611562 WEBS 1-5=-1037/1231,2-5=-1935/1920,3-5=-1037/1231 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psp BCDL=3.Opsf;, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate gap DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psl bottom chord live load nonconcumenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 15.0psl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15591b uplift at joint 6 and 16591b uplift at joint 4. 6) "Seml-rigid pitchbreaks Including heels" Member end fixity, model was used in the analysis and design of this truss, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-250(F=-170), 4-6=-30 WARNING -Verity dae/gn parameters And READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M67473 tee 1OrD:U2ns BEFORE USE }�� Design vold for use arty Win MIIWSconrleclors. This design B based only upon parameters stwwn. and is for an hWlOdual Wrong component.not a Inns wslem. Before use. IM lou0c" designer must verify Ire, apI111calAllp of design parametersd aproperly Incoiporale Ihb design Into the overall bUJalngdesign. Bran" t d fopeventbucklingoiWWlduallnnswebad/wctodmembasorty. Atlrllliorwlfemlloraryadpermarlenlbradng a•��■ MiTek' rcffc lsalwaysrecide forstoUllyardloprevenlcollop Wthpossblepersoralhjl oxlpiopedyd cage. rorgeneralgudanceregarmrigthe 6904 Pede East Bbd. fabdcaflom storage, delivery, erecllon aid bracing of Trusses and tmasyslems. seeAN51/RIl Quality Criteria, DSB-89 and BCSI Bul ding Component Tanya, FL 33610 safety Information wdloble Ban Tnns Rate I fiMe, 218 N. Lee Strwl. SWle 312. Alexantlda VA 22314. Job Truss Truss Type a typly Harbor Ridge Lifestyle T8948815 73105 ATK SPECIAL 2 �1 2 Job Reference 0 h0aal 4.14 1414-1-4 "-0 13-0-14 ' 1 3x4 II Loading provided by Truss Manufacturer. v B .. g7tl,.r„ ............................._.-............._ ._..s._. __._ . _p_ . IoewatlfLyMy1I-W oaOkSh%qusT4COv405VvFEiCOfRswWOpEaNvFzlSyG 5x6 = 4x8 = 4x4 = 4xa = 10 11 12 13 31 14 3.4 II Scale=1:84.8 4x4 = 7x14 Mik10x14MT18HS= Sea = 5x6 = 3x4 11 4x8 = 2 3 4 6 g iox14 = 5 30 5 Sx6 = 19 18 17 16 m 3x4 11 7x14 MT18HS = 7x8 = 4x4 = O1 n 3.4 29 27 26 25 24 23 22 21 4xto 11 firs = 7x8 = 4x4 = 800 = 3x4 11 Verticals that are extended below a chord fanning a 'Leg Down' condition, are not designed to resist lateral forces between the truss and the support. Additional design considerations (by others) are required to transfer these forces to the appropriate lateral force resisting elements. (Typical for all applicable 'Leg Down' trusses in this job) 4<-1z i ea-0 —1 1z-7-a 1 1s-ea 1ss-e 1.0 1 ze-1o3 1_3A_o-so 33a�1 41I1-6 R„ Plate Offsets (X Y)-- 16:03-12 0-3-81 f8:0-7-00-5-41 11 TO-4-0 0-4-81 123:0-3-8 04-0) (25:0-0-12 0-0-81 126:0J-8 0.2-81 127:0-1-6 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 045 Vert(LL) -0.68 21 >734 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -1.88 21 >265 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 HOrz(TL) 0.93 29 n/a Na BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.95 21 >524 240 Weight: 8391b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 5-8: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 17-20: 2x6 SP 240OF 2.0E WEBS WEBS 2x4 SP No.3 *Except* JOINTS 1-27: 2x6 SP No.2 14-29,8-10,8-18,10-18,11-17,4-25,2-25,1-26,6-24,13-16: 2x4 SP M 30 6-20: 2x4 SP M 31. 20-23: 2x6 SP 240OF 2.0E REACTIONS. (lb/size) 27=5284/0-7-10, 29=3771/0-3-0 Max Horz 27=502(LC 4) Max Upllf127=3452(LC 4), 29=-2592(LC 4) Max Gmv27=6148(LC 9), 29=4327(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27— 6052/3438, 1-2=-3954/2213, 2-3=-6832/3803, 3-4=-6825/3798, 4-5=-8665/4790, 5-30=-8665/4790, "0=-866514790, 6-7— 27365/15448, 7-8— 27365/15448, 8-19= 548/414, 9-10— 269/272, 10-11-6071/3617, 11-12=-2436/1466, 12-13=-2436/1466, 15-29= 4327/2592 BOT CHORD 26-27-537/507, 25-26=-2715/4297, 24-25=-5291/9008, 23-24=-5885/10161, 19-20-14641/25360,18-19=-14565/25171,17-18=-2624/4373,16-17=-2624/4372, 15-16= 1466/2436 WEBS 8-20=-1528/2743, 8-10=-9339/5354, 8-18-21195112150, 10-18= 3733/6748, 11-18=-1985/3396,13-15=-4718/2840,2-26=-5367/3108,.3-25=-1230/805, 4-24=-663/1487,4-25-3218/1734,2-25=-2752/498111-26=.3752/6704, 6-23=-8154/4831, 6-24=-2005/1032, 6-20=-11071/19302, 23-28=-7735/13329, 20-28= 7658/13267, 13-16=-1947/3453, 11.16=-3870/2316, 7-20-531/302 Structural wood sheathing directly applied or 3-9-2 cc pudins, except end verticals. Rigid calling directly applied or 5-8-8 go, bracing. 1 Row at midpt 14-29, 8-10, 8-18, 13-15. 6-23, 11-16 1 Bruce at Jt(s): 28 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131NX) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 Co. 2x4 - 1 row at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - i row at 0-9-0 oc, Except member 18-8 2x4 - 1 row at 0-7-0 Do, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VUII=170mph (3-second gust) Vasd=132mph; TCDL--4.2pst; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 15-2-12, Intedor(1) 15-2-12 to 24-7-2, Exterior(2) 24-7-2 to 39.7-2; Lumber DOL=1.60 plate gdp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. gntinuea on page z WARNING- VeNydoslgnparnmetmand REAONOTES ON THIS AND INCLUDED MITEKIIEFEMNCEPAGEMp7479 rev. iGNY1015 BEFORE USE Design valld for use only with MRek9comectom rnls design h based onlyupon parameters shown, and is form fixllNUual building comporlenl.not Dot a truss system. Refers use. the building designer must verify the appllcabUlly of design parameters and properly Incorporate this design Into the overall bWdhgdesgn.Hackng Inotacled is to bucking Individual lmsawetamd/or chord members only. AddltlonolteraWaryandpennamemlxaclrg +•�Y�1 MiTek' prevent of Is always mourned (or stadllNmot to prevent collapse Win pole personal lnfsny and propeM damage. for General gWdax;e rail the 6904 Parke Eest BNd. fabrication, storage, delivery, erection and brocba g of hues and truss systems meANSI/IPII Quality Criteria, DSB49 and BC51 Building Component C &I 1nln,mnllnn mMl ^ km In ne Rnln l�aa do 91 R N I on ffrual c,at-11 9. wernlxldn. VA MI a. TaWa, FL=10 Job Truss Truss Type a fy Py Harbor Ridge Lilestyle T8949815 73195 ATK SPECIAL 2 �f 2 Job Reference o fional Chamber. Truss, Inc., Far Pierce, FL 7.64O s Apr l9 2016 Mnek lndusVres, rnc. w d fur,2010:36:312010 Yage 2 ID:7OPecszFdotRumcewatIfLyMy11-WoaCkShXqusT4COv4O5VvFEiCOfRswW OpEaNvFzlSyG NOTES- 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 Wide will tit between the bottom chord and any other members. 9) Bearing at joint(s) 29 considers parallel to grain value using ANSI/ -PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3452 lb uplift at joint 27 and 2592 lb uplift at joint 29. 11) 'Semi-rlgid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 `v\\ Uniform Loads (pit) Vert: 1-8= 250(F=-150), 9-14=-100, 21-27= 30, 15-20= 30 Job Truss Truss Type Oty Fly Herb., Ridg. Libstyle TB9d9816 73195 ATL SPECIAL 6 1 I Jab Reference (optional) Chambers TTuss, Inc., Fon Pis,.. FL 7.6408 Apr 192016 MRek lntlusines. Inc. West Jun 2910:3e:382015 Paget ID:7CPmszFdotRumoewatlfLyMy11-_?8axoi9bC_JiLz6d5cnSTno1 OSibJ3x2 W wRhziSyF 63418-5-12 I 24-5-6 3 gll F 35.11-1 41-113 63-1 6-1-5 6-1-5 5-11-9 53-73 5_8 64}5 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 7xB = 8xl4 MT18HS= axe 1 M= J 3x4 II 6x8 = 3x6 = 3x4 II 6x8 = 7 22 8 9 10 23 11 6sS _ 5 Z Scale = /:84.6 20 /9 18 17 16 15 14 24 13 25 12 54MT18HS It 7x10 MT18HS= Bx14 MT18HS= 4x4 = 3x4 11 6x12 = 7x10 = 5x12 MT18HS 11 7x8 MT18HS W S = 63-1 124-7 18-5-12 24-53 30-2-3 35-it-1 4/-113 63-1 I 6-1-5 6-13 t 541-9 53-13 I 53-13 6-0-5 Plate Offsets(XY)-- (3:0-4-o Edge? r4:03-80-4-81 r5,0.3-80-4-01 (6:0-5-40-5-01 r8:0-4-00-2-01,(14:0-6-00-2-01 rl B:0.7-OEdgel r19:0-4-80-2-81 f20:0-4-12,0-0-61 LOADING(psf) SPACING- 2-0-0 CS]. DEFL In qoc) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.23 16-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.8616-17 >580 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 1.00 Horz(TL) 0.21 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matdx-M) Wind(LL) 0.5016-17 >991 240 Weight: 439 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 2400F 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc pudlns, except 9-11,7-9: 2x4 SP M 30 end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid telling directly applied or 3-11-5 oc bracing. WEBS 2x6 SP 2400F 2.OE*Except* WEBS 1Row at midpt 1-20.11-12.1-19, 2-19. 5-18.6-8.6-14. 8-13. 1-20: 2x8 SP 2400F 2.OE, 1-19.4-19.5-18,6-17.6-8: 2x4 SP M 30 10-13, 11-13 2-19,4-18,5-17: 2x4 SP No.3, 8-14,10-13: 2x4 SP M 31 2 Rows at 113 pis 4-19. 8-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=527210-7-10, 12=376810-3-0 (req.0-4-1) Max Horz20=510(LC 5) Max Upllf120=-4100(LC 4), 12=3062(LC 4) Max Grav20=6688(LC 9), 12=4892(LC 9) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-20-6557/4080, 1-2=-5888/3592, 2-3=-5888/3592, 3-4=-5888/3592, 4-21=-9511/5745, 5-21-9511/5745, 5-6=-10792/6438, 6-16=0/311, 6-7=-304/280, 7-22=-262/273, 8-22=-262/273,8-9=-2307/1464,9-10-2307/1464,10-23=-2307/1464,11-23= 2307/1464, 11-12=-4752/3073 BOT CHORD 19-20— 590/579, 18.19=-6239/9824, 17-18=-6948/11142, 16-17=-6207/10003, 15-16=-6157/9897, 14-15— 6157/9897, 14-24=-2562/4029, 13-24=-2562/4029 WEBS 1-19=-4920/8069, 2-19-2083/1481, 4-19=-4962/2957, 4-18=-674/1445, 5-18— 1794/1007, 5-17=-9121746, 6-17-1018/1566, 6-8=-5336/3211, 6-14=8556/5242, 8-14-3756/6418, 8-13-3793/2419, 10-13=-741/688, 11-13-3165/4993 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=4611; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0310 to 153-10, Interior(1)153-10 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = I5.0psf. 7) WARNING: Required bearing size at joint(s) 12 greater than Input bearing size. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 41001b uplift at joint 20 and 3062 lb uplift at joint 12. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard A WARNING -Vedrydes/gn passmetereend READNOTES ON THIS AND INCLUDED MMEKREFERANCEPAGE111I1-7473 mv. IDs=?015BEFORE USE Design vdld for use only with MITek®conrectols. RJs design is based onlyupon parameters shovm. and is for on hdlvidud WSOing component.not p`,riGi■O a Inm system. Berne rise. Ithe, b ldrg designer must verity the "Icablllty of design parameters and properly Irscorporate finds design Into the overall Wpdngtleslgn. Brachghldk:atedNlopnevenlbucidNgofhdMdualinrswebarxf/aclwrdmemb moNy. Additional fernWory and permarentbracing ��Y�• MiTek' Is always required for slabiltyand to prevent cdlopse with possmle personal ln7uryacl prop"damage. Forgenerdgdtlalcere clinghe fam-athn. siorage.dellvery, erectionad bfmIngofirusesond tnssyslems, weANSUTPI1 Quality Criteria, DSB49 and BCSI BUBding Component 69N Pork. E.st BMtl. Safely information avaAable from Tnm Hate huBMe. 218 N. Lee Street. Sulte MP Alexandria. VA 22314. Tao,f,a, FL 33610 Job Truss Truss Type Uty Ply Heibor Ridge LBestyle T8949816 73195 ATL SPECIAL 6 t Jab Reference (optional Chambers Truss, Inc., Fors Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert. 1-6= 250(F_ 170), 7-11=-100(F=-20), 12-20— 30 7.640 a Apr 192016 MTek Indusoies, Inc. Wed Jun 29 10:38:3e 2016 Page 2 ID:70PecszFdotRumoewatlfLyMy11=?8uoi9bC_JiLz6d5cnSTno705ibJ3X2WwRhzlSyF ,&WARNING- Vodly designparamelers and REAO NOTES ON THISANO INCLUDED MITEKREFEMNCEPAGEMII-7473r0V f0y=ISBEFORE USE. vdld for use only Wfh FATek® connectors. ins design Is based only upon parameters shown, curd Is form MMdur9 bu0dng component. rot IMFDesign a fuss system. Before Use. the Wldhg designer must veAfy tha oppllcatNllfyof design parameters arW properly Incorporator links design Into the overall AddltiaxiltemporcryondpeimanentioacVq MiTek' buldndcoslgn. WacNgITdjC tedlstopreventorcWlrgoflndvidualimswebond/or ctardmembersonty. bdwavIreGalredfor stablityandto prevent coilapsevOlhposalble personal injuryaixl propertydareage. For general gultlatce regard�sg the fabrlcolkm, storage, delivery, erection and bracing of fmseSand IIUMT stems, sooANSlgpll Quality Criteria, DSR-89 and ii Building Component 6904 Parke East BNd. Safety Intormation wcdcble core Truss Nate Inslitute, 218 N. lee Street Sure 312. Alexandria VA22314. Tarri FL 3361D Job Truss cuss I ype Gty Ply Harbor Ridge L6esyle T894991] 73195 ATM SPECIAL 6 i Job Reference (optional) Chambers Trans, Inc., Fan Pierce, FL eeav s npnmm IV eo u es mauernarx e, ma. ea eun en rva, s:ev ev,o rage ID:7OPecszFdolRumoewatltLyMy11-SBiy88inMW6AJV%IBpBO_gKOMgR2KnW hGY3T_7z1SyE 2-7-13 1D612 %15 24-56 3D2,3 3511/-3 6d51 4W 2-]-13 R415 733 7-1.7 Sbt3 56 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 7x14 MT18HS= 5x6= 3x8 II 7x8 WB= 3.10 II Scale = 1:84.5 3x4 11 7x8 = 4x8 = 3x4 11 6x8 = 7 23 8 9 10 24 11 i 1rn14 = 21 20 25 19 26 18 17 27 16 15 14 28 13 29 12 3.4 11 7x12 = 3.4 I 6x10 MT18HS= 6x10 = 3.5 11 10x10 = 6x8 = 4x8 11 6x10 MT1BHS= 26a2 19 tea-12 175-15 24-53 3D2-3 9511-1 41-tfb yza zt-] 5813 Se-13 a65 Plate Offsets(XY)-- 13'0-7-00-4-12) f4'O-0-OEdgel I670-4-00-0-12) f12:Edge0-5-81 fl3:0-2-00-2-0) 114:0-5-DEdgel 120:0-1-80-5.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in QUO) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.19 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.42 Vart(TL) -0.7216-17 >648 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(fL) 0.18 12 n1a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.4216-17 >999 240 Weight: 450 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE *Except* TOP CHORD 7-9.9-11: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP M 30 *Except* WEBS 1-21,1-20,3-19,5-17: 2x4 SP No.3, 7-16,11-12,2-20:2x6 SP No.2 3-20.8-13.11-13: 2X6 SP 240OF 2.0E, 6-14: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=344810-3-0 (req. 0-3-12), 20=5636/0-7-10 Max Holz 20=502(LC 4) Max Upllftl2= 2810(LC 4), 20=-4385(LC 4) Max Grav12=4549(LC 9). 20=7300(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-9321/5427, 4-22=-9321/5427, 5-22= 9321/5427, 5-6=-9321/5427, 6-16=0/324, 6-7=295/276, 8-9- 2144/1342, 9-10=-2144/1342,10-24- 2144/1342,11-24=-2144/1342, 11-12=-4410/2820 BOT CHORD 20-25-4318/6830, 19-25=-4318/6830, 19-26=-4318/6830, 18-26=-4318/6830, 17-18=-4318/6830, 17-27= 5497/9046, 16-27=-5497/9046, 15-16=-5442/8931, 14-15=-5442/8931,14-28=-2326/3713,13-28= 2326/3713 WEBS 2-20= 2102/1476,3-20=-8185/4818,3-19=0/383,3-17=-2068/3638, 5-17=-2545/1691, 6-17=-552/829,6-8=-4907/2892,6-14= 7610/4544,8-14=-3268/5747,8-13=-3436/2155, 10-13- 737/690,11-13=-2894/4623 Structural wood sheathing directly applied or 2-8-5 oc puffins, except end verticals. Rigid telling directly applied or 4-5-7 cc bracing. 1 Row at midpt 3-17, 5-17. 6-8, 8-13, 10-13, 11-13 2 Rows at 1/3 pis 11-12, 3-20, 6-14, 8-14 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-1-12 to 15-1-12, Interior(l)15-1-12 to 24-7-2, Extedor(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponc[Mg. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 5.0psf. 7) WARNING: Required bearing size at joint(s) 12 greater than Input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213101to uplift at joint 12 and 43851b uplift at jo1n120. 9) "Seml-dgid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING -Verity design peranrefervand READ NOTES ON THIS AND INCLUDED MITEKPEFERANCE PAGE M8-7473mv. 1T=s 1S BEFORE USE *� Deign valid for use oNy Wth MlTeWconneclors."design bbaseal only upon pgrametemcda .arWRforanhrdlNtlual bu0dlrgcomporrem.not a truss system. Before Use. the buidno designer musf verify tM"kabtilly of design parameters and property hco8wrale this deign Into the overall BrmholrldlogledlstopreventWcMhgofB Idudtrusweba /orchordmemb mONy. Addff n temmcay rMl7ermanentb.Chg MiTek' brIDdnodeign. Is always required for stability and to prevent collapse with possible personal Mary and properly damage. For general g19donce regarding me fabrkglbn, storage, delivery. erection anti tacidno of Intaes and tons syiems aeeANSI/IPI I Quality Cdt9Na. OSB49 and BCSI Building Component 6904 Parke East BNd. SaralyInrofmatlon avdlable Uom Tres Rate I tiMe. 21B N. Lee SM1eet. Salle 312 Alexandria VA 22314. Terrace. FL 33610 Job Trws Truss Type Gly Ply Harbor Ridge LOestyle T894981T 73195 ATM SPECIAL 6 1 Job Reference (optional) Chambers Tmss, Inc., Fed Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6= 250(F=-170), 7-11= 100(F= 20), 12-21-30 7.640aAp[192016MJeklnausirms,ma. Wea Jlln2U10 w3 v21n Yage2 I D:70PeoszFdotqumoewatlfLyMyt i-SB'rye8inM W 6AJV%IBp6O_gKOMgR2KnW hGV3T_7z1 SyE ,&WARNING- Verily design p.rmnefea, nd READ NOTES ON THISAND INCLUDED MMEKREFERANCEPAGEW-74TJsev. IBA9R015 BEFORE USE Design valid for use only With Miter conneclors. lnlsdeslga B based onlyupon parameters shown and is for an lndivldual bu0dlag component not �`• a lnassystem. Bettye use, the bWlNng designer must verily the appilcabOltyof design pa<ameters and properly Incorporate this design Into me overall BrachgUdloafedBlopreventb MVgofMn mMy. Addltbndfemp«aryadperma ntbradrg M!Tek' bu0dlrgdesign. udtnmweband/«chordmeMb B always required for stobittyand to prevent collapse With possible personal injury and properly damage. F«general glAd«Ke reg«rDrg the U04 Parke Fes] Blvd. fabrication storage, delivery, erection and bracing of tmssesand fmss systems. ceOANSI/TPI7 Quality Cdtedu, DSB-89 and SCSI Building Component Tarry., FL 33610 Safety Intormallon avotable ham Tn ss Plate Institute, 218 N. Lee Street State 312. Alexandria VA 22314. Job Truss mss ype ty Ply Hotor Ridge LBesyle TBBOBBIB 73195 ATR SPECIAL e 1 Jab Reference (optional) Chambers Truss. Inc., Furl Pierce, FL 7.640 s Apr 192016 k6Tek Industries,Inc. Went Jun 29 10:38:39 2016 Yo9s1 ID:70PecszFdolRumoewatlfLyMy11-SBy88inMW6AJVXIBpBO_gK7pgOpKn5hGy3T_7z1SyE 5-93 116-7 16-11,14 22-2-10 2]-5-7 323.3 370-0 41-7d 6-93 54}15 5-5-7 62-12 5$12 6-2.12 43.13 4�7-5 TXBMTI8H$4 J SPECIAL ANCHORAGE, DESIGNED BY 7GO 12 3x5 = 3x4 II OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM 2 3 4 REQUIRED SUPPORT WIDTH SHOWN BELOW. 23 21 en 20 co 19 m co 11 a 16 co m 14 m 13 12 5x10 II 4x5 = 5x8 = 6x8 = 5x6 = 3x4 II 10x14 = Tis = 5x6 = 69E 11ti-] 1641-14 22-210 2]-5-7 3233 1 41-7-0 5-93 53-15 5-S] 5-2-12 5-242 5-242 B-11-1 Scale=1:84.4 file = 6xe = Plate Offsets(XV)— I2:0-4-00-1-111 f5'0-7-0D-5-01 f6:0-4-003-121110:0-3-00.3-41111:0-2-120-4-01 fl3'0-4-0.04-121 I75:0-5-120.5-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Gulp DOL 1.25 TO 0.83 Vert(LL) -0.09 17 >999 360 MT20 244/190 TCDL 20.0 Lumbar DOL 1.25 BC 0.63 Vert(TL) -0.32 17 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 13 n/a nta BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Wind(LL) 0.19 17 >999 240 Weight: 4351b FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purims, except 5-8,8-11: 2x6 SP No.2 end verticals. Except: BOT CHORD 2x6 SP No.2 1 Row at midpt 5-17 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. 6-14,9-14: 2x4 SP M 30, 9-13,1-21: 2x6 SP No.2 WEBS 1 Row at midpt 2-20, 2-19, 3-5. 6-17. 6-14, 7-14, 9-14, 1-21, OTHERS 2x8 SP 240OF 2.OE 1-20 2 Rows at 1/3 pts 5-19, 9-13, 10-13 REACTIONS. (lb/size) 21=2367/0-7-10,13=6641/0-7-10 (req.0-10-14),23=-126/0-3-8 Max Horz21=702(LC 4) Max Uplift2l=-1631(LC 4), 13=-5262(LC 4), 23_ 159(LC 9) Max Gmv21=3188(LC 9), 13=9202(LC 9), 23=107(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1766/945, 23— 2263/1361, 5-17=6Blt720, 4-5=-260/234, 5-6=-4176/2624, 6-7=-1513/938, 7-8=-1513/938,8-9=-15131938,9-10=-945/1650,12-22=-715/458, 11-22=-715/458,1-21=-3048/1638 BOT CHORD 21-24= 7291639, 20-24— 729/639, 20-25=-1340/1735, 19-25= 1340/1735, 18-19— 2610/4123, 18-26=-2610/4123, 17-26= 2610/4123, 17-27= 2160/3525, 16-27=-2160/3525, 16-28=-2160/3525, 15-28= 2160/3525, 14-15= 2160/3525, 14-29= 1650/945, 13-29=-1650/945, 13-30=-406/209, 30-31= 406/209, 1231=-406/209 WEBS 2-20=-1486/919, 2-19_ 90611730, 3.19=-377/936, 3-5= 2907/1856, 5-19=-2782/1491, 6-17=-822/1089,6-16=01352, 6-14=3627/2203, 7-14= 1668/1063.9-14=3393/5700, 9-13= 6471/3926, 10-13= 2581/l526, 10-12= 472/940, 1-20=-1078/2184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.OpsF h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 16-10-2. Interior(1) 16-10-2 to 40-10-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 13 greater than Input bearing size. 8) Bearing at joint(s) 23 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1631 lb uplift at joint 21, 5262lb uplift at joint 13 and 159 lb uplift at joint 23. 10) °Semi -rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AU UAbh(b) an ar WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MM174M rev. 10/a32015 BEFORE USE. Design valid for use oNy with lvillel,lDconneCtors. thlsdedgn b based only upon Parameters stlovm, and is form individual buRcIg component net F■� a Irus system. Before use, the bJB&rg designer must very the applicability of design lorometem arld properly Incorporate Ihkdesgn Into the overdl bu9drgdesign.Bracing Indicated is to prevent bucWlig ofintlMdual lnrsweb and/or chord members only. Addtlondtemporaly cIeermonentbracklg -•Y�• MiTek' bdwaysremetlfor siabtliryond topreventcelop,lewBn possible celsonal Inpuryand proPerrydamage. ForgenemIguiclanceregarcMgtlle fabdcdkm, storage, delivery, erection and broci g of Ime es and tnrsssystems, seeANSIAPll Quality C4terla, DSO.69 and BCSi Building Component 6904 Parks Ee51 BNd. Tampa, FL =10 Safety Information wdlode Been hrm Mate Ire lMe. 218 N. lee Street. Sale 312. Alexontlda, VA22314. Job Truss ruse I ype Oy Ply Harbor Ridge LBestyle T8949819 73195 ATq SPECIAL 8 1 Job Reference o tional chamOen Tass, Ire., Pon Pierce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-100(F=20), 2-0=-100(F=-20), 5-11=-250(F_ 170), 12-21=-30 7.640 a APT 'a 2016NLIek Industries, Inc. Wea Jun2910:36392J16 Yage2 ID:70PecszFdotRumoewatllLyMyl l-SBy86inM W 6AJVXIBpBO_gK?pgOpKn5hGY3T_7z1 SyE O WARNING-Verlyd4a/gn parammera end RFFD NOTES ON TNISAND INCLUDED M/FEKREFERANCE PAGEMI-74Mmv. IhD.iu2015BEFORE USE }�.R Design valldfor use only War Nigelesconneefors. Bds Cesign Is based only upon porameters shown.ad is for on M[Vducd MUciing, component. net a truss system. Before use, Runb lcifng designer must Verify appllcaUly of design parameters and progeny Incarcerate ihk deslan Into tho overall bIDdng Eedgn. gracing lndlcated is to prevent buciding of individual lrussweb and/or clwrd members only. Additional temporary cant permatent torwing i.�Y■■` MiTek' ftdways required for stablllty d to prevent collapse with pos a personal NNW and vowV damage. For general gWdance regac➢rg the fabncatbn, storage, delivery, erection and bracing of 1rtn esanct tnra systems, seeANSI/TPll Quality Criteria, DSB-69 end BCSI Building Component 004 Parke East BNd. Safety Information cvaBobe tram Imes note Institute. 218 N. Lee Street. Suite 31Z Ne4andda VA 22314. Tanpn, FL 33610 Job Truss Truss Type Qry Pry Harbor Ridge Lilestyle T8949819 73195 ATS SPECIAL ] 1 Job Reference o tional Chombers Truss, Inc., Fold Piece, FL 7.64o a A9r 192016 Maex industries, Inc. woo dun zx lau6:au zvl6 rages ID:7QPecszFdolRumoewatitLyMyl4wNGKMUlP7pFixf6UIWfFXus6JEkf3DegVCol Waz1SyD 5-ab 113.7 i6-11-14 22.240 27-5-7 32-8J _ &&2 43-11< 581s ss-7 1 s-2-12 j— 5.2-12 5-2-12 65-12 5-8 SPECIAL ANCHORAGE, DESIGNED BY Scale =1:92.1 7xe MT18HS . OTHERS IS REQUIRED AT SUPPORT(S) 7.0012 3x5= 3x4 II LOCATIONS) TO ALLOW FOR THE MINIMUM 4 REQUIRED SUPPORT WIDTH SHOWN BELOW. 6xe = 4x1c 24 1 jN 22 25 21 26 20 27 19 18 26 17 29 16 1a au 14 J1 13 °L 12 3x8 4x5 = 4x 3 = 5x6 = 3x4 11 axe = 4x8 = 10x10 = 4x4 = 3x4 11 6x8 = 5-9d 11.6-7 1 16-11-14 ?2-z-10 27-5-7 32-a3 38-z-0 43-11-4 cs�A ss-] Sono en.1P I s-P-19 s.s-12 s9a Plate Offsets(XY)— r2:0-4-00.1-111 f5:0-7-80-4-121 f6:0.4-00-3.121 r7.0-3-80-3-121 f10:0-3-80.401 f11:0-3-00-0-01 rl6-0-3.80-2-81.f22'0-4-12.0-0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in poc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) -0.08 18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Verf(TL) -0.30 18 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOrzCTL) 0.10 24 n/a re'a BCDL 15.0 Code FBC20147FPI2007 (Matrix-M) Wind(LL) 0.18 18 >999 240 Weight: 4581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc puffins, except 5-8,8-11: 2x6 SP No.2 end verticals. Except: BOT CHORD 2x6 SP No.2 1 Row at mldpt 5-18 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. 6-18,6-16,10.14: 2x4 SP M 30, 7-14: 2x4 SP M 31 WEBS 1 Row at midpt 2-21, 2-20, 3-5, 6-16, 7-16, 9-14, 10-14, 9-14,1-22: 2x6 SP No.2 11-13, 1-22, 1-21 OTHERS 2x8 SP 240OF 2.0E 2 Rows at 1/3 pts 5-20. 7-14 REACTIONS. (Ib/size) 22=2279/0-7-10, 14=706710-7-10 (req. 0-11-8), 24=19110-3-8 Max Horz22=702(LC 4) Max Uplift22=-1557(LC 4), 14=-5609(LC 4), 24_ 113(LC 4) Max Grav22=3073(LC 9),14=9767(LC 9). 24=292(LC 9) FORCES. (Ib) - Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1699/902, 2-3=-2147/1287, 5-18=-799l795, 4-5=-260/234,5-6=-3925/2463, 6-7=-1131/688,7-8_ 1237/2157, 8.9=-1237/2157,9-10=-1237/2157, 10-11=-198/308, 1-22= 2933/1564 BOT CHORD 22-25=-729/639, 21-25=-729/639, 21-26=-130411678, 20-26= 1304/1678, 20-27=-2448/3870, 19-27=-2448/3870, 18-19= 2448/3870, 18-28=-1944/3186, 17-28=-1944/3186,17-29=-1944/3186,16-29= 1944/3166,15-16=-688/1131, 15-30= 68811131,14-30=-68811131, 14-31=-308/198, 13-31= 308/198 WEBS 2-21— 1405/866,2-20=-823/1600,3-20=-325/855,3-5=-2770/1768, 5-20=-2545/1339, 6-18= 917/1243, 6-17=0/333, 6-16= 3704/2264.7-16= 1801/3226, 7-14=-5926/3469, 9-14=-1867/1192,10-14_ 3227/1814,10-13=-2711747,11-13=-690/429, 1-21=-1014/2084 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCOL=3.Opsf; h=46fq Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 16-10-2, Interior(l) 16-10-2 to 43-2-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.0psf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI/ PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15571b uplift at joint 22, 5609 he uplift at joint 14 and 113lb uplift at joint 24. 101'Semi-riaid Ditchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Continued on px(7 2 WARNING-Ver7y designpare efm=dRUDNOTE50NMXANOINCLUDEOMREKAEFEFANCEPAGEMX7473rev. NVIX14VISSEFOREUSE Design valid for use odywith MlfeM connectors. INs cie9gn is beesd oNpa yupon ameters shown, ontl isfor an adhidud building component, not �� areas system. Before use, tine 1"Id gdesigner mustleddtythe appllcoblltyofde5lgn paometersand properly Incorporate itdscieslgn Intothe overall husswelo MOW bugalngdedgn. Bractar; Inclooted Is to Prevent! Welding ofnediNictual anclor chord members only. V,alwaysre Uredforstabityondlopieventcdlap MlhpossMapersm hjWa propertydomage. rorgeneralguldalceregadngthe 6906 Parke East Blvd.. fobflca5m storage, delNerI. erection and b WW of Irean sd tress ss systemseaANSNl Pll Quality Criteria. DSB-89 and BCSI l u lding Component tlrs Town, FL 33610 Safety Information avoliable from buss Rate Institute, 218 N. We Street. Sidle 312. Alexandra VAMA. Job Truss Truss Type oty Py Hator Ridge LMestyle T6949819 73195 ATS SPECIAL ] 1 Job Reference (optional) Chombere Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-100(F=-20), 2-4=-100(F_ 20), 5-11= 250(F=-170), 12-22= 30 7,64D a Apr 19 2016 MTek industries, Inc. Wed Jun 2910:38AD 2016 Page 2 ID:70PecszFdotRumoewatlfLyMy11-W NGKMUjP7pFlxf6UIW IFXUsBJEkl3DegVC01 Wazl SyD AWARNWG-Vedlydesi9npar4mefers4ndREADNOTES ONTHISANDINCLUDED MrTEKREFERANCEPAGEMH-74TJr,v.fe/RYLo1SSEFOREUSE. DedQn valid for use oNy with Mrek connectors. Trds desgn b based oNy upon parameters shown. and Is for an Individual b lding component nol a Ines system. Before use, the "Wrong designer must Verity the opplic"Ity of design parameters and properly Itcomarate thb design Into the overall buldngdedgn. Wmhglndlcatedlsfopreventb WingotO Wtioli AddgonaltempaayaWpermanenttxaGrlg MiTek' weband/actsadmembersoNy. k dWays required for daWltyarW to prevent collapse wllh pO551Me peaawl hllury and pmpedy dOMOOe. Forgenerdgtkiatceregadng the 6904 Perk, East Md. fab Oalbn, sloresge. delNery; a bn osftl wlrg of tnlsesand lnrasyst.mz AN51/Mil QualllyCriteria, DSB-69.M BC51 BUB01ng Component Tanga. FL $361 0 Safety Information ovolabe from Tnrs Rate InsBtute, 218 N. We Shaer. Suite 31Z Alexandria, VA 22314. Job Truss toss type Oty Ply H.6or Ridge Lifestyle TB949820 73195 ATT SPECIAL 3 1 Job Reference(optional) wamoere Iruss, Inc., ton rlerce. I-n a�9iI 5-48 7.00 12 axe 1 5x8 AVv s Z l o[u, b M, ax 1 ooa srlee. ll , Weo Jun CY 1v;ose1 Le 10 Y6991 ID:r5OfzBCg7uDNm9fmv5EKLz64Jz.OagiZgklu7NuZphgJEAU35PMOd4soi?zksVa2Ozl S! 23-8.10 32-8-3 34-11-0 37- 8.11-9 8-11-8 2-243 2-10.129-12 41-7-4 3-9-8 Scale = 1:86.3 ]x8 = 4x8 =7xB = 7x8 =3x4 1 2, N 19 24 18 20 11 16 2G 75 14 zr 13 12 za ea 11 3.10 11 4%IO = 4x8 =4x4 = 3x4 II 4x8 = 7x10 = Sx13 = 5x6 = Plate Offsets (Xy)— f3:0-3-80-3-8115:0.4-QD-0-41,f6:0.4-0,0.4.41,f8:0-5.8,D-0-Ol.f10:0-3-0,0-4-01 f13:0-5-00-0-121 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(L-) -0.06 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.1916-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.10 21 n/a Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 16 >999 240 Weight: 472 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 3-18,5-13: 2x6 SP 240OF 2.OE, 6-13,1-19: 2x6 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 19=2016/0-7-10, 13=3493/0-7-10, 21=684/0-3-8 Max Horz 19=634(LC 4) Max Upliftl9=-1413(LC 4), 13=-2707(LC 5), 21=-645(LC 5) Max Grav 19=2708(LC 9). 13-4707(LC 9), 21=981(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1498/815,2-3=-1283f864,3-22=-1991/1219,22-23= 1991/1219,4-23= 1991/1219, 4-5= 1991/1219, SE= 3331423, 8-12=-3311769, 11-20=-358/517, 10-20=-358/517, 1-19=-2583/1415 BOT CHORD 19-24=-651/579, 18-24=-651/579, 18-25=-1540/2210, 17-25= 1540/2210, 16-17=1540/2210,16-26= 1100/1644,15-26— 1100/1644,14-15_ 110011644, 14-27= 110011644,13-27= 1100/1644 WEBS 2-18= 291/357, 3-18= 1147/577, 3-16=-352/611, 5-16= 717/909, 5-15=0/592, 5-13=-2964/1775,6-13=-1480/1167,6-8=-3041541,8-13=-550/168,9-12= 829/448, 1-18=-923/1826, 9-11-428/383 Structural wood sheathing directly applied or4-7-15 oc puffins, except end verticals. Rigid ceiling directly applied or 5-11-14 oc bracing. 1 Row at midpt 2-18, 3-18, 3-16, 5-16, 5-13, 6-13, 9-12, 1-19, 1-18, 9-it NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=46ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Exterior(2) 0-2-12 to 20-9-8, Interior(1) 20-9-8 to 40-1 OA; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 bride will fit between the bottom chord and any other members, with BCDL= 15.Opsf. 6) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1413lb uplift at joint 19, 2707lb uplift at joint 13 and 645lb uplift at joint 21. 8) °Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING-VedlydoslgnpammeferaandnEAD NOTES ONMISANDWCLUDEDMREKREFERANDEPAGEMS-74mma 10fil BEFORE USE Deslm void for use oNyWth MBek®connecton. fNs design Is basedonly upon poranelemshown, andh form BxlMdual buldllg component net Sol' � a truss system. Before use, tine bullong designer must verity the aWtooblity of design lxsanefers and properly hcorporate fhb design Into lM overall bulchg Aestan. BrMhglrldlcatedhtoprovent WcPJ mrs AdoOonaltempwaryaldpermaneatbraclrg MiTek' 7 gofBWMdualtnrsswebmrd/wcMrdmemb y. N alwaysreaulred for stablllN and to prevent collapse so wlh postue perna property and propedamage. For general god®,ce regaorg tt1e fabrication. storage, delivery, erection end brc log of fmsesond Inrss systems seeANSlpPll Quality Criferla, DSB-89 and ll Sl Bullding Component 6904 Parke East BNd. Safely Information ovellada from Inas Nate hsBtufe, 218 N. lee Street, Salle 312, AlexaWda, VA 22314. Tanpa. FL 33610 Job Truss Nss I ype ply Ply Horbor Mg. Lileslyle T8948820 73195 ATT SPECIAL 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-100(F=-20), 2-7=-100(F— 20), 8-10=-250(F— 170), 11-19=-30 7.640 s Apr 19 2016 MTek Industries, I.. Wed Jun 29 laMA1 2016 Poge 2 ID:r5OfzBCg7uDNnvgfmv5EKLz64Jz-OagiZgk1 u7NuZphgJEAU35PMOd4soi?zksVa2Oz1SyC A WARNWG-Vedfydosi9npammefersaed READNOTES ON THISMOWCLUDEDMREKREFERANCEPAGEM0.7473.v. 1120Q015BEFORE USE Design vald form my with Mrek®conrlectom lNs design h based only upon parameters shown, and 6 form I dlvltluat bulcl g component. nor �� a Us usydem. Before use. It bWldtng designer must vedfy the oppllcablilN of deorpBill sign parameters antl properly Incorporate Mauston Into the overall 7 Cu9t&lgdeslgn. Wac gInorcaledlstoprevent bucking ofBd?M=tnrssw¢band/or chord membersonly. Admtklrxitemporaryarapemsarcentlxacing MiTek' kalways reaWred for stabitily and to prevent cclicim vAlh posble persond hDay and property damage. Forgeneralgrldanceregcr6ngtise fabdcallon. storage, delivery, erection and bractrp of busses mdl Inm systems, seegN51/1'PI I Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke Ent 13W. Safety Intormatlon avallable from inrs Rate Insgtule, 218 N. Lee SlreeL Suite 31Z Alexandria, VA22314. Tanya, FL 33610 Job T,uss Truss Type Ply Hotbox Ridge Ltieslyle T6849821 73195 B SPECIAL JQtY 1 1 I Job Reference D fional CbatMers Truss, tnc.. Furl Pie¢e, FL Ad 8-0 7vR WlAHC= '"09 MprlvzuiOmiieKinau5Fies,inc. wee ID:7OPecszFdotRumoewatlfLyMy11-sm05MIfeRMAzGtsxh J 6xa = a. , 1 7.6() Is." 20-0 2E-0-0 1 35-2-12 Scale = 1:73.1 3xa 11 OHS — 34 7�a 4- 8-0-0 8-0-0 7-2-12 Plate Offsets(XY1-- f2:40-00.1-51 f3:"-0 Edge), f5:0-6-00-2-41 P.0-5-80341 f8:0-5-00-1-121 f11:0-2-80-1-121 114:0-3-00-341 LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Ved(TL) -0.5613-14 >755 240 UT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WE 0.94 Horz(TL) 0.13 10 n/a n1a BCDL 15.0 Code FBC2014RPI2007 (Matrix-M) Wmd(LL) 0.2013-14 >999 240 Weight: 238111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 9-10, 6-13, 7-13, 7-11, 8-11, 8-10 WEBS 2x4 SP No.3 *Except* 8-11,8-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 1D=2108/0-3-0 (req. 0-3-7), 2=2326/0.7-10, 1=147/Mechanical Max Horz 2=1070(LC 5) Max Uplifll0=-1713(LC 4). 2=-1634(LC 4), 1-115(LC 4) Max Gravl0=2917(LC 9), 2=3146(LC 9). 1=212(LC 9) FORCES. (Ib) - Max Comp-iMa f. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0314/2255, 3-4=4140/2269, 4-20=-3784/2162, 5-20=-3624/2163, 5-6=-3529/2128, 6-21=-3529/2128,7-21=-3529/2128,7-8=-2834/1571 BOT CHORD 2-15=-2562/4009, 14-15=-2562/4009, 14-22=2136I3380, 13-22=-2136/3380, 12-13— 1380/2377, 12-23=-1380/2377, 11-23-1380/2377, 11-24=-561/941, 24-25-561/941, 10-25=-561/941 WEBS 4-14-931/623, 5-14-415/959, 5-13=-224/447, 6-13=-1134/1039, 7-13=-1245/1732, 7-11=-3235/2140,8-11=-2260/3938, 8-10=-2802/1681 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h.46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 11.6-12, Interior(1) 11-6-12 to 12-0-0, Exterior(2) 12-0-0 to 27-0-0, Interior(1) 28-0-0 to 31-9-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 5 = 8% 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vull fit between the bottom chord and any other members, with BCOL=15.Opsf. 8) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 9) Refer to girder(s) for truss to lmss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1713 Ito uplift at joint 10, 1634lb uplift at joint 2 and 115lb uplift at joint 1. 11) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). an ar WARNING - Verify dosignparsmeters anJRISAD NOTES ON MIS AND INCLUDED MNEKREFERANGE PAGEM11.7473rex. 10=015 BEFORE USE. Design valid for use oNy Win MlreWconneclors. gJsdeslgn is based oNyupon parameters sixym and War an IndMckmI buldt g component not a truss system. Before use,111e bCldng deslgrter must verify the oppllcabSityofdesgn paramolers anal poperlyIn rporafe fhlt design Into the overall bsidrg design. &achg lndlmtetl is to bucNing of lndvldud hussweb anal/or choral members oNy. AOdibrld temporary anal permanent bracing MiTek' prevent Is dways re gAred for sfab9lty aW to prevent collapse with possible Perverts Injury and popedy damage. For general guidance regardng the 6904 Plake East BNd. fabicbibn. storage, delivery, erecflon and txacirg of Inures and truss Mtem& seeANSI/IPI1 6uailty Criteria, DSB49 arM BCSI Binding Component Tarrya, FL 33610 Safety Information available tram truss Rate Institute, 218 N. Lee Streel. Suite 312, Alexandda VA 22314. Job Truss truss Type Oty Ply Harbor Ridge Lifestyle T6B4BB21 T3195 B SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fat Pierce. FL LOAD CASE(S) Standard 1) Dead +Hoot Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-17= 115, 5-17=-80, 5-7=-100(F= 20), 7-8= 80, 8-9=-80, 10-16= 30 7.640 a Apr 19 21)16 Muck IntlusVies. Inc. Wad Jun 2910:3e:42 2016 Pogo 2 ID:70PecszFdotRumoewatlfI-yMy11-sm05nAIfeRVIPzOtsxhjcJyWA1OFXB77yW H8aSz1SyB A Q WARNING - Verity doslga parameters end READ NOTES ON THIS AND WCL UDED MMEK REFERANCE PAGE MI s74T5 rev. I N09/2015 BEFORE USE Design valid for use only with MIT09 connectors. thil design Is based only upon parameters shown, creel Is for an IMlvidual buBGing component not a I=system. Before use. the I„llairg designee must verily the applicability of design parameters and property hconporate this design Into ]he overall brNcHngde9gn. &acxglnkut NloprevenlbucldhgofhaiNtluolB webanlorchordmemb mWy. Addltbeglfemporaryandpermanentbracing MiTek' Is always re "red for stabBity, and to prevent collapse with possmle person lnµ¢y and property damage. For general guldaece regarding the fabrication, storage, delNery, erection and bnadng of ramem end 'am systems seeANSNTPI I Oudily Criteria, DSB-89 and SCSI Building Component 6904 Porter East BNtl. Taryn, FL 33610 Safety Information available from buss Rate Institute. 218 N. lee Street. Suite 312. Alexandria VA 22314. job Truss Truss Type Qty Ply Hnd)af Ridge Lifestyle T8949822 73195 Eh SPECIAL 1 1 Job Reference 0 tionel chamber. Trues. Inc., FW Pierce, FL 7.640 a Apr 192016 5x8 MT18HS tP 7.00 12 6 3x4 � 21 4 5x6 i Ml-- E 1 76 23 1524 14 25 13 12 26 3x4 = MW8= M= 4,4 = Us= sxe = SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) Adequate Support Required LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. -3ti-0 6-11-11 14-0-0 22.0.0 300( 36-0 6-11-i1 7-0S e-0-0 e-0-0 Bic. Wed Jun 2918:38A2 N16 7x8 = 3x4 11 6x8 = 6 9 11 2827 29 10 5xe= 6x10 MT18HS- Style = 1:75.5 Plate Offsets (X Y)-- 13:0-0-0.0-3-41 15:0-5-0.0-2-41 16:0-3-8 0-3-01 17:0-5-0 0-3-41 (8:0-5-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.14 14-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.4514-16 >927 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.12 10 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wmd(LL) 0.18 14 >999 240 Weight: 255 lb FT=20k LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2t4 SP M30 WEBS 2x4 SP No.3 *Except' 9-10,8-11,8-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=212510-3-0 (req. 0-3-8), 2=2326/0-7-10, 1=144/Mechanical Max Horz2=1050(LC 5) Max Upliftl0= 1749(LC 4). 2=-1595(LC 4), 1=-113(LC 4) Max Grav 10=2943(LC 9), 2=3198(LC 9), 1=214(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. WEBS 1 Row at midpt 9-10, 6-14, 6-13, 7-13, 8-11, 8-10 2 Rows at 1/3 pis 7-11 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4439/2227, 3-4=-4561/2530, 4-21=-3519/1983, 5-21= 3409/1994, 5-6=.3077/1822, 6-22= 3025/1806, 7-22= 3025/1806, 7-8— 1630/1044 BOT CHORD 2-16= 2538/4139, 16-23=-2192/3582, 15-23= 2192/3582, 15-24=-2192/3582, 14-24=-2192/3582,14-25=-1887/3086,13-25= 1887/3086,12-13= 937/1602, 12-26=-937/1602, 26-27=-937/1602, 11-27=937/1602,11-28= 572/972, 28-29= 572/972, 10-29= 572/972 WEBS 3-16= 730/617,4-14= 947/639,5-14=-472/1087,6-13=-1186/1051,7-13=-1379/2156, 7-11= 3039/2001,8-11=-1982/3452,8-10=-2905/1708,4-16=656/1075 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-3-5.4 to 11-6-12, Intedor(1)11-6-12 to 1440 0, Exterior(2) 14-0-0 to 29-0-0, Interior(1) 30-0-0 to 31-9-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174911b uplift at joint 10, 15951b uplift at joint 2 and 113lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING-V4Nydos/9n Parameters and READNOTES ON THISAND INCLUDED MREKREFERANCE PAGEMM17473rev. 1Q132016EEF0RE USE Design Idl for use oNy with Mlieloscontactors. fNsdeslat Is based only upon parameters shown. and [star an lnaAdud Wading Component rat sot a iruersWtem. Befere use, tiro b crng designer must verify the oppilcoNfly of design parameters arxl properly Incorporate thus design Into fire overdl bWmngtleslgn. Bim ginOQatedhtoVevenlWcNlWofln WM lmsswebaho/orct dmemb moNy. AddtlonallempaayaxJpelmafenilxoclrg MOW balwaysregdfed for stoUltyarxlfoprevenl colla-Ae W1hpos0c19 persondlnlayrend property damage. ForgenerdglAdalceregadtrigtho Iobr tw m stooge, deliveW. erec(bn and bracing of (rases l=SystMm s ANSI/rPll Quanty C4lerla, DSB-89 and BCSI Bunding Component 69N Parke Eosl BNE. safety Information avdlcNe tram inns Plate Institute. 218 N. Lee street. S to 312. A/exand0a VA 22314. Tampa, FL 3WI0 Job I Fuss ruse I ype Qty Pry Haroor Ridge LJedyle T8949822 73195 B1 I SPECIAL 1 1 I Job Refereroe o Oonal Char bars Truss, Inc.. Fort Pierce, FL LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-18=-115, 5-18=-80, 5-7= 100(F=-20), 7-8= 80, 8-9=-80, 10-17=-30 7.640 s Apt 192016 MI I ek lndusales.Inc. Wed Jun 291 0:s6:422016 va9e2 ID:70 PecszFdotRumoewatlfLyMy11-smO5nAlfeRVLAzGMxhjcJyUwl Oc%7e7yW H8aSzl SyB QWARNING - Verily declgn pammelen end READ NOTES ON THIS AND INCLUDEDMREK REFERANCE PAGEMIF7473 rev. VMU42015 BEFORE USE �■� Design wild for des only with Mrek0connectors. Mdeslgrl R boded oNy upon poromeleashown, arid is for On kWivbual WIlag Component.riot a In— system. Before rae, fire uuIf g designer must verify tt appllcob6ily ofdeslgl parameters onel properly klcomorate me design Into the overall buldrgdeegn. Br=glndbafed lopreventb Mkgof BxMkK lnlaweband/orchwdmembomo Addlibrldtempomyry pesmanentbrackg ■.��0 Welk' y. halways requlred(ce sla lly and to prevent collapse with possble persorxA blur/ and poWrty damage. For generd 9ridWlce regarrnrlg Ble fabrleatIM storage, delivery. erection and brachg of 1=cesand Imsspternt seeMS1I1P11 Quality Criteria, DSB-69 and BCSI Building Component 004 Parke EW Bled. Safely Informallon avalloNe from /rus Rate InstiNte. 218 N. We Street, Suite 312. Alexonddm VA 22314. TaWa. FL 33610 Job Truss Tru&sType Dry Ply Harbor Ridge Lifestyle T8949823 73195 B1A SPECIAL 1 1 1 Job Refereroe optional) Chambers Truss, Inc., Forl Pierce, FL 5x8 = 3x4 11 5x8 MT18HS= 3x8 = 1 Sx10 i 3.4 II 4x5 = 3x6 = Sr9= 6x10 MT1814S= Scale = 1:68.6 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ve ILL) -0.14 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.4711-12 >905 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.13 8 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1811-12 >999 240 Weight: 251 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-5: 2x6 SP No-2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-8: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpt 7-8, 2-12, 4-12, 4-11, 5-11, 6-9. 6-8 2 Rows at 1/3 pts 5-9 REACTIONS. (lb/size) 8=219410-3-0 (req. 0-3-9), 1=2052/0-7-10 Max Horz 1=881(LC 5) Max Uplift8— 1827(LC 4). 1 =-1 452(LC 4) Max Grav8=3018(LC 9), 1_2765(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4427/2339, 2-3=-3525/2003, 3-4= 3059/1897, 4-18=-3043/1867, 5-18=-3038/1866, 5-6=-1777/1025 BOT CHORD 1-14= 2670/4151, 13-14= 2671/4143, 12-13— 267114143, 12-19— 195213102, 11-19— 1952/3102, 10-11— 951/1594, 10-20= 951/1594, 20.21=-951/1594, 9-21— 951/1594, 9-22-59ZS85, 22-23=-592/985, 8-23=-592/985 WEBS 2-14=0/322,2-12_ 1246/833, 3-12=-362/902, 4-11— 1199/1101, 5-11-1452/2187, 5-9=-2929/1964, 6-9=-1943/3335, 6-8_ 2945/1771 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been Considered for rifts design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h.46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 29-0-0, Intedor(1) 2"-0 to 31-9-0, Extedor(2) 31-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ate MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1827lb uplift at joint 8 and 1452 lb uplift at joint 1. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING- Verttyda4f9n Pa/e ..wand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIIJ473 rev. l V4V20f5BEFORE USE. Design valk! for use oNy` M MITeWcorux clort. 9Nsdesign Is Ivied any upon parameters Mown.Oral Is for an Individual building component. not �� a Darn system. Before roe, the br dxi designer must verify tlta apOlicob911yofdesign parometemand properly hrcorporate this design Into the overall Wildw design. wachg Indicated Is to prevent buckling of lndNklual frussweb and/or ctxxd members only. AdmBonal lemparary mtl permanent braohg Wek' B always requhedfor stability and to prevent cdlape with poAmle personal hJwy Ond prOPedy Apmage. nor general(Ardance regolc&g the fabrlcatbrt storage, delivery, erection and bracing of tames antl inrA Wstem%seeANSI/9P119ually Cdterla, DSB49 and BCSI Building Component 6904 Parke East BNtl. safety Information avmalxe from Tnns Rate Institute, 218 N. Lee Street Site 312, AlexorWrlo, VA 22314. Tarry., FL 33610 Job Truss Truss Type Qfy Pty Harbor Ridge Lifestyle T8848823 73195 BIA SPECIAL 1 1 Job Reference (notation Chambers Truss. In4.. Fort Pierce, FL 7.64D a Apr 192016 NhIek industries, Ina. Wed Jun2g10:38A32016 Page2 ID:7QPecszFdotRumoewallfLyMy11-KyyT_WmHPkdco7r3QfCy9W UfgRmgGaRGBAlh7uzlSyA LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1 Uniform Loads (pit) „V1 Vert: 1-3=-80, 3-5=-100(F= 20), 5-8— 80, 6-7= 100(F=-20), 8-15= 30 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIA7473 rev. 10471SVIS BEFORE USE Design void for use orgy with MITeM connectors. TNs desgn b based onlyupon parameters ge wn, and Is for M Individual bulldrlg component nor a Inessyslem. Before uses, the bul designer most verily ihes opolcoronyof design parameters ontl Vaparly hcorporate Ihk design Into the overall bNdngdedgn,@acingBdicdedNtopreventWrJNngofgidNWudlnlsweband/achortlmembersorgy. A floMtempwaryandpermarenitxacing MiTek' Is dwaysrequlretl forstabBity and to prevent collapne with possmle personol hlury and property donege. For general guidance lacerdrg the 6904 Parka East BNd. fabticdbn, storage. dellvetI, mactla n and bracing of fades and tmss systems. 36OANSIAPl r Quality Cdteda, DSB49 paid if Sl BuBCing Component Tanya, FL 33610 Safety Information woBoWe from Truss Rate lnsgMe. 218 N. Lee Street Sate 312, AlexoMda, VA 22314. Job Truss I ruse I ype Qty ply Hmbor Ridge LBestyle TB94B824 73195 62 MONO HIP ] 1 I Job Reference (optional) 7.OD 12 Support Required e..n ID:70PecszFdDtRumOewa1lfLyMyll-p-9W rCrmwA2FrQGOF_MjBhklsvr4372UDOgmEtLzl Sy9 23-e P 28-B35. 4 2-12 iE-B 6d-12 6-63 5x8 MTIBHS= 3x4 = 4x6 = 3x5 = 6x8 = 6 21 7 B 9 10 Scale=1:77.9 34i-0 6-11-11 I 8-&5 I 6E3 ffl2 I 64i41 Plate Offsets(XY)-- f4.0-3-OEdnel I6:0-5-80-2-01 f8:0.3-OEdael f11.0-3-BEdoe1 f12.0-3-80-3-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.22 15-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) .0.7015-17 >604 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.94 Horz(TL) 0.11 11 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1715-17 >999 240 Weight: 249 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 10-11: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 11=2205/0-3-0 (req. 0-3-10), 2=2311/0-7-10, 1=147/Mechanical Max Horz2=1073(LC 5) Max Uplift 1=-1846(LC 5), 2=-1572(LC 4). 1= 108(LC 4) Max Gravl1=3056(LC 9), 2=3216(LC 9). 1=218(LC 9) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-1 cc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-9 cc bracing. WEBS 1Row at midpt 5-15. 7-14, 9-14 2 Rows at 113 pts 10-11, 9.12, 10-12 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 Qb) or less except when shown. TOP CHORD 2-3=-4504/2163, 34=-4674/2501, 4-5---459012518, 5-6=-3337/1851, 6-21= 2899/1714, 7-21= 2899/1714, 7-8=-2696/1626, 8-9=-2696/1626, 9-10=-1756/1064,10-11=2900/1857 BOTCHORD 2-17=-2515/4189, 17-22=2123/3502, 16-22=-2123/3502, 16-23-2123/3502, 15-23_ 2123/3502, 15-24-1626/2696, 14-24-1626/2696, 13-14=-1064/1756, 13-25-1064/1756,12-25=-1064/1756 WEBS 3-17=-783/667, 5-15- 11421768, 6-15= 465/1017, 7-15=-162/419, 7-14=-1125/867, 9-14=-1004/1678,9-12=-2229/1603,10-12=-1877/3098,5-17-733/1266 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46h; Cat II; Exp C; Encl., GCpi=0.18; C-C Extmor(2) -3-54 to 11-54, Intedor(1) 11-54 to 15-9-0. Exterior(2) 15.9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL=15.Opsf. 6) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1846 Ib uplift at joint 11, 15721b uplift at joint 2 and 108 Ib uplift at joint 1. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ® WARNING • Vedydeegn Parameters and READ NOTES ON TNISAND INCLUDED MREKREFEIUINCE PAGE M67473 mv. 10=0156EFORE USE *� DeUm valid for use only with MrTeW connectors.Indsdesign is based onlyupon parameters shown. and is form hdMdual bu0ding component.not a truss system. Before use, the Wici g deslgner must very the oppliCabliryof desks parometersond properly Incorporate Blk design Into the overall buldingdeslgn. 0achghdlcafedlstopreventba WbgofMWualtmwebad/mcMrdmemb mr MiTek' y. B dways required for stobtltryanrl to prevent collapse with possible personal hoy and property damage. Forgeneralguldaoceregaralngthe 004 Perks East BNd. fabdcatbn storage, deRvery, erecllona cl pacing of braes anti truss systems, seeAN51/IPII Quarry Cdierla, DSB-89 and SCSI Bultding Component Tampa, FL 33610 Safety Informaflon avdlable from Truss Rate Institute. 218 N. Lee Street, Sulte 3M Alexardda, VA 22314. Job Truss Truss Type Uty Ply Harbor Ridge Lifestyle T894BB24 73195 82 MONO HIP ] 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-19= 115, Cr19=-80, 6-10=-100(F. 20), 11-18_ 30 7.640a APr182016NLIeklndu6lrgS,loo. Wed Jua2810:36:992016 Fose2 10:7GPecs2F_doottRumoewatlfLyMy11-p9wrCtmwA2lr000F_MjShk1 svr43?2000gmE1Lz1 Sy9 V ® WARNING-VerUydes/gn paramefere end READ NOTES ON MMANDINCLUDED Mn-EKREFERANCE PAGEMINdTJrev. 10N9S015BEFORE USE • Dedgn vdld for use only wra Miles&connectors. TNS design 6 based only upon pmameters slhrN and is for On lndMdud WIdIng component. net ■` a Ines system. Before use, the bWcRW designer must verily file applicability of design paramefers and! properly Incorporate th6 design Into five overall bu9tHrOdesIgn. Brachlgtrldlcate islopevenlbu DVoflndMdudlmssweband/orchOfdmembmrs y. AddHonaltemp aryo]Wpermarentbming MiTek' Is always reaWetl for sloUlly and to prevent coUclo a wlh possible poisoner Imlay a rcl properly danatte. For general rfuldance reormcbm the 6904 Parke East BNd. foblkatlom storage, del". erection arkt Ixacing of cruses and Inns systems, saeANSI/Ft Quality Criteria, DSB49 and BC91 BulldMg Component Tdvpa, FL 33810 Safety Informatlon ovdlode from irus pate Institute, 218 N. Use Street. Stifle 31Z AlekandrIm VA 22314. Job Truce TrussType Gty Py Harbor Ridge LBecryk Ta999825 73195 32A MONO HIP 1 1 Job Reference (optional) r.wo eZ 1e 1rvu .niuuemm�. rim. .1vuuw,o ID:7OPecszFdotRumoewatIfLyMyl bp9WrCrmwA2rrQGQF MjBhklrJr3h?lgQQgmEfLzlSy9 .1 Scale = 1:78.6 V S,e MT18HS= 30 =3x6 = 4x4 = 618 = 7.00 12 6 21 7 a 9 10 3x5 �i 4x6 i 5 3x4 I 4 3 2 1 17 22 16 23 15 24 14 13 25 12 26 11 0 3x4 = SxB MT18H5= 58= 3xe = 4x4 = 6k8 = 5x8 MT18HS 11 3x6 = Adequate Support Required 3 o 6-11-11 16-0-0 22-Sd 28-9-0 35-2-12 3d-0 6-11-11 9-0-5 6-5$ MI2 6.5-8 Plate Offsets (KY)- r4:0-3-0Edael f6:0-5-80-2-01 fll:0-3-BEdoel rl2:0-3-80-3-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.91 Vert(LL) -0.24 15-17 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 SC 0.78 VerI TL) -0.75 15-17 >564 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.98 Horz(TL) 0.11 11 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1715-17 >999 240 Weight: 250111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at midpi 5-15, 7-15, 7-14, 9.14 WEDGE 2 Rows at 113 pts 10-11, 9.12, 10-12 Left: 2x4 SP No.3 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) REACTIONS. (lb/size)11=220310-3-0 (req. 0-3-10),2=2307/0-7-10,1=147/Mechanical LOCATION) TO ALLOW THE IMUM Max Horz2=1087(LC 5) REQUIRED( SUPPORT WIDTOHRSHOWNN BELOW. Max Uplittl1=-1849(LC 5). 2=-1567(LC 5), 1=108(LC 4) Max Grav 11=3061(LC 9), 2=3215(LC 9), 1=219(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4511/2151, 3-4=-4683/2490, 4-5---4598/2507, 5-6=-3305/1828, 6-21= 286911696. 7-21 _ 2869/1696, 7-8=-2644/1593, 8-9=-2644/1593, 9-10= 1714/1038, 10-11= 2908/1859 BOT CHORD 2-17=-2522/4204, 17-22= 2120/3496, 16-22= 2120/3496, 16-23=-2120/3496, 15-23=-2120/3496,15-24= 1593/2644,14-24=-159312644,13-14= 1038/1714, 13-25=1038/1714,12-25= 1038/1714 WEBS 3-17= 788/672, 5-15= 1168/785, 6-15=-053/999, 7-15=-188/458, 7-14= 1157/878, 9-14= 1011/1692,9-12=-224311609,10-12=-186913086, 5-17=-741/1290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=461t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) -3-5-4 to 11-6-12, Interior(l) 11-6-12 to 16-0-0. Extedor(2)16-0-0 to 35-1-0; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6)' This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1849111 uplift at joint 11, 1567lb uplift at joint 2 and 108 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING- Vertydestgnperemefen end REAONOTES ON 7HISANOWCLUDED MITIEKNEFERANCEGAGEMI1-7473 r 1011XV2015BEFONE USE Dedgn valid for use only Wrn MiTelr® correatom INs design B bawl only upon Parameters shown. and h for an BxllNdual WSOlrg component.not a tnas system. Before use. Itne "cling clesgner must verity fl a applicability of design parameters and properly Incorporate flits desgn Into the overall W0Wlg desgn. 9ac41g lrxlkwted is to prevent buckling of IncIvidual lamweb orxl/or chord members only. Adt9florgl temporary and permanent bracing +.�Y■ MiTek' halways required for stablllty and to preventcollopse with posdble percorM hAny and property damage. For General grddenceregardlrg tine 004 Parke East Slid. fabdcotbn, storage, dellvety, erection and bracing of trusses and talssyslern% seeANSI/IPII Quality Cdtefia, D5B-69 and BCSI BalldIng Component Town, FL 33610 Safety Information ava9able from rots Rate Institute, 218 N. Lee Street Sele 312. Aoxondtla VA 22314. Job Truss Truss Type arty Ply Hato, Ridge LBestyle T8849825 73195 B2A MONO HIP 1 1 Job Reference o [tonal Chambers Truss, Ina., Foal Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-19=-115, E19--80, E10=-100(F= 20), 11-18= 30 T"D s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910!38:44 2016 Page 2 ID:7DPecszFdctRumoewatlf -yMyl l-p9WrCrmwA21TOGOF_MjBhk1 rJr3h71gOOgmEfLzlSy9 Q WARNING -Ved/y daslgn pateaudem and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MA74" rev. 10VICe15 BEFORE USE Oeslgn valid for use only Wjh Men connectors, fills design is based only upon parameters shown. and Is for an Individual LuDding component. not a Iran system. Before use, the buRding designer must vedly the oppllcabYlly of design parameters and ptopedy incomorate this design Into the overall bu0alrgdedgn. Bros dKId i? mweband/mcMrdmeMb MoNy. AdditlgldtemporaryaralaermanenibradnD MiTeW g[MlcatedlstoprevenibucWVgofI Is always required for stability antl to prevent collapse with posYde wisonal hjw antl p ropedy damage. For general guidance regaralrg the 6904 Parke East Blvd. fabdcatbn storage. delivery, erection and bracing of trusses anal truss systems seawli1P11 Quality Criteria,DSB-89 and BCSI Building Component Ta"a, FL 33610 Safety Information available from Truss Rate Inuitute. 218 N. We Street. Slue 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply Hanbor Ridge Ltestyle T8949826 73195 B3 MONO HIP 5 1 I Job Reference o donel Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr is 2016 Mnek industries, Inc. Wed Jun 2910:38:452016 Fags ID:7QPecszFdotRumoewat1flyMy1 1-HL3DPBnYxMtK1 Q?SY4FQFxZlaFPPkVuZfUWoBnzlSyS Scale =1:73.2 5x8 Mr18HS= 7.00 12 20 5 3x4 = 4x6 = 4x4 = 6x8 = 16 en m — 14 L4 13 " `c 11 10 6x8 = 3x4 = 563 MT18HS= 3xa = 4x4 = 6xa = Sx8 MT18HS I[ 3x6 = 6-11-11 15-9-0 2231 28E-0 1 35-2-12 6-11-11 8-9-5 66A 6-0-12 6-fi8 Plate Offsets (X Y)-- r3:0-3-0 Edgel r5:0-5-8 0-2-01 17:0-3-0 Edoel rl O:0-3-8 Edoe1 r11:0-3-8 0-3-01 LOADING (Pat) SPACING- 2-" CS]. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.22 14-16 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.6814-16 >619 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Hors( I-) 0.11 10 n/a n/a BCDL ISO Code FBC2014/FPI2007 (Matrix-M) Wind(L-) 0.17 14 >999 240 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD ad SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' BOTCHORD 9-10: 2x4 SP M 30 WEBS WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=2210/0-3-0 (req. 0.3-10), 1=2036/0-7-10 Max Horz 1=881(LC 5) Max Upliftl0=-1882(LC 4), 1= 1429(LC 4) Max Grav 10=3065(LC 9), 1=2838(LC 9) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4579/2277, 2-3=-4768/2626, 3-4=-4681/2643, 4-20= 3354/1912, 5-20= 3217/l921, 5-21=-2915/1772, 6-21=-2915/1772, 6-7=-2708/1675, 7-8= 2708/1675, 8-9=-176211087, 9-10=-2909/1893 BOT CHORD 1-16— 261814265, 16-22=-2189/3533, 15-22=-2189/3533, 15-23-2189/3533, 14-23=-2189/3533,14-24= 1675/2708,13-24=-1675/2708,12-13=-1087/1762, 12-25= 1087/1762, 11-25= 1087/1762 WEBS 2-16= 827/690,4-14=-1167/788,5-14= 471/1023,6-14=-173/428,6-13=-1132/901, 8-13-1049/1689,8-11=-2238/1638,9-11=-1919/3109,4-16=-793/1350 Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 4-4-14 cc bracing. 1 Row at midpt 4-14, 6-13, 8-13, 4-16 2 Rows at 1/3 pis 9-10, 8-11, 9-11 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT W IDTH SHOWN BELOW. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Ops1; h.46ft; CaL 11; Exp C; Encl., GCpi=0.18; C-C Extenor(2) 0-0-0 to 15-0-0, Intenor(1)15-0-0 to 15-9-0, Extedor(2) 15-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent Water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I S.Opsf. 6) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1882In uplift at joint 10 and 1429lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Q WARNING-Verifydeslgn pammeremend READNOTES ON THISM12 INCLUDED MITEKREFERANCE PAGE MIFT473r&V IfVU320f58EF0REUSE Design validfor use only AinMITel,Oconnecbrs. INsdesign Is b .nlyulxm poromWers shovm. and R for an Individual buflding component.. � atrusssystem. Before use, ins bsNaln,designemu st ust verify the appllcaWtly ofdeslgan parameters and properly Incate R1k design Into the overall bufdrgde9gn. BrachgBd edlstopreventbmWil oflndivi tnrssweband/ofCt rdmembers y. A liorwltempaoya permanentbfadW MiTek' 7 IS always requhed for staWity and to prevent collapse with posssNe personal Injury aid propeRy damage. for general guldalce re iardN the Parke East Blvd. lobrlcatbr storage, delNery, erecibn and bracing of Inmes and tars; systems. WeANSI/MiI Quality criteria, DSB49 and BCSI Building Component 6904 Tanya, FL 33610 safety Inlormatlon avalable ham lnus Rate Institute. 218 N. tee Sheet sulie 312. Alexardri¢ VA 22314. Job Truss Truss Type Oty Pty Harbor Ridge Lifestyle T8949626 73195 B3 MONO HIP 5 1 I Job Reference (optional) Chambem Truss, Ina., Fort Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5= 80, 5-9=-100(F=20), 10-17— 30 7.610 s Apr 19 M16 Mrek Industries, Inc. Wed Jun 2910:38A5 2016 Page 2 ID:70Pecsz'FldotRumaewat1fLyMy11-HL3D PBnYxMtK1 C?SY4FOExZ1 aFPPkVuZf U W oB0z1 Sy8 V A WARNING -Vedly design peramefersand READ NOTES ON MS AND INCLUDED Mr EKREFERANCEPAGEMH-7473rev. 10/034015 BEFORE USE Design valid for use oNy Wlh MJTek®conneciors. misdeagn tt bared 0Nyupon Porameleu shown, antl Isfor on Individual blldhtg component, not a In a system. Before use, the bEld rtg dedgner must vedty the appllcoblity of dedgl porarnetem and prolaerly, Incorporate this design Into the overall bAcfngdeslgn. BrdChglndk:aledislobuckMgoflrallvldW tnrsswebansl/or chord members orgy. Ad<9fionaltempwaryandpermonenibracirg MiTeK prevent Is Nwoareaulrecl fur StabBityard to prevent collapse Wfh posslNe personal Injury and propertydamoge. For general gritlance regarding me fi994 Parke East Blvd. 004Fde East fobbairorlstorage. delivery. erection and bracing of tmssesarW huasYSfems WeANSUTPII Quality Cdleria,DSB-89 and BCSI Building Component Tamps, FL safety Information available from Inns Rate hslllute, 218 N. Lee Street. Sslte 312, Alexanddo. VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T894902] 73195 61A MONOHIP 1 1 Job Reference (optional) Chambers Truss, Iw., Fod Pierce, FL /.orusnpnaemumuea imusmes,iw. rvar aunea m:m-w emu ra.e. I D:7QPecszFdotRumoewatlfLyMyl l-IXdbdXoAif?Bfaae5nmfmg6BlekFTy3jt8FLjDz1 Sy7 6-11-11 11E-12 16-0-0 22.5-8 28-9-4 35-2-12 6-11-it 4-7-1 4-5-5 6-58 \ 6-3-12 GS-e JScale=1:70.6 Sx8 MTieHS = 3x4 = 4x6 = 4x4 = 6x8 = ann rn 6x8 3x4 = Sx8 MT18HS = 3x8 = 4x4 = 61t8 = = 3x6 = Sae MT18HS II LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) -0.24 14-16 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.7314-16 >578 240 MT18HS 2441190 BCLL 0.0 ` Rep Stress Incr NO WB 0.94 HOrz(TL) 0.11 10 RIG n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.17 14 >999 240 Weight: 244 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 24 SP M30 WEBS 2x4 SP No.3 `Except` BOT CHORD 9-10: 2x4 SP M 30 WEBS WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 10=2207/0-3-0 (req. 03-10), 1=2033/0-7-10 Malt Horz 1=895(LC 5) Max Uplif1l0=-1880(LC 4), 1=-1421(LC 4) Max Grav10=3070(LC 9), 1=2839(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4584/2260, 2-3= 4775/2612, 3-4=A630/2630, 4-20= 3322/1882, 5-20_ 3180/1891, 5-21=-2885/1746, 6-21 =.2885/1746,6-7= 2656/l637, 7-8=-2656/1637, 8-9=-1720/1058, 9-10— 2916/1891 BOT CHORD 1-16= 2616/4278, 16-22-2177/3525, 15-22= 2177/3525, 15-23= 2177/3525, 14-23=-2177/3525,14-24= 1637/2656,13-24=-1637/2656,12-13=-1058/1720, 12-25=4058/1720, 11-25= 1058/1720 WEBS 2-16= 831/695, 4-14= 11921806, 5-14= 458/1005, 6-14=-197/467, 6-13=-11641912, 8-13= 1053/1703, 8-11= 2252/1640,9-11=-I90513096, 4-16=-800/1372 Structural wood sheathing directly applied or 2-10-9 oc putting, except and verticals. Rigid ceiling directly applied or 4-5-2 oc bracing. 1 Row at midpt 4-14, 6-14, 6-13, 8-13, 4-16 2 Rows at 113 pts 9-10, 8-11, 9-11 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2ps1; BCDL=3.0psf; h=46h; Cat. II; Exp C; Encl., GCO=0.18; C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1)15-0-0 to 16-0-0, Exterior(2) 16-0-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1880111 uplift at joint 10 and 1421 Ill uplift at joint 1. 9) 'Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ® WARNING -Ved/ydeslgnp snstersandREADNOTESONTHISANDINCLUDEDMITENREFERANCEPAGEMS74]3rev.flVOdR015BEFOREUSE Design valid for use onlyv ffi tvgfelt® connectors. INs design B based only upon parameters sham. ord Ls for an individual building component, not a truss system. Before usee, the buldfxl designer must vedN ire opplkablity, of design parameters and properly 8lcolparate this design Into fhe overall membom only. Additlonaltempomiyondpemrarenibracing MiTek' buldirgdes4gn. &acinglndicaledlsto xevenibucIolrgollydMduaitrussweband/or chord lsdway: required for stability andl to prevent collapse wllh Possloe persoral hfury and propedy damage. For general guklance regatlrg the fobricatbn, storage, delNery, ereckn aril broci g of trussesond tuassystems see"Siptill Quality Criteria, DSB-69 and BCSI Buildrig Component 6904 Parke Ess1 Blvd. Sal Information ovalloble from Truss Plate Indrute, 218 N. Lee Street, Sulte 312 Alexandria VA 22314. Tar l FL =10 Job Truss Truss Type Oty, Ply Harbor Ridge LBestyle T6949027 73195 BSA MONOHIP 1 1 I Job Reference o tional Chambers Truss, Ira, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5— 80, 5-9=-100(F-20), 10-17= 30 ID:70PecszFdotRuto atl10 M fLyy11-IXdbdXoAif7Bfaae5nmfm96BjekFrntBFLjDz1 Sy7 ®WARNING -V rlJy Eas/gnparamefarsantl READ NOTES ON THIS AND WCLUUED MITEKREFERANLE PAGE)Wr7473... 141=015aEFORE USE Design valid for use only with"IeWcarres lors. iNsdodgn fr based only upon parameters shown. and is for an individual building component.net ��' L a fnas system. Before use, the "deg designer must Verify the oppllcabOlty of design parameters ox! properly Incoiperate Misceslgn Into the overall buBdngdeslgn. &wNinrllcatedlsfoprevenf WcldtgofilStllvldudi nu veband/orctsordmemb moNy. AddtiorwltemporaryandpermanenttxacOg Mel( G always regdred for sfabully and to prevent collal with possmle personal hjury and properly damage. For general guidance regardgttre g Component fabrk-afba storage, deiNery. erection and bracing of tenses s, and truss systemseeANSI/Mll Quality COferla, DSB49 anal BC51 Buffeting East B Parke East Blvd. Safety Informatlon avallade from buss Rafe Institute. 218 N. Lee Street, Slle 312 Alexandria VA 22314. Ta a FL W Job I ruse Truss Type Qty Ply Harbor Ridge Lifestyle T8949828 73195 84 SPECIAL 10 1 Job Reference (optional) wamoem nuax, n , rm, riu , rt nyi ID:70PecszFdotRumoewatlfLyMyll-IXdbdXoAif7Bfaae5nmfm96FkelUTyzjt8FLj Dz1Sy7 3-6-0 611-11 11-0-4 11i-0 15-9-0 22-3-8 28E-0 35-2-12 -� 34i-0 6-11-11 4-0-9 0-0-15 43-13 6-6-8 6-412 668 Adequate Required TOO 12 5x8 MT18HS= 3x4 11 4x6 = 3x5 = 6x10 = 7 8 9 23 10 34 = 3x6 = 22 V�A 18 0 N Scale = 1:82.1 LOADING (psi) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2014/TP12007 CSL TC 0.66 BC 0.76 WB 0.94 (Matrix-M) DEFL. Ved(CL) Verl(TL) Horz(TL) Wind(LL) in (loc) Vdefl Ud -0.22 15-17 >999 360 -0.70 15-17 >604 240 0.19 22 n/a n1a 0.1715-17 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight 259 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 6-15, 6-14, 7-14, 9-14 WEDGE 2 Rows at 1/3 pts 9-12, 10-12 Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=231110-7-10, 1=147/Mechanical, 22=216710-3-8 Max Horz2=1035(LC 5) Max Uplift2= 1568(LC 4), 1=-108(LC 4), 22=-1753(LC 4) Max Grav2=3225(LC 9), 1=21 B(LC 9). 22=2997(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 qb) or less except when shown. TOP CHORD 2-3=-4519/2155, 3A=A689/2493, 4-5= 4605/2510, 5-6— 3354/1843, 6-7= 2686/1616, 7-8=-2686/1616, 8-9= 2686/1616,9-23=-1745/1043,10-23=-1745/1043 BOT CHORD 2-17= 2471/4202, 17-24=-2073/3517, 16-24=-2073/3517, 16-25= 2073/3517, 15-25= 2073/3517, 15-26= 1692/2919, 14-26=-169212919, 13-14= 104311745, 13-27= 1043/1745,12-27_ 1043/1745 WEBS 3-17— 783/667, 5-15= 11401770,6-15---600/1365, 6-14=-419/229, 7-14=-8351M, 9-14= 1023/1679, 9-12=-2200/1562, 10-12=-1793/2994, 5-17_ 733/1264 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDI-=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3.5-4 to 11-5-4, Intedor(1) 11-5A to 15-9-0, Extenor(2) 15-9-0 to 30-9-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherNise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156816 uplift at joint 2, 108lb uplift at joint 1 and 1753 lb uplift at joint 22. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING-VedfydeaiDnparamerem.d READ NOTES ON THMANOINCLUDEOMREKREFERANLEPAGEMIF7473ree IMM015BEFORE USE Design valid for use only WM MlleMconnecfors. finis design b based only upon Parameters staum, antl 5 form trxlMtlual buOWtg component, not a Irus system. Befae use, the bdldln , designer must verity tine oprllicabNity of design poromefem oral properly incorporate this de Ign Into thove e rall bufldngdeslgn. Wactrgindk a NtoprevenlWCklingofMMdu9 webanrl/orchadmemberso y. Atldlilwrdtempaayantlpermanenibracing MOW 4always required for slablIftyand to prevent collopse with possQlle persorlol lnjwy and property damage, for general0�xdance regadirg Bre fab tbm storage. tl iNery. ereclfon and bracing of lnnsesand true systems, weANSI/IPII Oua9ty Cdterla, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety InformaXon ova0abie from Ims Rate In Ue, 218 N. Lee Street. Soto 31Z Nexontl0a. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lilesryle T8949828 73186 84 SPECIAL 10 1 Job Reference (optional) Chambera Trusa, Ina., Fort Pierce, FL 7.640 s Apr 192016 Wok Montie., inc. Wed Jun 29 MUM M16 Page ID:7QPecszFdotRumoewatlfl-yMy11-IXdbdXoAif?Bfaae5nmfm96FkelUTyzjt6FLjDz1 Sy7 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 1 Vert: 1-20=-115, 620=-80, 610= 100(F= 20), 11-19= 30 `vl QWARN/NG-Vadlydodr Spanned rs and READ NOTES ON TH/SAND INCLUDED MNEKREF£RANCEPAGEMX7473 rev. 1W03R016 BEFORE USE. Design volld for use only wit, Mitela3connecfoa.I design is based only upon parameters shown, and Isfor on MMdual WAtlBg component, not o hucs system. Before use. the b rding designer must vedfy fDe applicability of design parameters and properly Incorporate this design Into the overall bEalrgdedgn.Brmhghftatedlstopmvent Wcklirgottglvlduoli%s bar /orclordmembersoNy. Addtionaltemporaryandpermcnentbracing MiTek' haiwoys reaWred for stobllityand to prevent cWlcpse with poable personal hhny and propedydanage. For general grdtlaoe regorc➢rp the faWcotkat Stcnage, deWery, erecBon and booing of lmaesa truss Worro,scoANS111Pil Quality World.DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from 1ms Rate IreBiule, 218 N. Lee Street, Sulte312 Nexanddo. VA 22314. Tornio, FL 336f 0 Job Truss Truss Type Dty Pty Harbor Ridge Li 8949829 73195 &5 SPECIAL 2 1 Job Reference (optional) Gbambars l russ. IrC, ran M., rL 7,"0 s Apr 122016 Mask lndusines, Inc. Wed dun 291o:3tl:41Zulu Fogel ID:70PecszFdotRumoewatifLyMyll-DjB_qtpoTz72Hk9gfUHWMfMp23?CRzs6o?uGgzl Sy6 -3-SO 83-3 11 -11-0 15-82 22-0-15 1 28-7-1 35-2-12 3-60 83-3 17-12 3-101 63-15 6-03 6-7-11 Scale = 1:73.0 6x10 MT18HSG `VI TOO 12 4x8 i 5x3 MT18HS 9 21 Bx14 MTIBHS= 3x4 11 5xB = 16 15 10x10 = 3x4 ll 4x4 = 6x8 = 6x12 = 4x4 11 th f0 13 t2 11 4x8 — bx5 SxB MT18HS= 3x4 I d 3x4 II 17 I uate Support Required 3E-0 833 15-83 22-0-15 253-14 28-]-1 35-2-12 3F-0 833 ]--1 6-0-7 3-2-i5 33-3 6-]-11 Plate Offsets (XYI-- f3:0-3A 0-1-121 (7:04-0 Edgel,19:Edoe 0-3-81 f10:04-8 0-2-01,114:0-6-4 Edgel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(-L) -0.25 14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(Q -0.9413-14 >449 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.82 17 n/a rda BCDL 15.0 Code FBC20147TP12007 (Matrix-M) Wind(LL) 0.47 14 >889 240 Weight: 245 lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except` 1-3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 5-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 917,14-16,6-14,8-10,8-13:2x4 SP M 30 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing. WEBS 1 Row at midpt 9-17, 8-10, 8-13 2 Rows at 1/3 pis 14-16, 4-16 REACTIONS. (lb/size) 2=235110-7-10, 1=1 OB/fvtechanical, 17=2200/0-3-0 Max Horz 2=1029(LC 4) Max Uplift2=-1611(LC 4).1=-72(LC 4), 17=1776(LC 4) Max Grav2=3136(LC 9), 1=150(LC 9), 17=2751(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-4071/2113, 3-21=4280/2523, 4-21=-4160/2524, 4-5=-8189/5144, 5-6=-7262/4628, 6-7=-6532/4265,7-8=-653214265,10-17=-275111776. 9-10=-351/270 BOT CHORD 2-16=-2400/3782, 5-14=-1908/3160, 13-14=4265/6532, 12-13=-2784/4244, 11-12= 2784/4244, 10-11— 2784/4244 WEBS 3-16= 997/822, 14-16= 4177/6556, 4-14=-1393/2140, 6.14=.567/897, 6-13=-1051/852, 8-11=01337, 8-10=4777/3144,8-13=-1689/2610,4-16=-3173/2031 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=46ft; Cat II; Exp Q Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 11-6-12, Intenor(1) 11-6-12 to 15-8-8, Exterior(2) 15-8-8 to 30-8-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1611111 uplift at joint 2, 72111 uplift at joint 1 and 1776 Ib uplift at joint 17. 9) "Semi -rigid pitchbreaks including heats" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ® WARNING -VenrydWgn parametersand HEAD NOTES ON MIS AND INCLUDED MREKREFERANLE PAGEMII-7473 rev. IM32015BEFOHE USE. Design voild for use odyvABl fvVrek®connectors. thlsde Ira S based ody upon parameters siwwn, and Is (Or on lntllvklual Wltl9lg component not a trips system. Bet.reuse. the binding designer must verity the O Wk Ilyofdegpn parameters arw properly incorporate this design Into the overall �-�•YY buAtlingdeUgn. Wmhglndk:aledlslopreventWcklirxlofBxiNktualimssweba ImcMrdmembersody. MOW halwaysrec,dred for sioWlNand topreventcolicp WffipossiblepersorwNnluryantl propertydamage. For general gultlance regmcdrg file fablcatkut sbrage. tlelNery erecllon arld brac8rg of trusses and W%SY5lemy s OAN$IfWll Quality Criteria, DSB-89 and SCSI Building Component 69M Parke East Blvd. Salary Information avdlable from Tum Rate institute. 218 N. Lee Street Suite 31Z Alexandria. VA 22314. T.".. FL 33810 Jab Truss Truss Type Gty Ply Harbor Ridge Lifestyle T894PB29 73195 BS SPECIAL 2 1 Job Reference o lional Chambers Truss. lac.. Fort Pierce, Fl 7.6405 Apr 192old Milek Industries, lea. Wed Jun 2910:38.4t Me Paget ID:70PecsZFdotRUmoewatifLyMy11-DiB_gtpoTz72Hk9gfUHuJM(Mp23?CRzs6o?uGgzlSys LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (Pit) \ Vert: 1-19=-115, 5-1 9-50, 5-9=-100(17= 20), 1618=-30, 10-14= 30 V111 ®WARNING- VerllYdeslgnparameters andREADNOTES ON TNISAND INCLUDED MDEKNEFENANCE PAGEMII.7473 rev. l"SIA?0156EFORE USE Design valid for use ody Wfh MliekO connectors. lhls design Is bosi oNyupon parameters shown. end Is for an hldMdual buRding comporlenL not �� a tru ssyslem. Before use, the build W designer must verifythe opWlcablliN of design parameters and grope ly hoomomfe ihE design Into the overall buldngdesign. BraGnglMl fed topreventb ldln offmMduaIim band/mciardmemb nrs y. Addltbraitemporaryardpe a ntbr W MiTek' IS always required for stability and fo prevent cdlclose Win podoe perwnU Injury and properly damage. For general guidance regarding the f0taomlon storage. delNery. election and bracing of fusses and Ines systems, saaAN$IIrA I Quality Cradle,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avalable from truss Rate InsBtute. 218 N. Lee Street, State 312. Alexandria VA 22314. Tanga, FL 33610 Jab Truss Truss Type Oiy P Harbor Ridge Lifestyle Ts94B830 73195 BA SPECIAL 1 i Job Reference o tional wamoers T Fuss, ma, ran nerce, rx 6-0-0 192D16 MITek Industries. Inc. Wed Jun 2910:MAT 2016 6xa = 3x4 II Scale = 1:68.6 14 " 12 ,0 11 ry m 9 11 z< a Sx8 = 3x4 II Sx8 MTI8HS- 3x5 = 4x6 51,E = 6x10 MT18HS 3u8 = 6-0.0 12-0-0 INN -0-0 2835-2-12 6-0-0 6-0.0 A{Itl B.n.11 Plate Offsets(X,Y)-- f3:0-2-1.Edge1 f4:0-3-00-&81 f5:0-1-120-4-121 f6:0-5-00-1-121 f9:0-2-80-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in PC) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.5211-12 >810 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WE 0.98 Hou(TL) 0.14 8 n/a We BCDL 15.0 Code FBC2014/RP12007 (Matrix-M) Wind(L-) 0.2011-12 >999 240 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3*Except* WEBS 6-9,6-8: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=2176/0-3-0 (req. 0-3-9), 1 =2070/0-7-1 0 Max Harz 1=881(LC 5) Max Uplift8=-1774(LC 4). 1= 1472(LC 4) Max Grav8=3027(LC 9), 1=2763(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4479/2409, 23=-3769/2144, 3-4=-328512007, 4-18= 3618/2174, 5-18=-3613/2173, 5-6=-2867/1580 BOT CHORD 1-14=-2740/4225, 13-14= 2740/4225, 12-13= 2740/4225, 12-19= 2352/3747, 11-19=-2352/3747, 10-11=-1394/2409,10-20= 1394/2409,9-20=-1394/2409, 9.21= 575/965,21-22=-575/965, 8-22=-575/965 WEBS 2-12=-1004/675,3-12= 461/1073,4-12=-518/226,4-11=-871/916,5-11=-1291/1804, 5-9=-3261/2143,6-9= 2262(3962,6.8= 2871/1722 Structural wood sheathing directly applied or2-11-9 oc pudins, except end verticals. Rigid ceiling directly applied or 4-5-4 oc bracing. 1 Row at micipt 7-8. 4-12. 5-11, 5-9, 6-9, 6-8 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=46tt; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 27-0-0, Intedor(1) 27-0-0 to 31-9-0. Exterior(2) 31-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This muss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 5)' This toss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, With BCDL=15.Opsf. 6) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1774lb uplift at joint 8 and 1472lb uplift at joint 1. 8) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the fuss are noted as front (Fj or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ® WARNING- Verrydesignpa2melersand READ NOTES ON THIS AND WGLUDEO MMEKREFERANCEPAGEMIh7473 rev. 1g/012015 BEFORE USE DeSgn validfor use only with MTeM connectors. his design is baU.W only upon parameters sirca and Is for an Individual WAOIng component nor a buss Wsrem. Before use, the baldi g designer must verify tire, applicatu ity of design parameters and property Incorporate this design Into the overall oulldngdedgn. Bros gIn caledlstopreventWcklirgof[ndlvklualnms band/orchordmembersoNy. AtldilbnaltemporaryandpelmarlentbracIng M!Tek' always regal stoWlNandtopreven poss6xlepersoral Foraenerand racing15swBh f storage. delivery, erection and bracing of 18 BCS]lceding Cogihe rage. Huss sMemz seeprranci t LsocA SIRIll QualityD66-69 and BC6I Building Component 6904 Parke East Blvd. N. Lend Salary VA 223Cgte4a, Safety Information ovdlade ham inrss flame Institute, 218 N. Lee Sheet State 312 Plexandda. VA 22314. Telrya, FL 33610 Job Truss fuss Type Oty PN Harbor Ridge LBestyle T8949B30 73195 BA SPECIAL 1 1 Job Reference o tional Cherub.. Tres.. I.... FM Pierre, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3= 80, 3-5=-100(F= 20), 5-6= 80, 6-7= 100(F= 20), 8-15=-30 7,640 6 Pp119 201E Maw ... s...... Inc. W Ba on Gu lu..:9,'u,. Fes.2 ID:7OPecszFdotRumoewatlfLyMy11-DjB_gtpoTz72Hk9gfUHuJMfNU26NCOhs6o7uGgz1Sy6 O WARNING -Verity dasign paremelers end READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MI!-74n rev. 1010.?2015 BEFORE USE Design valid for use only vAfh MITek® connectors. T %design Is based only upon Parameters shown, and Is for an InrflNtlud buldrg component, not a buss system. Before ass, fhe brNmng designer must verity the applicaWiy, of design paromefers and poperly incoloorate Bils design Into the overall buVdngdedgn. Bracing IndicatedBtopreventbucklinUofIndMklualtmssweband/or chord members only. AddllonaltemporaryantlPermanentbracllg {kq M)Tek( hdwaysma"red for stabliltyand to prevent collapse With possfole personal injury arld property damage. For general gWUaoe regardrg the 004 Parke E6sl Blvd. foork allon, storago delivery. emallon and bracing of Uussesantl tnrss systems, seegN51/TPII Quality Criteria, DSB-89 and BC51 Binding Component Tenge, FL 23610 Safely Intormallon available from Inns Rate Inslllule. 218 N. Lee Sleet, Suite 312 Alexandria VA22314. Job Truss I russ ype Ory Pty Harbor Ridge Ldeslyle T8949831 73195 C MONO HIP 4 1 Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL 7.640 s Are 19 2016 MITek Industries, Inc. Wed Jun 2910:38A6 2016 Page 1 ID:7OPwszFdotRumoewatlfLyMyl l-IrMM1 DpO EHFvwj 1 DCo7saBfhS W Vx?L7LSkSo6zl Sy5 3E-0 4-11-8 9-0-0 11-0-0 3-0-0 4.11-8 4-0-8 2.00 J 4x4 = 3x4 = 4 5 Adequate Support Required -36-0 s-0-0 11-o-0 3E-0 9-0-0 2-0-0 scale -1:41.2 Plate Offsets MY)- I2:0-1-13 0-2-81 LOADING(psf) SPACING- 2-0.0 CS]. DEFL. in (roc) irdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(ILL) -0.09 7-10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 125 BC 0.40 Vert(TL) -0.29 7-10 >446 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 2 n/a rlra BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 7-10 >999 240 Weight: 73 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (It/size) 1=126/Mechanical, 6=609/Mechanical, 2=912/0-7-10 Max Horz2=743(LC 4) Max Uplift) 142(LC 4), 6=-677(LC 4), 2=-509(LC 4) Max Gmvl=209(LC 9), 6=921(LC 9), 2=1210(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 2-3= 790/317, 3-4=-349/98, 4-5=-283/178, 5-6=-984/657 BOT CHORD 2-7=-655/870 WEBS 3-7=-711/574, 4-7=-249/283, 5-7=-588/947 Structural wood sheathing directly applied or 6-0-0 oc purling. except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=46ft; Cat II; Exp C; Encl., GCpi=0.18: C-C Fxterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V411 fit between the bottom chord and my other members. 5) Refer to girder(s) for burger to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142lb uplift at joint 1, 677lb uplift at joint 6 and 509 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9=-115, 4-9=-80, 4-5_ 100(F= 20), 6.8=-30 A WARNING- Vedfydeelgnparamefetcend RE40 NOTES ON THSANO INCLUDED MITEKREFERANOEPAGEMX7473 reV. 1=32915 BEFORE USE. Califon valid for Use only Win MITeMConnectors lnisdeegn E based only upon parameters shown, and Is for an InUMdual Widing component, rot a truss system. Before use, the bircrng designer must verity the oppllca 11yof design parameters and properly Incorporate this design Into the overall butr➢ng design. Bracing lrxlkafed is to prevent WCldlrg of lrx fduad tors web aril/or chord members only. Addltlond fempora y and Permanent bracing MOW atoWlNandtonreven posbtepersorlelblu hbrLafbmsta Comm del MNOft go. and backg of systems seegxandri I DSB-a9 aM BCsI BugdNg Component ANSIIropedytlanage. ,DS849(opgl9tl IBug ing n cation Perk- East Blvd. Sabdcafbn tale orecfbn a VA 223Cdleda, Salary Information avallabe from inert Rate InsgNte. 218 N. Lee Street Suite 312 NexarMda VA 22314. 18 N. Lee Saudi. Taupe. FL 33610 Tarn Job Truss I rugs I ype Dty Ply Harbor Ritlga Lieatyle 78949832 73185 Ct MONO TRUSS 4 I 1 Job Reference (optional) cnarmera I ruse, Inc., roll Mecca. Fc 7.640 a Apr 192016 Mirek Industries, Inc. Wed Jun2910:38482016 Pagel ID:7QPecszFdotRUmoewatlfLyMyl khwlMI DpOEHFvuuil DC07saBfRSZaxug?LSkSo6z1Sy5 as-0 se-0 I 11-0-0 S-6-o So-0 5c-0 Scale - 1:44.5 Adequate Support Required 36-0 SE-0 If-GD 360 SF-0 5_r10 r Plate Offsets(X,Y)-- f20-0-1.0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.80 Hoa(TL) 0.01 6 rule Na BCDL 15.0 Code FBC2014/(P12007 (Matdx-M) Wind(LL) 0.02 7-10 >999 240 Weight: 6511b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 3D WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=866/0-8-0, 6=582/0-3-8, 1=147/Mechanical Max Horz 2=852(LC 4) Max Uplift2= 454(LC 4). 6=-659(LC 4), 1_ 137(LC 4) Max Grav2=1 1 34(LC 9), 6=976(LC 9), 1=230(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 791/149, 3-4= 621/162, 5-6=.332/278 ROT CHORD 2-7=-622/904, 6-7= 622/904 WEBS 4-7=0/293, 4-6=-1054/725 Structural wood sheathing directly applied or 6-0-0 oc purling. except end verticals. Rigid ceiling directly applied or 9-3-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0ps1; h=46ft; CaL II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464lb uplift at joint 2, 659lb uplift at joint 6 and 137lb uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - VeN/ydealgnparameters and HEAD NOTES ON MIS AND INCLUDED M/TEKREFERANCE PAGEM9J4nnay. I&VIGNSDEFORE USE Is based parameters curd! N for on WiNklual building a�rIVA( m. Boloora use. true "crag designel must v�fy the cypllcaU91 tytledgn Wromn e ersmtl properly Incorporate tlr5 deem IntoiAl. thethe oecil bu0alrgdedgn. &achglndk;atedlstoprovantbu hgoflrldNklualtrusswebald/orel dmemb moNy. Adtllfbrgltemporary and permanentbrocUg MiTek' G Olwoys required for stabJlfyantl to prevent collopse win poskle personal Inury Gild property tlancge. Forgenerciguidatceregad>rghe fobrk:ofbn stcaage.dellvery, errefbnond becrAgoffmaesond lnrsssyslemz seeAN51/1PI1 Quality"Iede,DS8.89 and BC5l Building component 6904 Parke East glint. Salary Ind m loll MGM. from irus Rate hsllMe. 218 N. We Street. Sulfe,312 Alexandria VA 22314. Turps, FL 33610 Job Truss I fuss I ype Cry Ply Horbas Ridge Lhanle T8949433 73195 C2 MONO TRUSS 14 1 Job Reference (optional) Chambers truss, Inc., Fad F.... FL 7.640 a Apr 19 2016 MRek IndusVies, Inc. Wed Jan 2910:38A9 2D16 Pege 1 ID:7CPecszFdotRumoewatlfLyMy11.96JkFZg2?aNm W 21 DnvJMOnkrOsuggK?9Z6U?KYz1 Sy4 5 6-0 11-0U 56-0 54i0 Scale m 1:39.3 Sx6 = 2x3 II 6xe = LOADING last) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.05 5-8 >999 240 MT20 244M90 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Verl -0.08 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 4 n/a nya BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1d97/0-8-0, 4d97/0-3-8 Max Horz 1=646(LC 4) Max Uplifts— 273(LC 4), 4=-679(LC 4) Max Gravl=756(LC 9), 4=ICD2(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-821/210, 3.4=-328/275 BOT CHORD 1-5=-668/969, 4-5=-668/969 WEBS 2-5=-14/311, 2-4-1133f782 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 8,&8 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi; BCDL=3.Opsi; h=46ft; Cat. II; ENS C; Encl.. GCpi=0.18; C-C Elderior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 Ib uplift at joint 1 and 679 lb uplift at joint 4. 5)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- V.H1yd4slDaparemereraand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIF1473 MV. fd%XIS2015 BEFORE USE. Design valkl for ass only with Mnelo9coartectoa, TNsdedgn Is based only upon parameters shown. and Is for an Indlvidual bulding component not atrusssystem.Beforeuse.thebuidl desgrx:rmussve0ytheappllcabflltyofdedgnparametersandproperly6lcomorafethkdeslgn Intotheoverall bldrxideygn&WhgIndicated hfoprevent blcMVgofirx2vidualUrnrsswebomi/or chord members only. Acc1111oroltemporaryandpermanenibracig MiTek' IS alwaysregulred for stabllllyand to prevent Collope, wlm Was0le personal 9p\oy arxl property damage. rorgeneml gultlaoeregardrg the faDllcallon. storage, delivery, erectlon and broc ng of tmssesand Inns systems. SOOANSNrTPll Quality Crlteda, DSB49 and BC51 Bunding Component 6904 Patten East BNtl. Safety Information avallable from lust Rate Insfllute. 218 N. Lee Street SUte 312, Alexandlo. VA 22314, Tmtpa, FL 33610 Job Truss iruss lype Ory ply Herber Ridge Lifestyle T8949834 73195 C3 MONO TRUSS 10 1 Job Reference (optional) Gha"em Imss, Inc., FOH Flerce, FL 7.640 s Apr I9 2016 MIf ek IGdusUibs, im- Wed Jun 2910:38:49 2016 V09e 1 I D:70PecszFdotRumoewatlfLyMy11.96JkFZg2?aNm W 21 DmJMOnkfOsuggK?9Z6U?KYzl Sy4 58-0 11-0-0 5-" S£-0 3 5 4 Sx6 = W II 6x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) 0.05 5-8 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(T-) -0.08 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=597/Mechanical,4S97/Mechanical Max Horz 1=646(LC 4) Max Upliftl=-273(LC 4), 4=-679(LC 4) Max Gray 1=756(1-C 9), 4=1002(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-821/210, 3-4=-328/275 BOT CHORD 1-5=-668/969, 4-5=-668/969 WEBS 2-5=-14/311, 2-4_ 11337782 Scale= 1:39.3 PLATES GRIP MT20 244/190 Weight: 59 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273lb uplift at joint 1 and 679 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. O WARNING -Vedlydeslgnparamefers end READ NOTES ON 7N/SANO/NCLUDED M/TEKREFEIUINCEPAGEMb7473roe 1GDYZ015 BEFORE USE Deafgnvdldforusea yWth M[Tek conrecfas.lhlsdeslgn6basedoNyuponM=efemshown,andhforon B1d]M buldhgcomp mnLnot a tnm system. Before use. the buddW desmer mull verity Ilq oppllcoblliry of design parameters and Properly Incorporate Inds design Into the overall bullcfwdeslgn. aac45glndlcate btoweventb ldir ofiMMdudtmaweband/orchwdmemb moNy. Addllonallemporaiyandpermanenibrocag MiTek' Is always reWred for stab111y anal to Prevent collopse vM], posmle pemnd Nltay anal Property damage. Fa general guMance regaalng the f.bdoctkrn. storage, dellvery, ereclbn anal txalrxl of fea andd 1. systems. seeANSI/IPII Quality Cdteda, DSB49 and SCSI Su1lding Component 6904 Parke Easl Blvd. Safety Infonnallon ova dole from Trus Rate InsBMe. 218 N. Lee Slicer. S41e 312. Alexand94 VA=14. Tampa, FL 33610 Job Truss TruwType City Ply Harbor Ridge Lilestyle Ta949835 73195 D SPECIAL 1 1 Job Reference(optionaft Chambers Truss, Inc., 5x8 MTI8HSG 3x5 = 3x4 = 3x6 = 5x6 = Scale a 1:79.8 22 29 21 20 1a 18 17 co r. 15 'r 14 " 13 3x4 It 3x6 II Sx8 MT18HS= 3x4 II 3x8 = 3x5 = 5x6 = 6x8 MIT18HS It Sze 7xe = _ SPECIAL ANCHORAGE, DESIGNED BY 4' OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 3-6-0 2 8-5-13 13-10E 19J-2 23-11-0 30312 36-e-8 43d-12 3-6-0 Plate Offsets(XY)-- E 4.3-13 Si-11 rt0-2-80-141 r4:0-3-00-1-121 5441 44-14 f7:0-5-40-3-01 f8:04-00-1-111113:0-3-BEdgel 6.4-12 64-12 LOADING(psf) SPACING- 2-0-0 CSC. DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Verr -0.11 15-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.42 15-17 >987 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.10 13 n/a Na BCDL 15.0 Code FBC2014/IPI2007 (Matrix-M) Wmd(LL) 0.2017-18 >999 240 Weight: 276 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 12-13,5-20:2x4 SP M 30 WEBS SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 13=2176/0-3-0 (req.0-3-6). 22=531/1-4-0,21=2678/0-7-10 Max Horz 22=662(LC 5) Max Uplifll3=-1757(LC 5), 22=-824(LC 5), 21=-1973(LC 4) Max Grav13=2864(LC 9), 22=841(LC 9), 21=3275(LC 9) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2-296/476, 2-3-495/490, 3-4= 170/322, 4-5=-94/266, 5-6= 2459/1510, 6-7=-2459/1510,7-8-3700/2163,8.27=-3235/1985,9-27=-3235/1985,9-10=-3137/1947, 10-11=3137/1947,11-28=-2103/1297,12-28=-2103/1297,12-13=-2708/1768 BOT CHORD 1-22=-403/496, 22-29=-266/160, 21-29=-266/160, 20-21=-266/160, 19-20— 2647/4301, 18-19-2647/4301,17-18-2648/4297, 17-30=-1947/3137, 16-30=-1947/3137, 15-16= 1947/3137,15-31=-1297/2103,1431— 1297/2103 WEBS 3-22= 696/627, 5-21=30162003, 6-20=-678/641, 5-20=-2135/3475, 7-20— 2237/1229, 7-17— 1523/947,8-17=-591/1152, 9-15=-923/796,ll-14= 2057/1508, 9-17=-59253, 11-15= 998/1587, 12-14— 1942/3145 Structural wood sheathing directly applied or 3.4-11 oc puffins, except end verticals. Rigid ceiling directly applied or 4-6-7 oc bracing. 1 Row at midpt 12-13, 5-21, 5-20. 7-20. 7-17, 11-14, 9-17. 11-15, 12-14 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psQ h=461t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 19-3-2. Interior(1) 19-3-2 to 23-11-0, Eldedor(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCOL = 15.0psl. 6) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17571b uplift at joint 13, 824111 uplift at joint 22 and 1973111 uplift at joint 21. 8)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING- Veflrydesl9nparametare end READ NOTES ON THIS AND INCLUDED M?EKAEFERANCE PAOEMII-7473 rev. IN032015 BEFORE USE R Design sold for use only Wh Mlle1<0 conneclors. lib cledgn h basetl only upon parameters shown, and lsfor an hldivklual Wilding component not a fms system. Before Use. five W icli g designer must verify Itus cpplicoWily of design parameters and aopedy Incorporate ihh design Into the ovemll buYc➢ngdeslgn. &m topreventbucklLgofOldMduc9 webs /mct rdmembersoNy. Atlditbndifemporaryandpemranenilxacxg ■I Wek' giMkbt Is always required la statAlty and to prevent collapse wlih rx,m o persorwl lnkcy and aopedy damage. for general gukIcrx a regarding the 69D4 Perk. 9.1 Blvd. fabrication storage, detbpery, erec0on anx broctrg of truces and Ines syVem% -amsuTPI I Quality Cdteda, DS849 and Ii Building Componenl Tarnpa. FL =10 Safety Information ovcdlat)le from Tnes Rate Inslltute, 218 N. Lee Street Site 3M Alexandra VA 22314. Job Truss Truss Type Oy, Pty Harbor Hidge Lifestyle T8949835 ]3195 D SPECIAL 1 i Job Reference (optional) Chambers Tmss, Ina, Fan Pt., FL r.eeu s npna zm a mn ea inausmes, mc. neu evo ea m.ou.au c016 .ay= I D:7GPecszFdotRumoewatlfLyMyl l-dit6SvrgmuVcSBIPKdgbx?Hy8G90PUlomDZs_zl S}3 LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 J Uniform Loads (plf) Vert: 1-4=-80, 4-7=-100(F_ 20), 7-8= 80, 8-12=100(F= 20), 13-23=-30 ®WAHNWG-VedydvWgnpare ntemand HEAD NOTES ON THIS AND WCLVDEDMITEKHEFEHANCE PAGE MI74Tarev. lW12015BEFOHEUSE De ign vdld for use only with Wek® connectors. lNsdedgn b based oNyupon parometersme m. and Is form lr divlcuol Wilding component not � a foss Be system. fore use, the oullding designer most verify the appllcabBly of design paramefem and properly Ncomorate thh design Into the overall Addliondlemporaryandpermarentbrocig MiTele buldrgdeslgrt BacNgVMcatedlstOp.ntWCWBgoflndMdud weban lord rdmembersoNy. Is always required for stability and to prevent cdfopse wlfh possible personal injury and property damage. For general guidance regarding lire fabrication storage, delivery, erection and bracing of Imses and truss systems seeMS111P11 Quality Credo, DSB-89 and BCSI Building Camponenl 6904 Parke East BNd. Safety Information available from inns Plate Institute, 218 N. We Street, Suite 312, Alexandria. VA Mill. Ta FL 33810 Wa• Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8949836 73195 D1 SPECIAL 1 1 Job Reference (optional) Chamber. Trues, Inc. Pon Pierce, FL i� 5x8 MT18HS= 3x5 = Scale - 1:79.8 3x4 II 4x6 = Sx6 = Rr1a W,.HF= .. .n •1 21 ion 20 1e 1. 17 16 ev ID 14 'u 13 12 3xe 11 3x4 I 3x6 11 5.8 MT18HS= 3.4 I 3x4 = 4x8 = Sx6 = 5x8 MT18HS 11 7x8 = 4x6 = SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 28-0 2{6-5860 a-6 s 1 .va.e I a.e-e Sz 1112 36.8.8 a3-0-1z a.a.1n 6a-e Plate Offsets(XY)— (t0-2-80-1-41 f4:0-7-80-2-01 (6:0-5-40-2-81 f7:0-5-80-2-0119:0-3-OEdael fi2:0-3-BEdgel LOADING(pSQ SPACING- 2-0-0 CSL DEFL. in Ooc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.11 14-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.41 14-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 HOrz(TL) 0.09 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.19 16 >999 240 Weight. 282lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD' 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 11-12,4-19,6-19: 2x4 SP M 30 WEBS SLIDER Left 2x5 SP No.2 2-6-0 REACTIONS. Ob/size) 12=2171/0-3-0(req.0-3-6),21=515/1-4-0,20=2700/0-7-10 Max Horz21=662(LC 5) Max UplifU 2=-1755(LC 5), 21=-845(LC 5), 20=1961(LC 4) Max Gmvl2=2841(LC 9), 21=873(LC 9), 20=3270(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-301/482, 2-3— 494/486, 3-4=-157/403, 4-5=-2359/1530, 5-6=-2359/1530, 6-7=-3671/2231, 7-26=-3097/1971, 8-26= 3097/1971, 8-9=-3097/1971, 9-10=-3097/1971, 10-27=-2082/1309,11-27=-2082/1309,11-12_ 2685/1766 BOT CHORD 1-21— 398/492, 21-28=-272/169, 20-28=-272/169,19-20=-338/105,18-19=-2480/3908, 17-18— 2480/3908, 16-17= 2481/3905,16-29=-201913213,15-29— 201913213, 14-15=-2019/3213, 14-30-1309/2082, 13-30-1309/2082 WEBS 3-21-724/652, 4-20-3007/1994, 4-19=-2163/3436, 5-19=-843/778, 6-19=-1939/1076, 6-16= 1350/893,7-16=-732/1376, 8-14=-815,755,10-14= 1017/1557,10-13-2032/1521, 11-13-1960/3114 Structural wood sheathing directly applied or 3-7-2 oc pudins, end verticals. Rigid ceiling directly applied or 4-8-3 oc bracing. 1 Row at midpl 11-12, 4-20, 4-19, 6-19, 6-16. 7-14, 10-13, 11-13 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-semnd gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0.0 to 20-7-2, Interior(1) 20-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1755Ib uplift at joint 12, 845111 uplift at joint 21 and 1961111 uplift at joint 20. 8) "Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOAD CASE(S) Standard except 10-14, OWARNING- Vedrydeelgnparamofersand READ NOTES ON THISAND/NCLUDED MREA(REFERANCEPAGEMP-7473 rev. 104 015BEFORE USE ` Design valid for use oNy with MlTek®connecfors. This design is ba:cd only upon paranefersstwvm. and is form 6WlNdual Wilding component. nor ®■ a truss system. Berora use, the Wilding designer must ve,ly the appllcoNly0design parameters and properly Incomorate this design Into the overall burd,xtdesicn.&mhgkldicatedlsloprevent WcklingoflndlvWualaussweband/orchordmembelsonly. AtldllorxA fempaary mtlpelmanenl brac0g MiTek' Is always recedred(or statNllty and to prevenl collopse with possitle personal h1my and property damage. For General gtudalce recording Ole 6904 Parke East BNd. fabrication, storage, delNery, erection and b w[W or Inlsses mat tons systems seemswpII Quarry criteria, DSB49 and SCSI Building Component Tanpa, FL 33610 Safety Informallon avdlmle from Tnm Rate Instltule- 218 N. Lee Sheet• Safe 312 Alexordam VA 22314. Job Tnuss Truss Type Oy Harbor Ridge LBestyle T8949836 73195 D1 SPECIAL 1 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unilorm Loads (plf) Vert: 1-4= 80, 4-e--100(F— 20), 6-7_ 80. 7-11-100(F= 20), 12-22=-30 7.640 sApr 192016 Mick industries, Inc. Wed Jun 2910:38:602016 Paget 1 D:77GPP\ecszFdotRumoewa1IfLyMy11-dlteSvrgmuVc8BtPKdgbx7HyAGAkPIclomDZs_z1Sy3 V A WARNING- Vedrydoslgaparsmerers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMRT473 rev. 1"3R015BE£OREUSE Design vdUloruseordywilh MITeMconnectors. TNsdesign b DosodoNyupon paranetersshotvn.ondlsforan individual building component.rat L a trusssystem. Before,use. Ilse GWtling designer muss! verify tte appliccUlty otdeslgn parametersad properly incorporate thisdeslgn Into fhe overdl "dirgdoslgn. WacingIndicated istoprevent bucktingoflndlvldbaltmssweband/or chord membersoNy. Addtl temporayandpeimanenIN-clog -.Y�• M!Tek' Is always regttlredfor stabglly and to prevent collapse arch possible personal tipsy anti propedy damage. For Denerd guldaae regadrg the Parke East etvtl. 6904 Pee East loNicallon. storage, dellvery, erection and bracing of Mesas and truss systemSe s eANSIAPI l Quality World, DSB-89 and BCSI Building Component Tarry-, rk Safely Information available from Truss Rate InstiMe. 218 N. lee Street. Wife 312 Alexandria VA 22314. Job Truss Nis I ype City PlyHarbor Ridge Liedyle T8949637 73195 D2 SPECIAL 1 1 Job Reference (optional) 22 LY 3x6 11 3x4 II Scale - 1:82.5 6x5 MTISHS i 3x5 11 Sea, = xB 3 = x6 = 5x6 = 34 5x6= 5 S 27 9 10 11 26 12 21 20 :fU TV 18 31 32 17 33 1G 15 44 14 3b 13 3x6 11 6x8 = &6 are = 3x8 = 3x4 II 6x6 = 5.6 MT1 eHS I I SPECIAL ANCHORAGE, DESIGNED BY 5x6 WB= OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. _3-6-0 4r2{1 5-5-13 106-0, 166-9 1 23.11-0 1 30.9-5 37-79 44-9-6 ' 366 06-0 43-13 1293' 66-9 7-4-7 6-10-5 6-10-5 7-1-13 Plate Offsets (XY)-- 11:0-2-8.0.1-4L (4:0-2-0 0-1-81 15:0-6-0 0.2-41 I8:0-5-8 0.2-81 113:0-3-8.Edoe1 [20:03-8 0-3-Ol LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.14 17-18 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.48 17-16 >896 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.11 13 n/a Na BCDL 15.0 Code FBC2014fiP12007 (Matrix-M) Wmd(LL) 0.20 17 >999 240 Weight: 304111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* BOTCHORD 12-13,12-14: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6.0 REACTIONS. (lb/size) 13=2292/0-3-0(req.03-9),22=536/1-4-0,21=2737/0-7-10 Max Horz22=662(LC 5) Max Upiift13=-1832(LC 5), 22=-849(LC 5), 21=-2015(LC 4) Max Gravl3=3008(LC 9), 22=875(LC 9), 21=3491(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-279/471, 2-3= 484/472, 34=-146/381. 4-5=-1019/681, 5-6= 2817/1840, 6-7=-2817/1840, 7-8=-4068/2543, 8-27=-360112279, 9-27=3601/2279. 9-10=-2354/1478, 10-11— 2354/1478, 11-28-2354/1478,12-28= 2354/1478,12-13= 2840/1844 BOT CHORD 1-22=-385/483, 22-29=-257/181, 21-29— 2571181, 20-21— 257/181. 20-30= 662/856, 19-30=-662/856, 18-19=-662/856, 1831=-2465/3847, 31-32-2465/3847, 1732— 2465/3847, 17-33=-2233(3535, 16-33= 2233/3535, 15-16= 2233/3535, 1534=-2233/3535. 14-34-2233/3535 WEBS 3-22=-7191651,4-21=-3255/2018,4-20=-1432/2382,5-20=-2112/1379, 5-18=-184612989, 6-18=-867/789,7-18=-1467/840, 7-17=-1283/940, 8-17=-824/1485, 9-15=0/392, 9-14-1744/1114, 11-14-913/845,12-14=-2134/3391 Structural wood sheathing directly applied or 3-1-6 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-6 oc bracing. 1 Row at midpt 12-13, 4-21, 5-20, 5-18, 7-18, 7-17, 9-17, 9-14, 12-14 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=16f1; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Elderior(2) 0-0.0 to 22-7-2, Interior(1) 22-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 8 = 0 % 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required beating size at joint(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1832111 uplift at joint 13, 849lb uplift at joint 22 and 2015111 uplift at joint 21. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this Imss. 10) In the LOAD CASE(S) section, loads applied to the lace of the Iruss are noted as front (F) or back (B). AWARNING- Vedly 4osign parameters aed READ NOTES ON MIS AND INCLUDED MIDEK REFERANCE PAGE 140.7473 rev. ID1002015BEFOREUSE vdld for use ONy W1t11 NNekV connectors. lNsdealin Is based my upon parameters shown. andls form lr)c vidud buldklg component. not IMFDesign a truss system. Before use, the bbldW designer must ve0tythe oppgcablltyof design parameters arsd properly hcorporate 1hh desgn Into the overdl b ldhomsign. Br c ohdk:aledhtopreventbrcW4goflndMdualt .bard/orchmdmemberso y. Atldllorgltemporaryarufpermanenfbaclrg MiTek' h dwaysrequkedfor stabliltyand to prevent collapse with possible personal hurry and propeM damage. For general guidance regadrg the fab4catkxx storage, delivery, erection and bating of troaesand Imes systems seeANSUIPI1 Quality Criteria, DSB419 and BC51 Building Component 6904 Parke East 61,4. Safety Information avoi from Lnrss Rate institute. 218 N. Lee Street. Wte 312. Alexardla. VA22314. Tanga, FL 3S610 Job TMOS rusS type Cty Ply Harbor Ridge LBestyle T894983] 73195 D2 SPECIAL 1 1 Job Reference (optional) Chambers Tmss. Inc., Fort Pierce. FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-5=-80, 5-7=-100(F= 20), 7-8=-80, 8-12=100(F=-20), 13-23=-30 7.640 s Apr 192016 Mil ek Industries. Inc. Wed Jun 29 13:35:51 2M6 Paget ID:70PecszFdotRumoewatlfLyMy11-5VRUgFsJ%CdTILSbuKLgTCp5gfU78CjS10z6PRz1 Sy2 J ,&WARNING-WHly design pmemerors end READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGEMOMzs.114/O.YR015 BEFORE USE }��R Design void for Uee of MITeMs connectors. AB design B based my upon parameters shown. and is form trxlMdual buffdirg componen6 non j■� a truss system. Before In¢, fine Nrilduig desgner must vedty the applicability oidedgn parameters and properly incorporate tints design Into the overall i.2liYq blydalrgdedgn. Brwing MlmtetllstopreventblcldUgoflndlvlduattlus5weba /achadmemb moNy. AddtlorwltempomryandpermaneMbraclrg MiTek' Isalwaysreaulred for stability and to prevent collapse Wlh pos[Ne personal Mhxy and property damage. fabrication sponge, dellvery. erectlan aM bracbg of husesaM Inmsystems seeAN51/1P11 Quality Cdteda, DSB49 and BC51 Building Component 6904 Parke East Blvd. Solely tntormallon avauable from Ines Rate Ias9lute. 218 N. Lee SheeL Sldte 312 Alexandra, VA 22314. Trani FL 33610 Job Truss Truss Typo Gty Ply Harbor No,. LBesyle T89498W 73195 D3 SPECIAL 1 1 Job Reference (optional) 21 26 20 19 18 — 17 28 3x8 I 3x4 It 3x6 11 4x5 — 3x6 5x8 = 5x8 MT18HS= 3x5 = 3.4 11 8 9 10 16 29 15 30 3.4 11 Sx10 = 14 31 13 3.4 11 6Y10 MT18HS= 3E-0 0 4E-f3 46E 1 E=9 6-0-9 6-0-0 4VE 4.4E S54 Plate Offsets (X YI-- f1:0-2-8,0.1-41, f5:0-6-0,0-241- f7:0-5-4,0-3-01.18:D-5-8.0-2-01, f11:0-2-8 0-2-0L f15:0-5.0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Yoe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.84 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.4214-15 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOrz(TL) 0.11 13 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Wind(ILL) 0.15 16 >999 240 Weight 340lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 11-13: 2x4 SP M 30 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 13=223910-3-0 (req. 0-3-12), 21=560/1-4-0, 20=2633/0-7-10 Max Horz21=1402(LC 5) Max Upliffl3=-1992(LC 5), 21=-848(LC 4), 20— 1705(LC 4) Max Grav13=3158(LC 9), 21=894(LC 9), 20=3381(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-4 oc bracing. WEBS 1 Row at micipt 4-20, 5-19, 5-17, 7-17, 7-15, 9-15, 9-11, 11-15, 11-13 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORTS) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 Qb) or less except When shown. TOP CHORD 1-2=-262/458, 2-3= 481/460, 3-4= 151/367, 4-5=-1619/899, 5-6=-2728/1546, 6-7=-2728/1546,7-8=-2595/1260, 8-9= 2263/1246,11-14=0/454,12-13=-328/300 BOT CHORD 1-21=-376/483, 21-26=-919/828, 20-26=-919/828,19-20=-919/828, 19-27=-1504/1824, 18-27= 1504/1824,17-18=-1504/1824,17-28=-2319/3744,16-28=-2319/3744, 16-29= 2320/3738, 15-29=-2320/3738, 15-00=-1236/2022,14-00=-1236/2022, 14-01=-I25412034,13-31=-I254/2034 WEBS 3-21= 708/637, 4-20= 3187/1748, 4-19=-1086/2204, 5-19=-1548/897, 5-17=-112512234, 6-17— 818/761, 7-17= 910/284,7-16=0/355,7-15=-199211195, 8-15=-1881598. 9-15= 619/1294, 9-11=-2640/1653, 11-13= 3421/2105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=44.2ps1; BCDL=3.Opsf; h=4611; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 24-7-2, Intedor(1) 24-7-2 to 30-7-2, Extedor(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opst. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1992 Ib uplift at joint 13, 848 lb uplift atjoint 21 and 1705lb uplift at joint 20. 9)'Serr id pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard O WARNING- Vedlydesignpaxemeten: end READ NOTES ON THISANO INCLUDED MITEKREFERANCEPAGEMO-7473 rev. 10/032015SEFOREUSE Dedgn valld for use only with MITek®connectors. Ttisdeslgn Is based only upon parameters sho 4 and Is for an Irdlvlduol balding component,not �� a to SWem. Before use. the Wilding designer must verify the applicability of desgn parameters and pfopedy neoiporate this design Into file overall buldngdedgn.Bracing Indicated G to prevent bucking of Indrddrxl tnrs web and/or chord members only. AddllonaltemporoWan marenlbmg Wek' balways reaWredfor statAly and to prevent collapse with possible personal h W and papedy damage. Forgeneral guidance regarding the fabricatbn, storage, tlelNery. erecflon and bracing of trusses and husssystems, seeANSI dPII 9ualty Criteria, OSS-89 and BCSI Bullding Component 6904 Parke East Blvd. Surety Information available horn buss Date Institute, 218 N. Lee Sheet, SWfe 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truat toss ype Gty Ply Harbor Ridge Ldeetyle T99d993B 73195 03 SPECIAL 1 1 Job Reference (optional) Charelow. Ties.. Inc., Fort Pierce, FL 7.640 a Apr 19 2016 Mil ek Industries, Inc. Wed Jun 2910:38.52 2016 Page 2 LOAD CASE(S) Standard yl D:7GPecszFdotRumoewatltLyMy11-atLttbodVIKN V 1 oS2t3OQM DT3g2tf VbG4ifxtzl Sy1 J1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 80, 5-7= 100(F=-20), 7-8=-80, 8-10= 100(F=-20), 11-12=-100(F=-20), 13-22_ 30 ,& WARNING • Vedrydaslgnparammers and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMY-7473 rev. 104112,115 BEFORE USE. Design valid for use odyvAth Nlliekds+connectas. InIsdes gin U based oNy upon parameters shown, antl Is form M9Ntlual W9dW component, not a Inrsa system. Befora use, the broldng designer must verity the oppllcabily of design paaneteniord property Incorporate thisdesign Into Mai buicugdeslgn. BrmhghWka le towevent WcMWoflndivlduali .bard/orctwrdmembmoNy. AtldiBorwl temporory attl Dennareni bracing MiTek' Is dvrOys reunited for stabBityont to prevent Collapse with possible personal hlury and property, domoge. For general gddarce regadsg the fabrication, sloraGe, delivery, erec0on and bracing of tmssesand Inns systems, seegRSIM911 Cually Criteria. D5B�89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 216 N. Lea Street State 31Z Alexandda, VA 22314. Temp.. FL 33610 Job TWSS runs ype Oty Ply Harbor Mira LEestyle Ta94Be39 73195 Od SPECIAL 1 1 Job Reference o tional chambers suss, Inc, ran riarce. rl. '.enuanpndu azolu moor mausmes, mc. wee n as rv:aena ,ro Be, ID:7QPecszFdotRumoewat11LyMy11-2tYF5wtZ3ptB?fc_OIOIZdVSOTBNC7fkBkSDTJzlSyO E0-9 \ aDO 4-46 Sx6 = 3x5 = 3w II Scale =1:83.9 22 27 21 20 le 2B 18 2e 17 4u 16 41 15 44 14 3.8 II 3.4 h 3x6 11 3x6 4x10 = 3.4 11 5x10 = 3x4 II 6x10 MT18HS= 415 = 3-6-0 2 8-5-13 i 146-0 P 206-9 i 2F7-2 30-7-2 34-11-10 39-4-2 46-96 9f+0 n6 4 9-13 6-03 6-0-9 8-OA a0-0 4-0.8 " Plate Offsets (X Y)-- 11:0-5-1 0-1-41 16.0.5-6 0-2-01 19:0.3-0 0-1-121 112:0-2-B O-2-Ol 116:M-0 0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) -0.11 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Verf(R-) -0.4215-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inter NO WB 0.95 Horz(TL) 0.10 14 n/a rVa BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Wind(LL) 0.1417-18 >999 240 Weight: 350 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepV BOTCHORD 12-14: 2x4 SP M 30 WEBS SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 14=224810-3-0(req.0-3-12),22d23/1-4-0,21=2661/0-7-10 Max Horz22=1402(LC 5) Max Upliftl4=-1992(LC 5), 22— 803(LC 4), 21-1752(LC 4) Max Gravl4=31S4(LC 9), 22=832(LC 9), 21=3444(LC 9) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-248/440, 2-3=-484/465, 3-4=-185/355,4-5=-169/389, 5-6=-1994/1093, 6-7=-2660/1562, 7-8=-2660/1562, 8-9-2581/1345,9-10— 2247/1248,12-15=0/459, 13-14— 3281300 BOT CHORD 1-22— 387/491, 22-27=-910/815, 21-27=-910/815, 20-21=-910/815, 19-20-1630/2088, 19-28= 1630/2088,18-28-1630/2088,18-29-2113/3292,17-29-2113/3292, 1730=-2113/3288,16-30-2113/3288,16-31— 1236/2020,15-31=-I 23612020, 15-32— 1254/2032,14-32-1254/2032 WEBS 3-22=-638/576, 5-21=3223/1811, 5-20=-102912140, 6-20— 11751719, 6-18=-868/1726, 7-18=-823I760, 8-18= 475/60, 8-17=0/281, 8-16=-1904/1196, 9-16— 331/776, 10-1 6=-589/1252,10-12-2641/1665, 12-16=2541173, 12-14=-3418/2105 Structural wood sheathing directly applied or4-1-2 as pudins, except end verticals. Rigid ceiling directly applied or 5-1-1 oc bracing. 1 Row at midpt 5-21, 5-20, 6-20, 6-18, 7-18. 8-18, 8-16, 10-16, 10-12, 12-16, 12-14 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 26-7-2, Interior(l) 26-7-2 to 30-7-2. Exterior(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 7) WARNING: Required booing size at joint(s) 14 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1992lb uplift at joint 14. 803lb uplift at joint 22 and 1752lb uplift at joint 21. 9)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as; front (F) or back (B). LOAD CASE(S) Standard AWARNING. Vedfydes/gnp mmetetsendREAONOTESONTNISANDWLLUDEDMREKREFERANCEPACEM1144"Jr 10N 015BEFOREUSE Dedg1 valld for use only with Moelol oonnecfom Unsdesign 6 based only upon parameters shovm, and Is form Individual building component, nei a truss system. Before use, the Wiling designer must verify the appllcobniry, of deakm parameters and Properly Nc crfe thb design Into the overall bu9dirg cedgn. Brmhghdlcaledlstoprevent WcOWCOfkdWmi4 mweband/wchwdmembersonly. Addfforwltemporarymdpennonentbrachg MiTek' b olways regtArec for stabilltyanci to prevent collgxe with posa Ne personal hluy aW Wopertyclsno0e. For general gultlmce regarNng the fabrication. storage. calvary. erecOm and brocing of lnnsesarW tnlsssyste cs. ANSI/IPII Quality Walla. DSB49 and BCSI Bunding Component 004 Parke Easl Blvd. Safety Information ovonabte from Trans Rate Inaliule, 218 N. lee Streel. State 312. Alexandria. VA22314. Tanga, FL 33610 Job Truss ruts ype ty Pty Harbor Ridge LAestyle T6949838 73195 Oa SPECIAL 1 1 Job Reference (optional) Gnirre.. mss, mc.. ran Plane, 1-1- LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6-80, 6-8=-100(F— 20), 8-9-80, 9-11=-100(F=-20), 12-13_ 100(F— 20), 14-23-30 7.640cApr192016MI7eklndusirwe,lno. Wed Jun2910:39:532016 Pa9e2 ID:70PecszFdotRumoewatlfLyMyl l-2tVF5wtZ3ptB?fc_OIOIZdvSOTBNc7fkUkSDTJZISyO ,& WARNING- VarhydesignparametersaOd READNOTES ON MISAND INCLUDED MREKREFERANCE PAGEMD7473xay. 1003Q015 BEFORE USE Donim Vold far Use onlywlm MgeWconnectors. Drindadgn h Uased ONyupon ,Graineferishowm and Is form Individual building component nor sot a has $Wfem. Befcle use, the bulking de lgrier must verify the applicability of design pommeten, and properly Incorporate fhk desgn Into the overall buidgdedgn. Br c o xllcafe lslopreventbucMhgoflndWualtamweba /orcfwrdmembers y. AalallonGlfemporayandpermanentbraalrg MiTek' n androef�ffonondl soefvAm poasndd aWmWeaka,RCANSUVII raanlgd rdBdC SE<ilwayion.sturede.dtaaury btrtaocllnagp u Criteria, QualityDSB49BundinggaCrMomgpthoenent 6906East BNtl. Solely[nomatlon available from Toes Plot. naBNe, 218 N. eSlroat sure 312 Alexandde, VA 22314. Tertp.. FL 33610 Job Truss rush type aty Ply Harbor Ridge Lifestyle T8949640 73196 D6 SPECIAL 1 1 Job Reference optional)_ Cbar sber9 Truss. Inc., Fort Piece, FL &43 6-0-9 6-0-91 ' 2-0-0 4-4-8 4-4-8 5.5-4 7x8 MITI IIH$ j v 5.6 = 3x5 = 3X4 11 >nnF15- 4x4 = 6xB = 9 10 11 Scale =1:86.0 r 3x8 II 3x4 II 3.6 II 3x6 = O 3x4 = 416 = 4x6 — 3x8 = 4xI= 3x4 11 6XIO MTIBHS= 36-0 4r�0 -5-73 63 22-9 28-07-92 3-03-04-84 4-96 8EI 41-10 49545-4&&9 63 4&913 I Plate Offsets(XY)— I1:0-4-130-1-81 f6:0-5-120-3.41 f8:0-2-40-4-01 f9:0-3-00-1-121 f12:0-2-120-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.10 16-18 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.32 18-19 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 14 n/a n/a BCDL 15.0 Code FBC2014/lPI2007 (Matrix-M) Wind(LL) 0.1418-19 >999 240 Weight: 3681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD 5-6: 2x4 SP M 31, 6-8: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 12-14: 2x4 SP M 30 SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (lb/size) 14=2253/0-3-0(req.0-3-11),23=452/1-4-0,22=2728/0-7-10 Max Horz23=1387(LC 5) Max Upliftl4=-1992(LC 5), 23=-730(LC 4), 22=-1812(LC 4) Max Gravl4--3101(LC 9), 23=705(LC 9), 22=3638(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-28-246/423, 2-28=-219/425, 2-3=-496/492, 3-4=-239/432, 4-5-2205/1158, 5-29=-2055/1172,6-29=-1975/1188,6-7=-1911/1207,7-8=-2563/1533, 8.9=-2980/1681, 9-10-1805/999,13-14=-328/300 BOT CHORD 1-23=-019/510, 23-30=-9117788, 22-30=-9117788, 22-31=-9111788, 21-31=-9111788, 20-21— 911/788, 20-32-1997/2882, 19-32= 1997/2882, 19-33=-1887/2874, 33-34=-1887/2874, 16-34=-1887/2874,18-35=-1655/2485,17-35=-1655/2485, 17-36-1655/2485, 16-36— 1655/2485, 15-16=-1237/1954, 15-37=-1255/1975, 14-37=-1255/1975 WEBS 3-23-537/491, 4-22=-3291/1880, 4-20= 980/2109, 6-20=0/323, 7-20— 1291/645, 7-19=0/460,8-18=-1879/1347,9-18-1320/2245,9-16=-1192/803,10-16=-508/1153, 10-12= 2625/1605, 12-16= 261/243,12-14=-3317/2107 Structural wood sheathing directly applied or M-9 oc purlins, except end verticals. Rigid ceiling directly applied or 5-2-12 oc bracing. 1 Row at midpt 4-22, 4-20, 7-20, 8-19, 8-18, 9-18. 9-16, 10-16. 10-12, 12-16, 12-14 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh h=46f ; Cat. II; Exp C; Encl., GCpi=0.18: C-C Exterior(2) 0-0-0 to 15-0-0. Interior(1) 15-0-0 to 16-6-0. Exlerior(2) 16-6-0 to 39-2-6, 1nterior(1) 39-2-6 to 44-7-10: cantilever left exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water palming. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1992lb uplift at joint 14, 730 lb uplift at joint 23 and 1812lb uplift at joint 22. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard WARNING- Vanhydeslgnparsmelersend READ NOTES ON THISANUWCLUUED MOEKREFERANCE PAGEMIP74M rev. iM31ZOISSEFOREUSE Design valld for use only with Miieldfl connectors, lhis dedgn Is based only upon parameters stgwn, and Is for an IndMdual buldig component, rat a truss system. Before use, the bAdng designer must verily the oppiioablity of design parameters and properly Incorporate this design Into the overall buldlrgdeslgn.Drachglridk:atedIstoaevenibucHingoflrxlMmualinrssweb arid/or chord mombersonly. AddUoradlempwaryanapermanenlbmcBg MOW b always required for stability and to prevent collapse wllh possWe personal Injury and property manage, For general guidance regarding the fobrkOtbrx storoga ckolNery,.retool and brockg of Inrrses and 1. systems, seeANSImsil Quality criteria, Dsli and 11M Bullding Component 6904 Parke Encl BNd. Solely Information available from 1n8 Nate Iralltule, 218 N. Lee Street slate 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type QIY Pty Harbor Ridge LBestyle TB949040 73195 D5 SPECIAL 1 1 Job Reference (optional) Chambens Truss, Inc.. For Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:38:5,12016 Page 2 ID:70PecszFdotRumoewatllLyMyl l-W 46dlGuBg7?2cpBAZSv%SrRZitYMLZcuiOBmOmzl Sl? LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.6=-80, 6-8=-100(F=-20), B-9=-80, 9-11=-100(F= 20), 12-13=-100(F=-20), 14-24=-30 Q WARNING - VedlydIudpiperamererc and READ NOTES ON TNISANOINCLUDED MNEKHEFENANCEPAGEMIF74TJ rev. 104022015BEFORE USE. Design volld for use orgy With MITek®conneatoli. lhlsdeegn 5 based orgy upon parameters dnow. and Is for an individual b Rdg component, not ■■ ��• a irussystem. Before use. the building designer most vellfy the oppllcab9lty, ofdeslgn parameters anal properly Incorporate th5 deign Into the overall bunk clesgn. &Mhglm9catedlstopreventbu ld goflndlvk1ua zwebaMfmcMrdmembersoNy. Atli➢lloraltemporaryandpermanenibraclrg MiTek' 6 olways requiretl for stability orWto prevent collapse with possmle personal lnNay and property domaae. For general guldance regamrtg the VO4 Perko East Strd. foodcati m, storage, delivery. erection and bracing of tosses aW I=Systems seeAN51yTPII CuaBty Cdtala, DSB49 and BCSI Bullding Component Taupe. FL 33510 Safety Information avdlable trom inns Rate InsfiMet. 218 N. Lee Street. Suite 312 Alexandilo. VA22314. Job Truss Truss Type ry PN Harbor Ridge Lilestyla T8949841 73195 06 SPECIAL 5 1 Job Reference (optional) Gnnlnners buss. Inc.. ron nerve. IL 5x6 MT18HS= 7.0012 3x5 11 3x6 = 5r8 = 3x4 11 7 30 6 9 1031 11 23 32 22 21 ED 33 19 44 16 3e if 16 Ao 3.4 11 3x6 II 3x6 3x4 = 3x8 = 3x4 = 38 4x5= 4x6 = 15 ar 14 3x4 11 6x10 MT18HS= Scale-1:90.7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) I/def1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.82 Ven(CL) -0.09 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.49 Vert(TL)-0.2818-19 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.09 14 n/a n/a BCDL 15.0 Code FBC2014/1PI2007 (Matrix-M) Wind(LL) 0.10 18 >999 240 Weight: 345 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. 12-14: 2x4 SP M 30 WEBS 1 Row at midpt 4-22, 4-21, 6-21, 7-19, 7.18, 8-18, 10-18, SLIDER Left 2x6 SP No.2 2-6-0 10-16, 10-12, 12-14 SPECIAL ANCHORAGE, DESIGNED BY REACTIONS. (lb/size) 14=2280/0-3-0(req.0-3-12),23=566/1-4-0,22=2587/0-7-10 OTHERS IS REQUIRED AT SUPPORT(S) Max Hoa23=1368(LC 5) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Uptift14=-2066(LC 5), 23=-847(LC 4), 22=-1633(LC 4) REQUIRED SUPPORT WIDTH SHOWN BELOW. Max Gravl4=3173(LC 9), 23=900(LC 9). 22=3416(LC 9) FORCES. (lb) - Max. Comp./Mac. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/445, 2-28=-475/367, 3-28=-467/449, 3-4=150/359, 4-5-1839/955, 5-6=-1680/966,6-29=-241511360,7-29= 2321/1379,7-30=-2495/1512,8-30-2495/1512, 8-9=-2495/1512, 9-10-2495/1512, 12-15=0/374, 11-12=242/308, 13-14— 330/302 BOT CHORD 1-23=-366/478, 23-32=-941/835, 22-32=-941/835, 21-22-941/835, 20-21=-1618/2031, 20-33-1618/2031,19-33= 1618M2031,19-34=-1678/2333,18-34= 1678/2333, 18-35=-1627/2413,17-35=-1627/2413,16-17=-1627/2413,16-36= 1288/2017, 15-36=-1288/2017,15-37= 1307/2035,14-37= 1307/2035 WEBS 3-23=-704/625, 4-22=-3207/1687, 4-21— 1008/2225, 6-21— 14657774, 6-19=-155/740, 7-19=-421/167, 7-18= 388/874, 8-18-901/837, 10-18=-541/637, 10-16= 216/435, 10-12=-261511640,12-16-539/595,12-14=-342112195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 040 0 to 15-0-0, Intedor(1) 15-0-0 to 18-6-0. Extedor(2) 18-6-0 to 33-6-0, Interior(1) 39-2-6 to 44-7-10; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 20661b uplift at joint 14, 847lb uplift at joint 23 and 1633 lb uplift at joint 22. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this buss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD CASE(S) Standard AWARN/NG-vodryd-lan Paccers—eadnEADNOres oN rHSANDINCLUDED MIFEKREFERANCE PAGEM1h74M.. 1¢/032015BEFOREBSE Design valid for use only wxh Mdek®conneciors. thisdesgn Is based oNy upon parameters shown and Is form IntlMdual building component. not �� a truss system. Beforo use, the bdlcInD designer must verify thhd e applicatyof design Parameters oral properly Incorporate tins design Into the overall buldn9desigm &actno rWlcatetlLstoPrevent bucWrgofindv4dualhim ,ab andfor chord members only. AdcgllonaltennWaryandpermanentbacing MiTek' m bdways resfaog agcomg e ay ondpropedyda,aged Forgen9cnd .dewellyontltoprevenicoliopsei scndepers tmd antl bradrg of18N.eesrest systems Quality Criteria, D56-89 and BCSI Building Component BCanpuild fabricatb¢Sation a.tleWery,om 6904Perko Eesl0 Truss Salety Information available hom inm Plate Institute, 218 N. Lee street, Suite 312 Alexarxiria. VA22314. Mexadria Tampa, FL 33610 Job Truss Truss Type Dty Ply Hobo, Ridge LBeslyle TB949e41 73195 DB SPECIAL 5 1 Jab Reference (optional) Chembe,e Tmss, Ina. Fort Pierce. FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7— 8g,7-11=-100(F=-20),12-13=-100(F=-20),14-24=-30 7.64osApt192016MiTek IrdusMes,Inc. Wed Jun291U:36:542U16 Paget I D:7CPecszPdotRumoewatlfLyMY11-W 46dlGuBg7?2cpBAZSV%5rRaGtYaLZEUf DBmDm21 Sy? ,&WARNING-Vergy design parameters end READNOTES ON THISAND INGLUOEOM?EKREFERANOEPAGEM94475 re¢ 1011,110ISBEFORE USE Deslgl vdldfor use ody wth MITekO connectors. INs deggn It based orgy upon parameters shown, and Is for anIn Mdud br9ding component. not �� a truss system. Before use, the b dng des oner must verity the OpWlcablityof deA9n parameters arkf propedy Incorporate ft design Into the overall buld &acInglndkotedhlopreventbu HbgofhcWldrdtus ba /mchotdmembenody. Add1omItemp GrymdpemwnenfbracIw MiTek' WcIesign. 9dways reaulred for stability and to prevent cdIcxewllh pordbe persor1d InW arks property danaae. For general gddasce regadSlg the 6904 Pete, Eesl BNd. fabricalkat storage, delivery. erecflon and bracing of Inmea Ond tRM systems, seeANSI/IPII Quality Criteria, DS3-89 and SCSI BVBdtng Component Tarrpn, FL 33610 Salary Idormatlon me loble from less; Nate Indifute, 218 N. Lee Street. Sdte 31Z Mexandda. VAM14. Job Truss trussTYPO Oty Ply Harbor Ridge LBeslyle TB949B42 73195 D7 MONO HIP 1 1 Job Refereroe (optional) wamoers noes. n,o., bon rie,na, �� ^ ID:70PecszFdotRumoewatlfIf LyMy11_Gg7VcvpbOBvEzmN7AOme2_o9HrR40K1y1xKYCziSy_ Scale - 1:89.8 SAS MT1SHS= 4 3xa= TOO 12 3x4 11 3x6 = 3.4 11 516 = 7 a 28 9 10 11 29 12 22 30 21 20 19 31 16 32 17 33 1b 15 14 J> 13 3xe g 3x4 11 sire 11 3x6 3x4 = axe = 3x4 11 6xa = 5xe 11 4x5 = 4x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0" Rep Stress Incr NO BCDL 15.0 Code FBC2014/TPI2007 CSI. TC 0.62 BC 0.48 WE 1.00 (Matrix-M) DEFL. Ved(LL) Ved(fL) Hoiz(TL) Wind(LL) in (too) Vdefl Lid -0.08 15-17 >999 360 -0.27 15-17 >999 240 0.07 13 n/a We 0.1115-17 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight 3591b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-11-9 oc bracing. 12-13: 2x6 SP No.2, 7-17,9-17,12-14,9-14: 2x4 SP M 30 WEBS 1 Row at midpt 4-21, 6-20, 7-18, 7-17, 8-17, 9-17, 12-14, SLIDER Left 2x6 SP No.22-6-0 11-14,9-14 2 Rows at 1/3 pis 12-13 REACTIONS. (lb/size) 13=2274/0-3-0(req.0-3-11),22563/1-4-0,21=2584/0-7-10 Max Horz22=1035(LC 5) SPECIAL ANCHORAGE, DESIGNED BY Max Upliftl3=-1950(LC 5), 22=-562(LC 5). 21=-1630(LC 4) OTHERS IS REQUIRED AT SU PPORT(S) Max Grav 13=3147(LC 9), 22=941(LC 9), 21=3500(LC 9) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (lb) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-293/192, 2-3— 1931486, 3.4=0/361, 4-5=-187011155, 5-6=-1711/1166, 6-27=-2474/1549, 7-27=-2380/1568, 7-8= 2581/1706, B-28-2581/1706, 9-28— 2581/1706, 9-10=-1534/975,10-11— 1534/975,11-29— 1534/975,12.29=-1534/975, 12-13-297611961 BOT CHORD 1-22=-396/263, 22-30= 772/463, 21-30=-772/463, 20-21-772/463,19-20_ 1387/1807, 19-31=-1387/1807,18-31=-1387/1807,18-32— 1453Yd130,17-32=-1453/2130, 17-33= 1530/2378,16-33-1530/2378,15-16— 1530/2378,15-34=-1530/2378, 14-34— 1530/2378 WEBS 3-22-7161'547, 4-21 =-3296/1653, 4-20=-962/2308, 6-20— 1520/748. 6-18= 130/736, 7-18=-422/142, 7-17=-502/896, 8-17-855/785, 9-17-356/430, 9-15=0/420, 12-14=-193113030,11-14— 857r790, 9-14=-17001121 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=4611; Cat. II; Exp C; Encl., GCpi=0.18; C-C EMerior(2) 0-M to 15-0-0, Interior(1) 15-0-0 to 1"-0, Exterior(2)18-6-0 to 39-8-9; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Imss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joinl(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19501b uplift at joint 13, 562111 uplift at joint 22 and 1630lb uplift at joint 21. 9) 'Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING-Vedy4acr9nparamerercand READ NOTES ON TNISMDINCLUDED MmEKREFENANOEFAGEA111-7473 rev. 11V0.1R01S BEFOREUSE Design valkil for use only wlWake conrleclors. ills design is based any upon paameters shown, and is for al Bldivd fal building,building,component. not �R p■ Iblb a Iran system. Before use, e buildrt "ding designer must way the applicability of design parameters and properly hwaporate Ihk design Into the overall Wpaltxl design. &achglndkatedhioprevent Wckiingoflntl tmnweband/aclotd MOMb MoNy, Adalloroltemp Tray rip "r ntMmhg MiTek' 6 always required for stobillyand to prevent collapse units possible personal Tfury and properly carnage. For general gidaoe reigorcBng lire fabrication. storage, delivery. erection end bracing of Ifusses Ord truss systems. WRANSI/WilI Qualify Calera, DSB-69 and Best Building Component 69M Parke Earn Blvd. Safety Information available Rom truss Rate Institute. 218 N. Lea street. Site 312, Alexonc VA 22314. Tanya. FL 33310 Job Tn s Truss ype Ply Hmbor Ridge Lill yle TB9J98J2 73195 DT MONO HIP jUty / 1 I Job Reference (optioned) Chambers T,.r., Inc., Forl Piece, FL 7.640 s Apr 192016 Mnex Indust,.., Inc. Wed Jun 2910:38A5201r, rage ID:7CPecsZFdotRumoewatlfLyN1y11-_Gg?VcvpbG8VEzmN7ACme2 ogHu?40K1y1b(VCz13y_ LOAD ) Standard .1 1) Dead + RoOiRoot Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 J Uniform Loads (plf) Vert: 1-7— 80, 7-12=-100(F= 20), 13-23— 30 O WARNING - Vedlydeslgn pammeler. and READ NOTES ON THISANDWCLUDED MREKREFERANCEPAGEMh7JTd®v. 1D41Y2015 BEFOREUSE R Design valid for use only with MRek®conneclas.i dedgn Ir hosed only upon parameters shown. and B for an odlNtlual building component.not s■ a inzsyatem. Before use, the bulldlrrg designer must verify the opplicobilty, ofdeslgn poromelen anal properly lno rate B*desgn Info tine overall buWdingdedgn. Bros gtrvllco istopreventb MingoflrMMGuallmssweba /mctwrtlmemb moody. Atltllnomlfempwaryantlpermarrenlbracing MiTek' balwaysrOCoidforstab011y n to Wevenlcolla WlhposmoIxersondbpu andproperlydamage. ForgenefolgWdonceregarding8re 004 Padre Easl Blvd. fablbatlom storage, delivery, erection and bracing of Irusesaad tnmsystems s AN51/IP11 Quality Criteria, D50-69 and BC51 Bulldog Compononf 6atey Infurmallon avoilabie Irom Ims Rate ImIlMe, 218 N. Lee Street, Sire 312 Alexondda. VA 22314. Tawpa, FL 33610 Job Truss Truss Type Dty Ply HeNor Ritlge Lifestyle 78949843 73195 DB MONO HIP 16 1 Job Reference o Lionel onarnbers i mss, Inc., rot Mrs., IL 5-0-1 5-0-1 6-7-5 Sxe MT18HS= 7.00 12 3x4 — 06 r.os. s epr 1s .,a mu es....crass, .a. rvsa sun z....—a. ca,o rues , R meow.tlfLyMyll-SSENjywRLkGms7LZhtx?AGXzlgEOpTDBBhgt3ezlE 34E 6 4136 Scale = 1:82.9 3x8 = 3x6 = 3x4 I[ Sx6 = 20 19 18 23 lI 16 24 15 2b 1413 2b 12 11 11 3.4 11 6x8 = 4x5 = ass — 3x4 = 3x4 If G]r8 = Sx6 11 3, = 4x6 = LOADING (psi) TCLL 20.0 TCDL 20.0 BCLL 0.0 • BCDL 15.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC20147RP12007 CSI. TC 0.61 BC 0.49 WB 0.96 (Matrix-M) DEFL. in (loc) Udell Ud Vert(LL) -0.09 15-16 >999 360 Vert(TL)-0.2713-15 >999 240 Horz(fL) 0.07 11 n/a n/a Wind(LL) 0.11 15 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 349 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.2-13 oc puffins, except BOT CHORD 24 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5.8.0 oc bracing. 10-11: 2x6 SP No.2, 6-16,7-15,10-12,7-12: 2x4 SP M 30 WEBS 1 Row at midpt 2-19, 2.18, 4-18, 6-16, 7-15, 10-12, 9-12, 7-12 2 Rows at 1/3 pis 10-11 REACTIONS. (lb/size) 11=2281/0-3-0 (req.0-3-11),19=2740/0-7-10 Max Horz 19=831(LC 4) SPECIAL ANCHORAGE, DESIGNED BY Max Upliftl 1=-1934(LC 4), 19-1949(LC 4) OTHERS IS REQUIRED AT SUPPORT(S) Max Grav11=3148(LC 9), 19=3773(LC 9) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) -Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-97/362, 23=-1842/1085, 3-4=-1683/1104, 4-5=-2443/1547, 5-6=-2115/1463, 6-21-2584/1709, 7-21— 2584/1709, 7.8=-1535/976, 8-9=-1535/976, 9-22= 1535/976, 10-22=d 535/976, 10-11=-2977/1944 BOT CHORD 18A 9= 641/395, 18-23=-036311773, 17-23=-1363/1773, 16-17=-136311773, 16-24— 1709/2584,15-24— 1709/2584,15-25=-1531/2378,14-25= 1531/2378. 13-14=-1531/2378,13-26=-l531/2378,12-26=-1531/2378 WEBS 2-19=3411/1853, 2-18=4071/2304, 4-18— 15121826, 4-16— 1847705, 5-16=-241/521, 6-16= 947/497, 6-15-163/352, 7-15=-358/416, 7-13=0/416, 1 D-12=-1933/3031, 1-19-393/252,9-12=-8581791, 7-12=-1703/1122 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3-Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 36-2-9, Interior(1) 36.2-9 to 41-1-10; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1934lb uplift at joint 11 and 1949lb uplift at joint 19. 8) "Semi -rigid pitchbreaks including heels Member end fixity model was used In the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Q WARNING- Vedlydaslgnparemefers and READ NOTES ON THIS AND OICLUOEO MITEKREPERANCE PAGEMI1-7473 art,. IW=ISBEPORE USE Design vdid for use only Writ Miler corineclocs this design Is based only upon parameters shown. and Is for an hdlvidual building component. ml a inasrystem. Before use, the building designer must verity the applicab&Ity ofdesign parpnelers and properly Incorporate Ihk design Into the overall bWNngdesgn.Mmhglydatedlslo WeventbuckllWofin vldualtn weband/orclxxdmembersonly. AtldlllondtemWaryantlpermanen11ormig Welk' Is always required for sl.Mily Grid to prevent collapse with possible personol bpay and property damage. For coastal guidance regadrg the 6904 Parke East Slid. fabrlmlkm, storage, delivery. erection and bracing of inrsurs and Inns systems , svaANSI/IPII Quality Criteria, DSB-69 ON Bar Bu rding Component Tanya, FL 33610 Safety Information avallal,e from loss Plate Institute. 218 N. Lee Street. Site 312 Alexandria VA 22314. Job Truss Trust Type 01y Ply Harbor Ridge Lifestyle TB949843 73195 DB MONO HIP 16 1 Job Reference Gonal Chamber. Truss, lao, Fon Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5= 80, 5-10— 100(F— 20), 11-20— 30 7.640 a Apr 19 2016 MTek Industries, Inc. Wed Jun 29 10:38:66 2016 Page t 1D:70PecazFdolRamoewaglLyMy1 I SSENjywRLkGms7LZhtK1AGXz1gEOpTDBBhgt3ezlSn WARNING -lbetydealgnpammeter.and BEAD NOTES ON MIS AND INCLUDED MITEKIREFEBANCEPAGEMIP7473 rev. 10i1)242015BEFOFE USE Design valld for use only Wffi MITelilitcorenectors. Bdsdeslgn h based only upon paramefersaflovnL and h form nalNduoi Wilding component not a trusssystem. Before use, the building designer must vedN the oWicabOlN of daslgn parameters and properly Incorporate Ihh dri Into the overall bAdngdeagn. &acing BWicaledlstopreventWcldhgofMMdu tm%s band/orcWrdmemb mrs y. AtluitlomlfempomryartdpermonenlbacOg M!Tek' halwaysrroarretlfor stQUItyand topreventcollmsevlthpossible persorxg NJuyaiW poperlytlamage, forgeneral gWtlatce reparc9rq the fabrIcallon.storage. tlelltery, erectlon and bracing of tmsesmcl lmsssysfams. ANSI/Ftl Quality CDteda, DS"9aad BCS1 Building Component 69M Parke East Bled. safety Information mailade from Inns Rate InsBtuto. 218 N. Lee Stree4 Suite 31Z Alexandra VA22314. Tanya, FL 343610 Job runs rlss ype Oly Pry Hadsor Ridge Lifestyle T8948844 73195 DPBA GABLE b 1 Job Reference o tional 7,640 s Apt 16 2016 MITek Industtles, Inc. Wed Jun 2910:38:56 2016 Page 1 ID:70PecszFdotR=oewatlfLyMy11-SSENjywRLkGme7LZhtx7AGXOvgABpdo8 Bhgt3ezl Sxz Scale. 1:40.4 Les II 3x4 - 10 11 a 12 8 3x4 = 2%3 II Sx6 = 2x3 11 Plate Offsets (X,Y)-- 19:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.73 Vert(TL) r✓a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 HoaCTL) 0.00 6 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 781b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 20-10-2. (Ib) - Max Uplift Al uplift 100 lb or less at joint(s) 1, 7 except 2=-130(LC 4), 9-130(LC 4), 10=-653(LC 4), 8-653(LC 4). 6=-130(LC 4) Max Grav Al reactions 2501b or less aljoint(s)1, 7 except 2=300(LC 9), 9=807(LC 9). 10=1035(LC 9). 8=1035(LC 9), 6=300(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-381/334, 4-5=-381/334 WEBS 4-9=A61/169, 3-10-855/683, 5-8=-855/683 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h.4611; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrenl with any other live loads. 7)' This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and my other members, with BCDL=15.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s)1, 7 except OWb) 2=130, 9=130, 10=653, 8=653, 6=130. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. AWARNING-VerlfydeslgnparametersendREADNOTESONTMSANDINCLUDEDMmSKREFERANCEPAGEMPJ473rev.IM34015BEFOREUSE Design valld for use only vith Mgek9connectors. this design is based only upon parametersYpwn and is for an CdMWd bfltling component. not p` a truss system. Before use, Ind bdldng designer must verify Ind appllcab0lty oldesign parameters arW properly Incorporate fhh design Into the overall bUldIngded9n. W=bglntllcatedlstopreventWcldMof MW wllmssweboWtorcW,dmembetsoNy. Atl<9IIonN temporary antl permanent braclrg MiTek• b always required for stability and to prevent collapse calm posdNe, personal Injury and property damage. For generd gulcic eagardig the 10blk01101%storage, delvery, erection end bracing of trusses and tons systems, saeANS111711 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information a circlo a from Im Rate Inslilute, 218 N. Lee Street. 5ulte 31Z Alexandra VA 22314. Tor pa. FL 33610 Job Truss Truss I ype Oty Ply HONof Ridge LBastyle TB949945 73195 DPBE GABLE 2 1 I Job Reference optional) Chambers Truss, Inc., Fon Pierce, FL 7.640 a A,, 192016 NTak Industries, Inc. Wed Jun 291eWS72016 Pagel I D:70PecszFdotRumoewatlfLyMyt 1.wfomwlw362OdTGvlFbSE1736R4crYBbKPLOOb4zl Sxy 4x4 = J 6 4x4 = 2x3 II 4x4 = Scale = 1:19.5 9-0-2 LOADING (Pat) SPACING- 2-M CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) Na - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n1a - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WE 0.05 Hor; (I 0.00 5 Na n/a BCDL 15.0 Code FBC2014/TP]2007 (Matrix) Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-0-2. (Ib) - Max Uplift All uplift 100 lb or less at joints) except 1= 426(LC 9), 5=-426(LC 9), 2=699(LC 4), 4=699(LC 4). 6= 150(LC 4) Max Grav All reactions 250lb or less at joint(s) except 1=382(LC 4). 5=382(LC 4), 2=900(LC 9), 4=900(LC 9). 6=440(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=301/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0ps1; h--16f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426111 uplift at joint 1, 426lb uplift at joint S, 699 lb uplift at joint 2, 699lb uplift at joint 4 and 150lb uplift at joint 6. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, a consult qualified building designer. A WARNING- Vorllydaaignparaa far READ NOTES ON THIS AND WCLUDED AVEKREFERANGEPAGEM 7473 ray. 1N022a15 BEFORE USE Design valld for use ornywlth Wek®connectors. Btlsdedgn Is based only upon poametelsshov and Is for an IrdMdual LurclnD component, not a this system. Before use, The Hiking designer must verify the appllcaNlltyotcledgn paramelss and property hcolpwate the design Into the ovefall bullcBrgdesign. Br hglndkatedlstopreventtacW[Woflydlvldualtn webard/orclordmemb moNy. Admnonaltemporan crdpermanentbrochg MiTek' ealwaysrecOir foTslaNllly n topneventwl]apsewlthpoffiepersorMbluya propanyda e. Foroenwal gukd eregwAng the 6904 Parke East Blvd. fabdcatbn, storage, del", erectlon and Noting of busesard 9ussyslemi socANSI/TPII Quality Cdlerlo, DSB-69 and BCSI Bunding Component Tairya, FL 33610 Safety Information avarable from Tn.as Rate trathrte. 216 N. Lee Street. Suite 312, Alexardda, VA22314. Job Truss Truss Type Oty Ply Horbor Ridge Lilessyle TBB4B&i6 73195 DVA GABLE 1 1 I Job Reference o Gonal IPSBSD: ID:r50fz8Cg7uDNrrvefnw5EKLz64Jz-OrM88exi1LW 650UyoIZTGhcLB6ZIH W R6e?9_B%z1Sxz 4.5 11 \ 3 3x4 i 9 a 7 6 3x4 11 3x5 It 3M' — 3.5 11 2x3 II Scala = 1:51.5 25-7-s LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) rda - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 5 n/a rda BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight. 1011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-7-5. pb) - Max Uplift All uplift 10011bor less at joint(s) except 1= 161(LC 4), 5= 161(LC 4), 9=-838(LC 4), 6=-838(LC 4) Max Grav All reactions 2501b or less al joint(s) except 1=393(LC 9), 5=393(LC 9). 7=695(LC 9), 9=1396(LC 9), 6=1396(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=441/408,3-4=441/408 WEBS 3-7=-343/45, 2-9= 1069/849, 4-6=-1069/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h--16ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exledor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 1, 161 lb uplift at joint 5, 838 lb uplift at joint 9 and 838 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwARNING- vudrydoslan Parameters and READ Acres ON THISAND INCLUDED MNEKREFERANCEPAGEMII.7473mv. IM34?016BEFOREUSE Design void for use oNywBh Wek®connectas INS design Is based only upon paaneters shown and Is for an individual building component, rot a truss system. Before use, the "olrg designer must verify the appllcabllty of deslas paametersassd property Incorporate VJs design Into Be overall WdW design. Bracing Intl:caletl is to buckling of Individual lnrssweb and/or chord members only. Additional temporary anal permanent bracing MOW prevent lsaWaysrequked for sfabilltyand toprevent collansevlth pom[ole persondhAm/andpropenydanoge. nor general grltlaoeregaAng the 6904 Parke Eest aHd. fad M l m. Storage, deRvery. erection and bfamg of tomes Ond Inlsssystems, seeMSI/IPI19uality Cdtedo, DSB49 and BCS] BGBdIng Component Tampa, FL 33610 Safety Information ovaloble from lost Rate Ins11Me, 218 N. Lee Slreel-Suite 312, Alexandria. VA22314. Job Time Truss ype oty My Harbor Ridge [Restyle T3B49e4] 73195 DVGE GABLE 1 1 Job Reference (optional) Chambers Tmsa, Inc., Fog Pierce. FL 7.640s Apr 192D16MDekindustries,Inc. Wed Jun 291aw:582016 Paget ID:r50fzBCg7uDNmgfm5EKLz64Jz-OrM88elatLWU50UyolzTGhcR7UOBHWfUe?9_8Xz1 Sxx 4x4 = J 30 i 24 23 22 21 20 19 18 17 16 15 14 3x4 1 5x6 = Scale - 1:52.2 274-5 Plate Offsets (X Y)-- f 19:0-3-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.12 Vert(LL) n/a - Ida 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WE 0.32 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 27-4-5. (lb) - Max Uplift All uplift 100111 or less at joint(s) except 19= 106(LC 6), 20=-214(LC 4), 21=-234(LC 4). 22-237(LC 4), 23=-179(LC 4), 24=-365(LC 4), 18— 214(LC 4), 17=-234(LC 4), 16=-237(LC 4), 15=-179(LC 4), 14=-365(LC 4) Max GTav All reactions 250111 or less at joint(s) 1, 13 except 19=297(LO 4), 20=359(LC 9), 21=360(LC 9). 22=377(LC 9), 23=281(LC 9), 24=577(LC 9), 18=359(LC 9), 17=360(LC 9), 16=377(LC 9), 15=281(LC 9), 14=577(LC 9) FORCES. (Ib) - Max. CompJMalr. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-319/347, 6-7=-423/470, 7-8= 423/470, 8-9=-319/347 BOTCHORD 1-24-214/273,23-24=-214/273,22-23=-214/273,21-22-214/273,20-21=-214/273, 19-20=-214/273,18-19=-214/273,17-18=-214/273,16-17=-214/273,iS16= 214/273, 14-15= 214/273, 13-14-2141273 WEBS 7-19= 285/165, 6-20=-299/226, 5-21— 302/247, 4-22— 311/248, 2-24=-459/363, 8-18_ 299/226,9-17=-302/247,10-16— 311/248,12-14=-459/363 NOTES- 1) Unbalanced Toot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106111 uplift at joint 19, 214111 uplift at joint 20, 234111 uplift at joint 21, 237111 uplift at joint 22. 179111 uplift at joint 23, 365111 uplift at joint 24, 2141b uplift at joint 18, 234 lb uplift at joint 17, 237111 uplift at joint 16, 179111 uplift at joint 15 and 365lb uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ,&WARNING-Verlfydoal9nparamoferaend HEAD NOTES ON THIS AND INCLUDEDMITEKHEFERANCE PAGE MR-7473rei, ION3rz0I55EF0RE USE Design valid for ass onlywl91 MITeWconneclors.Ihlsdes[gn is based only upon Parameters Shower met is form bldlvidfal buAtling component.not a try syslem. Before use. the Wilding designer must vedly Ile applicabFity of design Parameters and pmpedy tncoryorate Mh design Into the overall buAtlVgdeslgn. BracinglndkatedIstopreventMoldingoftndMdua]lnsswebmolorchordmembersorgy. Mtlllloiwltemporaryandpermenentbtocig +•�Yq -•Y�' MiTek' balways regWied for staWltymc! to prevent collapse vdth possmle pessonr8 boy and property damage. FwgeneralgWdalceregmdng me 6904 Parke East BNd. fabrkgtbo, storage, delivery, eractlon crW brachg of tmsesend inlsssystems. se IANSV1711 Quality Criteria, DSB-89 arM BC5l Building Component Tanga. FL 33610 Safety Information wdlaMle from Ines Plate Institute. 218 N. Lee Street, Win 312, Alexandra VA22314. Job Truss Truss Type Oty Ply Harbor Ridge Lilesryle TB949B4B 73195 DVGE1 GABLE 0 1 Job Referee o lions Chambers Truss, Inc., Fod Piece, FL Z64B s Apr 19 2016 tvLTek Intlustnes, Inc. W.d Jun 21)10:38:59 2016 Page 1 I D:r5OfzBCg7uDNrm9fnw5EKLz64Jz-slwW L_yKefeLIa38MOwou9V0uK902OdtfvXgzzI Sm 3-1-2 6-23 3-1 2 3-1-2 3x4 i zxs II 4x4 = J 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdetl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Ved(LL) Na - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.14 Ved(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 HOR(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC20141TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=146/6-2-3, 3=145/6-2-3, 4=272/6-2-3 Max Uplifti 158(LC4),3=-158(LC4),4=-173(LC4) Max Gravi=234(LC 9), 3=234(LC 9), 4=375(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 2-4=279/192 Scale=1:14.0 PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat II; Exp C; Encl., GCpi=O.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1581Is uplift at joint 1, 158 lb uplift at joint 3 and 173 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. OWARNING- Vcd.Ydacienparamet.and READ NOTES ON THISANO INCLUDED M?EKREF£RANCE PAGEMS7474 rev. 104MV2015BEFOREUSE },�� DeM1slgnv ldforuS oNy WA Mliel�conrleclors.lNsdeslgnkbasedoNyuponp =etem Movm.a isforanmr➢vklual WS011gcomp ntmt asystem.Beforeuse,thebWd gdedgre mWvedfytheapplicoNltyofdesignpaametenand properly mcomaate this desgnInto iDe overall buSCIDgdecgn. Addlionaltemporaryandpermasrentbraclrg `•��q MOW Is always required far stability and to prevent collapse with po Mle personalh W ud property damage. For general guidance regarBng me fabdcaffoN storage, dellVery. erection and bmcirg of tenses and truss systems, s9cANSI/TPII Quality Criteria, DSB.89 and SCSI Building Component 004 Pade Boar BW. Safety Information avOBable from Truss Rate Institute, 218 N. lee Street, Suite 312. Alexasdda. VA 22314. Tampa, FL 33610 Job Truss imw type y HaMor Ridge Lilasiyle 189,198,19 73195 E HIP 1 1 Job Reference (optional) Chamber; Truss. Ine., Pon Place FL 1.IAe s rvw 1a zmo moan mausnas, mc. eo - m: r r - a - ge . ID:r50fzBCg7uDNnvgfnw5EKLz64Jz.abF_III)DwFCRPOa7fFVEurg8LSVmvBwteHa64zf Omq N b 5x8 MT18HS 4 5x8 MT1 BHS 1 7.00 12 3x5 = 5 A Scale = 1:79.8 m 19 18 zo 11 16 11 co 15 11 Ge 13 12 4x5 i 3x6 11 4x10 = Us = 3x8 = 3xe = 4x6 = 4x10 = 3x6 I1 4x5 1 LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 15.0 Code FBC2014/TP12007 CSI. TC 0.97 BC 0.67 WS 1.00 (Matrix-M) DEFL Ven(LL) Vert( L) Horz(TL) Wind(LL) in (loc) Vdefl Ud -0.21 15-16 >999 360 -0.5415-16 >844 240 0.08 12 n/a RIB 0A1 16-18 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 290 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied, except 4-5,7-8: 2x4 SP M 31 2-0-0 oc pudins (4-1-4 max): 5-7. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 2-18, 3-16, 6-16, 6-15, 9-15, 10-13 2-19,10-12: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 20 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 19=260711-4-0 (min. 0-4-7), 12=2607/1-4-0 (min. 0-4-7) Max Horz 19=-32(LC4) Max: Uplift 19=-2289(LC 5), 12=-2289(LC 4) Max Grav 19=3742(LC 9), 12=3742(LC 9) FORCES. (lb) -Max. CompdMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-487/377, 2-3= 3479/1710, 3-4=-3411/1868, 4-24= 3390/1886, 5-24=-3265/1901, 5-6= 2944/1818,6-7=-2944/1818,7-25=-3265/1901,8-25= 3390/1886, 8-9=-3411/1868, 9-10=-3479/1710, 10-11=-487/377 BOT CHORD 1-19=-288/475, 18-19= 2881504, 18-26= 1097/2659,17-26=1097/2659, 16-17=-1097/2659,16-27=-906/2402,27-28=-9062402, 15-28=-906/2402, 14-15= 1065/2659, 14-29= 1065/2659,13-29= 1065/2659,12-13= 288/475, 11-12=-2881475 WEBS 2-19= 3547/2129, 2-18=-1617/3095, 3-18=-678/558, 3-16= 548/366, 5-16=-4461916, 6-16= 370/288, 6-15=.370/288, 7-15=-446/916, 9-15=-548/366, 9-13=-678/558, 10-13= 161713095,10-12=-3547/2129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2ps1; BCDL=3.Opsf; h=461t; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Extenor(2) 03-7 to 15-3-7, Interior(l) 15-3-7 to 18-7-15, Exterior(2) 18-7-15 to 27-8-1; cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2289 lb uplift at joint 19 and 2289111 uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q WARNING- Vedry tlealgn parameters and READNOTES ON THISANOWCLUDED WENREFERANCE PAGEMIF7473re1. 10103R015 BEFORE USE �■� Design valldfar use only with Mifek19 connectors. This design is based only Urxn parameters shown, and 13 for On h olNdual bldhg component.not a India system. Before use, the bUlr9rg designer must vetlfy the appllcobiffy of dedgn barometers anal Properly Incorporate this design Into the overall buildingdesign. Br IWal tnnsweband/mct rdmembersody. Atldliorwl temporary oral Draclg Male c Mg WedlstopsevenfbeMhlgoflndMe parmanenl Is always regdred for sicUilly bad to prevent coilapso with possible personal Injury and property carnage. For general gulconceregardIng the fabrication storage, delivery, erecflon and bracing of Nurses and truss systems sooANSI/SPI I Quality World. DSB49 and BC51 BUBtling component 6904 Parke Eesl BNtl. Ta a FL 3a610 rn safety Information avaBable from ima Rate Istllule. 218 N. Lee Sneel, Sdte 31Z AlexealM. VA22314. Job fUSS I was rype Fly Harbor Ridge LBeslyla T8949849 73195 E HIP jUty 1 1 Job Reference o lional Chambers Truss, Inc., Poll Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (plf) Vert: 1-5=-80, 5-7= 100(F=-20), 7-11= 80, 1-11=-30 7.640 s Nov 10 2015 salek Industries, Inc. weal Jun 2913.07.21 2o18 Page 2 ID:r5OfzBCg7uDNnvgfnw5EKLz84Jz.abF_IIIjDwFCRPOa?fFVEurgBLSVmv8wteHaS?zt Omq J A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EH REFENANCE PAGE M0.7473 rev. 1M0.irz015 BEFORE USE. Design vanid for use orny WM N11feB® connectors. lNs design Is based any upon parameters shovm, and Is for an Individual b(Adirg component. Mt a Inns system. Before use. line WWhig designer must verify the oppllcabillty of design parameters and properly Incorporate Ihk design Into the overall bullcancd afgn. Bmigln ;lk edlstoprevenlbmkllrgoflMiNdualtnrssweba lorctwrdmemb mrs y. Aria➢tiotldtempotayandpermanenionacing MiTek' Is always required for stadilty and to prevent colia>pse with possible persorxn mpuy arafproper,, damage. For general Guidance rag dtw the rabricalion, storage, delivery, erection andra bcing s of fracas anal bass systems, ANSVIPII Quality Crisis.6-8 rD59 and BCSI Building Component EBlvd. 6904 Parkeast Parkean B Safely Information walaae from lruc Plate InsBiule. 218 N. Lee Street, Sulte312. Alexandria. VA 22314. Taaaa, Job Truss Truss Type oly Pty Heibor Ritlge LBesryle BB49B5o 73195 E1 HIP 2 1 Job Reference o Hanel P 1 Chambers Truss, Inc., Fod Pierce, FL Z640 c Apr 19 2016 MTek Indusmes, Inc. Wed Jun 2910:39:00 2016 9e I D:7QPecszFdotRumoewatifLyMy1 I -LE TuZKzyPzmCKkeKwjOxL6hc61XNIIUm5Je5CPz1 Suv 15-0-0 19+1-0 2440 31-11-3 394-0 ]d-13 7-74 411 4-8-0 7-74 74-13 Sx8 5>9 bITieHS= SxB MT16HS 7.00 12 3z4 = 4 5 6 17 16 18 Tb 14 1u za 13 1' '. 11 10 5x6 11 4x8 = Sx6 W B = 3x8 = 4x8 = 5x6 11 3x8 = 5x6 W B = 7d-13 15-0-0 244-0 31 23 394- -110 7d-13 7-71 94.0 7-74 7-0-13 Swla=1:82.3 Plate Offsets KY) 12�0-4-OOd-4I 14.0-6-00-2-41f6�0.6-00-23118:0-4-00-4-41111:0-3-80-2-01 f16:0-3-80-2-01 LOADING(psf) SPACING- 2-0-0 CSI.TDEFL. in foe) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.79d(LL) -0,2413-14 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.72rl(TL) -0.5913-14 >784 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr NO WB 0.87rz(TL) 0.09 10 n/a n1a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M)nd(LL) 0.11 14 >999 240 Weight: 306 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 "Except* TOP CHORD 4-6: 2x4 SP M 30 BOT CHORD 2z4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-17,9-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=2231/1-4-0.10=2231/14-0 Max Uplittl 7=1694(LC 4). 10=-1694(LC 4) Max Grav 17=3253(LC 9), 10=3253(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3588/1896, 2-3=-3523/2033, 34=-337412068, 4-5=-3023/1955, 5.6=3023/1955, 6.7=-3374/2068, 7-8=-3523/2033, 8-9= 35BB/1896,1-17= 3153/1709, 9-10-: 3153/1709 BOT CHORD 16-1 8=-1 45512901, 15-18=1455/2901, 14-15=1455/2901, 14-19=-1223/2612, 19-20_ 1223/2612,13-20— 122312612,12-13=-1455/2901. 12-21 =-1 455/290 1, 11-21= 1455/2901 WEBS 2-16=-717/553,2-14=-612/456, 4-14=-511/1016, 5-14=-3911280, 5-13= 391/280, 6-13=-511/1016, 8-13= 612/456, 8-11=-717/553,1-16= 146312937, 9-11=-1463/2937 Structural wood sheathing directly applied or 3-1-10 oc puffins, except end verticals. Rigid ceiling directly applied or 6-1-5 oc bracing. 1 Row at midpt 2-14, 4-14, 5-14, 5-13, 6-13, B-13, 1-16, 9-11 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi-0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 15.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1694 lb uplift at joint 17 and 1694 Ib uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the thus are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Ved: 14— 80, 4-6= 100(F= 20), 6-9=-80, 10-17= 30 ® WARNING- Verhydeelgnpararrerer4 and READ NOTES ON THIS AND INCLUDED MDEKREFERANCE PAGEU674TS mv. 1,=IV1SSEFORE USE ■ Design vdid for use odywilh MTek®connectors. Una clesgo B b0cad oNy upon Parameters shown. end is for On ln,dIVdoal WBtlVg comporent. root li•�� a tfuc;,gctem. Before use, the bildw desgrCr must ve4fy the appllcatAlty of design Parameters and properly Incorporate Inh design Into the overall Addrlorlalmmporaryandpermao ntbracing MOW bufldngdedgn.0acblglMkatedistoMeventWcldlWoflMNIdLdh ssweband/orc"dmemb moNy. Is dways required for stablity an! to prevent collapse wim possible personal Injury and properly damage. For Wnerd guldonce mUordtg the 6904 Park e East Blvd.fobrballon, storage, delttery, erecflon andbroO[W of trusses and! turn tsystems co%ANSU1FII Duality World. DSB-89 and Best Bullring6904 component 33610 Safety Inlormahon available from Trim Rate InsBiute, 218 N. Lee Street. Suite 31Z Alexandda. VA 22314. , Job Truss Truss Type Oty Ply Herb., Ridge Lifesyle T8949851 73195 F COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fcl Pierce, FL 7.6405 Apr 192016 MITek Intluslries. Inc. Wee Jun 2910:39V12016 Pagel ID:7QPecszFdotRumoewatlfLyMlyl l-pQ1Gmf_aAGu3yuDW URXAtJEowhrDUnowKzOekszlSxu 6-2-9 11-4.9 16E-9 22-9-2 6-2-9 5-2.0 5-2-0 ,~ 62-9 41 0 4x6 � 3x4 = 3x6 = 3x4 = 4x6 Scale - 1:43.8 7-1-1 7-10-1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) 026 6.11 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL. 1.25 BC 0.87 Ven(TL) -0.66 6-11 >414 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Hort(TL) 0.15 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 102111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1252/1-0-9, 5=1252/1-0-9 Max Uphill = 925(LC 4), 5=-925(LC 4) Max Grav 1=1856(LC 9), 5=1856(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3117/1563, 2-3= 3003/1621, 3-4= 3004/1621, 4-5= 3117/1563 BOT CHORD 1-8=-1204/2604,8-13=-543/1516,7-13=-543/1516,7-14=-543/1516,6-14=-543/1516, 5-6=-1204/2604 WEBS 3-6=-715/1364, 4-6— 922/683, 3-8— 715/1364, 2-8=-922/683 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f; Cat II; Exp C; Encl., GCpi=0.18; C-C Extenor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925lb uplift atjoint 1 and 925 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this Buss. A WARNING -Veriydestgn parameters ae4READ NOTES ON THIS AND INCLUDED MREKREFERANGE PACEMX74M rev- IMMOISBEFORE USE Design vNltl for use only whir MReMconnecion. INS design 6 based only upon parameters shown, are Isfor Go Inc lNtlual buicil component nor �� a truss system. Before use, the buIldirg designer must verity the appllcatAlry of design parameters and properly laccporate this desAgn Into the overall bu0mng design. &acinglr.Ami dil topreventW Ningoflr IvUu tmsswebaW/orchordmemb moNy. McIllonaltemporaryandpermorentbrachg MiTeW kbrical rm cecling sewlihpcTxIlpeno3cffa% ryaMpropeMdanCro park. East Blvd. Ctrgthe storage, tlelNeW, emclWn are bracltlg of dt r g., elhaairyaretoprevent Ming ms, C4tetla, D5B-89 and BC51 Buliding Component l ,DSB-8erand BCS1 Tampa, FL 33610 Tama, SabrW anon 18 N. Lae Street, VA M3 Salary Information avo1ade hom Muss Plate Ns11Me, 218 N. Lee SfreeL Sulk 312 Alexarerkt VA 22314. Sull . Maxon Job Truss Truss Type Oty Ply Harbor Ridge LCestyle T8949852 73196 F1 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce, FL 5-10-13 5-9-3 7.640 s Apr 19 2016 Minsk Industries. Inc. Wed Jun 2910:39:01 2016 Page 1 ID:70PecszFdolRumoewatlfLyMy11-p01Gm(_aAGu3yuDW URXA[JEsDhx4U16wKzOekszlSxu 4x6 111 3 V111 Sx4 = 3x6 = 3x4 = 5x8 = M_-1 Scale =1:47.2 7-04 a-74e 7-0-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.19 6-8 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.46 6-8 >602 240 BCLL 0.0 Rep Stress Incr YES WE 0.85 Horz(TL) 0.05 5 n/a n/a BCDL 15.0 Code FBC20141TPI2007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc During- BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1283/1-4-0, 5=1283/1-4-0 Max Upliftl=-949(1_C 4), 5=-949(LC 4) Max Gravl=1919(LC 9), 5=1919(LC 9) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 2947/1453, 2-3=-2868/1563, 3-4=-2868/1563, 4-5=-2947/1453 BOT CHORD 1-8=-1082/2369, 7-8=-502/1435, 7-15=-502/1435,15-16=-502/1435, 6-16=-502/1435, 5-6=-1082/2369 WEBS 3-6=-644/1218, 4-6=-777/637, 3-8= 644/1218, 2-8=-777/637 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46h; Cat II; Fxp C; Encl_ GCpi=0.18; C-C Extenor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 949lb uplift at joint 1 and 949lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67073 rev.10N 015 BEFORE USE i3esdl valld for use only With Mgak®connectors. iMs design Is based only Upon parameters shown, and Is for an IndlNduol buOtlNg componenl, not ��- a tnrss system. Before use, the biildlnD designer must venfy the opplkoblity ofdaslgn parameters and properly hoomorote INs design Into fhe overall Wptlingdeslgn. Bran ghldlcatedlstoaeventbucldingofNtlMdualhusswebandd/orctwrdmembersoNy. AddlionaltemporCWo Pemwnenibfa IW MOW kalwaysregWretl tot stability and to aevenf collapse wllh posffde persorwl Injury, and propeM damage. For general gultlmce regaling the 6904 Parke East Bhd. fabdcatbn, storage, delivery, erection ant! bracing of tmssesand Imssystems seeANSI/IPI1 Quality Criteria, DSB-69 and BC51 Building Component Tamps, FL 33610 Salary Information avaldable Ban buss Male InsBMe. 218 N. Lee Streal, Bulte 312, Alexandra VA22314. Jab Truss Truss Type Ory Py Radnor Ridge LBestyle T8949853 ]3195 G SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL ii KirS1 Bx14 MT18115 i Sx6 = Sx6 = 3x6 = 8 26 9 10 11 27 McMd Scale = 1:82.5 21 ea 20 19 1D 17 16 15 "" 14 13 3x8 11 3x4 11 3x6 11 5x6 = 4x6 = 4x5 = 3x8 = 5x8 = 6x8 = 5xe MT181AS I I SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 3G-0 42 8-5-13 13-108 1932 23-11-0 30-9-5 37-]S 4d-98 6105 6-10-5 7-1-13 3-0-0 0-8 Plate Offsets (X Y)— 43-13 5b11 11:0-2-8 0-1-41 (4:0-3-0 0-1-121 5+1-1f (8:0-11-8 0-2-81 4-7-14 (13:0-3-8 Edue1 114:0-3-8 03-01 115:OA-0 03-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) -0.13 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Verl(TL) -050 15-16 >860 240 MT18HS 2441190 BCLL 0.0 ` Rep Stress Incr NO WB 1.00 HOrzCTL) 0.10 13 n1a n/a BCDL 15.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.23 16 >999 240 Weight: 2811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' BOT CHORD 12-13,5-19: 2x4 SP M 30 WEBS SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (lb/size) 13=2269/0-3-0 (req. 0-3-8), 21=526/1-4-0, 20=2772/0-7-10 Max Horz 21=662(LC 5) Max Upliftl3=-1820(LC 5). 21-820(LC 5), 20— 2046(LC 4) Max Gravl3=2982(LC 9), 21=834(LC 9), 20=3396(LC 9) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-301/479, 2-3=-498/495, 3-0=-174/326, 4-5=-96/269, 5-6=-2581/1585, 6-7=-4340/2555,7-8=-3968/2325,e-26=-3472/2128,9-26=-3472/2128,9-10— 3440/2131, 10-11=-3440/2131,11-27-2331/l428,12-27— 2331/1428,12-13=-2815/l832 BOT CHORD 1-21=407/498, 21-28-269/157, 20-28= 269/157,19-20= 269/157, 18-19= 1801/2743, 17-18=-1801/2743,16-17=-2799/4546,16-29=2131/3441, 15-29=2131/3441, 15.30=-1428/2331,14-30=-142812331 WEBS 3-21= 693/625, 5-20— 3135/2074, 5-19-2237/3644, 6-19= 2264/1517, 6-17= 1307/2368, 7-17=-1459/910,7-16=-1544/961,8-16=-647/1260,9-15=-902/805,11-15=1039/1638, 11-14-2118/1551,12-14=-2059/3356 Structural wood sheathing directly applied or 3-1-8 oc purling, except end verticals. Rigid ceiling directly applied or 4-4-14 oc bracing. 1 Row at midpt 12-13, 5-20, 5-19, 6-17, 7-16, 9-16, 11-15, 11-14 2 Rows at 113 pis 12-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 19-3-2, Interior(i)19-3-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 8 =12% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) WARNING: Required bearing size at joint(s) 13 greater than input beating size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1820lb uplift at joint 13, 820lb uplift at joint 21 and 2046lb uplift at joint 20. 10) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss, are noted as front (Fj or back (B). LOAD CASE(S) Standard ®WARNING-Vedrydesignpaamefers and READNOTES ON TNISAND INCLUDED MITEITREFERANCE PAGE 11OM1T4R1ee IMIKIWa156EFOREUSE. Design valid for use oNywlih MI1ek0conre ofors. TNsdedgn h based oNyupon parameters shown. and h for an FWINc1ua1 bu0dhtg component nor a frusssy0cm. Before uce, the bu ldlrg designer must early fire applicability of d"gn parameters and properly Incarcerate MLc design Into the overall /orclwrdmemb MONy. Adolflorwltemporaryandpermanembrocig Wek' bullcMgdeslgn. kacinglrKgcatedlstopreveniWcldlT ofln4vMualtsussweba Is always required for stablllN ared to prevent collopse with possible pawoad Nluryarxi properly damage. For general gr9dalce regarcLrg me fabrkatbR storage, delivery, erection ornd Mating of husesand irusssystems, seeAAISInPII Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Bind. Safety Information available from 1rus5 pate InstiMe, 218 N. Lee Streel. Suite 312. Mexantlrla. VA 22314. Tanya. FL 33610 Job Truss Truss Type Dly Pry Harbor Ridge I-d yle T8949853 73195 G SPECIAL 1 1 Job Reference (optional) Chambaa Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 80, 4-7=-100(F= 20), 7-8= 80, 8-12= 100(F=-20), 13-22=-30 ID:7DPecszFdotRinnoewatlf1-yMy11-Hcbfz7u Cxa0wa2oj 182PD%nzS5FPDA23Zd7BHIZISxt ® WARNING -Verfty eeagn pammeteraand READ NOTES ON Mar AMD INCLUDED MI/EKREFERANCEPAGEM1b74" rav 104 l015 BEFOREUSIL Dedgn valld for use only w11h MJfewconroclon. I Ooafgn b Lai only upon parameters shown, and Isfor an IndMdual WIdIW component roi a tncs stem. Before use, the Wilding dedgner must vedfy the appllcabBily of clesign paametea arxi properly incorporate Me design Into the over" system. AddtlorolfemporaycndpermanentbrochV MiTek' dAdrg desgn. Dactriglydlcated loprevenfWcklhgoflrvdWd tmawebo lmehordmemWisoNy. E avaysregdred for slabilily and to Prevent colopse Wffi PoUL,[e Personal Injury and property damage. For general OWtlance regardrg me fabdcolbrnstoWe,delivery, erection oral brocNg of Waesas andh,system.seeAN51RPI1 Quality Ctlieria.DSB-89 and BCSl BuiidNg Component Eas Nd. 6904 Padre East B Safety Information avdlable from fray Rate I fume, 218 N. Lee SBeef. Sulle312, Plexandila VA 22314. Tampa,rk Job Truss Truss Type City Ply Harlow Ridge Lhistyle T8949854 73195 G1 SPECIAL 1 1 Job Reference (optional) Gnomoei uusa, Me., 1. rierce, IL il a20 44-0 64 9 Sxe MT18HS = 5x8 = 3x5 11 3,15 = 3x4 11 6x1a Wl RHS= - .. ... .. 20 27 19 18 1/ 16 15 za 14 ea 3x8 i &A 11 Sx611 Sx8 MT18HS- 3x411 ax4= Sx8= 7x8- SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. Scale - 1:82.5 13 12 3x4 11 6x10 MTIBHS = 3-6-0 3E-0 2 &5-13 B -0 14E-9 E 4-0-13 3 6-0-8 20.7-2 23-11-0 60-9 33/4 3P9-5 6.10-5 3/-1: 6-10-5 44-90 7-1.13 Plate Offsets KY)- (t0-2-80-1-41 (4:0-7-80-2-01 (6:0-5-4.0-3-01.f70-5-80-2-01 (14:0-0-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DER. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.12 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.44 14-15 >986 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 HorOTL) 0.13 12 n/a Na BCDL 15.0 Code FBC2014/TP12007 (Matdx-M) Wind(L-) 0.1915-16 >999 240 Weight: 2871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP MSG WEBS 2x4 SP No.3 *Except* BOT CHORD 4-18.6-18,10-12: 2x4 SP M 30 WEBS SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (lb/size) 12=2264/0-3-0 (req. 0-3-8), 20=514/1-4-0, 19=2788/0-7-10 Max Horz20=662(LC 5) Max Uplift12=-1818(LC 5), 20=-846(LC 5), 19= 2030(LC 4) Max Gravl2=2948(LC 9), 20=872(LC 9), 19=3395(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-301/482, 2-3-494/487, 3-4-157/403, 4-5=-2491/1604, 5-6=-2491/1604, 6-7- 3965/2394,7-25=-3427/2156,8-25= 3427/2156, 8-9=-3426/2156,9-10- 3426/2156, 11-12=-064/330 BOT CHORD 1-20= 398/492, 20-27=-272/169, 19-27= 272/169,18-19-341/102, 17-18=-2629/4174, 16-17-2629/4174, 15-16=-2629/4171, 15-28= 2163/3472, 14-28- 2163/3472, 14-29=-1442/2353, 13-29= 1442/2353,13-30=1442/2353, 12-30-1442/2353 WEBS 3-20=-724/652,4-19=-3131/2063,4-18=-2265/3619,5-18=-844(779,6-18=-2120/1178, 6-15= 1363/903,7-15-737/1406,8-14=-8727810,10-14=-1055/1585,10-13=01450, 10-12=-3398/2084 Structural wood sheathing directly applied or 3-1-6 oc pudins, except end verticals. Rigid ceiling directly applied or 4-6-9 oc bracing. 1 Row at midpt 4-19. 4-18, 6-18, 6-15, 10-14 2 Rows at 1/3 pis 10-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-,4.2psh, BCDL-3.Opsf; h-46f; Cat. II; Essig C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 20-7-2, Intedor(1) 20-7-2 to 23-11-0. Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 12 greater than input beading size. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1818lb uplift at joint 12, 846lb uplift at joint 20 and 2030lb uplift at joint 19. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING -Verlry EeslgnparemereraaRCREAD NOTES ON THIS AND INCLUDED M77EKREFERANCE PAGEM67473.v. 10/OJ20158EFOREUSE. DedW Volkl for use oNy WM Mllek®connectom INS design b lased only upon parameters shown. and Is form tridMdual bundlrg component not �� a nuns system. Before use, the MAtllig designer must verify the appllcab911yof design parameters and properly incorl xafe the design Into the overall bunr9rgdesign. timing Indicated is to prevent buckling offnalvkival lmsweb and/or chord members orgy. Atic111oral temporary orW permanent bractlg M(Tek• 6 dways reauned(or stobnlly antl to prevenicollapse vAih pole larsonU 41p4y antl property danage. Forgeneralgiidaraeregardlilg the robilcatlon. storage, delivery, erecflon and braclrg of fmvesand hussystemz seeANSimn chadity Criteria. DSB-89 and BCSI Bunding Component 69104 Parke East Blvd. Salary Inlormaffon available tom Inds Male InAlluie. 218 N. Lee Street Site 312. Alexandifa VA 22314. Tanga. FL 33610 Job, Truss Truss Type Dty P Hato, Ridge LifestyleT8949854 73195 G1 SPECIAL 1 1 Job Retererce (optional) Chambers Truss, Inc.. Fort Pierce. FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-80, 4-6=100(F=-20), 6-7=-80, 7-11=-100(F= 20), 12-21=-30 7.640 s Apr 192016 MRek Inductee, Inc. Wed Jun 29 10.39.03 2016 Page ID:7QPeaszFdolRumoewatlfLyMy11-lo91 BL7giuemBBNvbrZeykJ86VbAyeODoHtlpkzlSn J ® WARNING -Vestry design paramelera and HEAD NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MIF7473 rev. 10006015 BEFORE USE Design valid for use only with MITeM connectors. This design 6 based only upon parameters shown and Met an Individual dNdlig component, not a Ines system. Before use, the building designer must vedfy the oppllcob011y of design pwometers and properly brearporate this design Into the overall bWNrg design. srm gl Wlcaledlstoprevenibucl4ing Olirdivlduoltn webs imcMrdmembersody. Atlaltloral temporary ad permanent bracing MiTek' B always required for slabllity orW to prevent collapse with possible personal III and property damage. For Genera guidance retarding the fabricallon, storage, delivery, erection and tacei g of busses and inlet systems sereANS11TPII Quality Cdleda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate InsBMe. 218 N. Lee Steel. Site 312. Alexordda. VA 22314. Taapa, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge LBestyk T8949855 73195 G2 SPECIAL 1 1 Job Reference o Bonal I D:70PecszFtlot.R..u.-m_o.,ewatIf-yIVIy1 I.D.?..j.P.O...h.O..S...T. BGtlp. Ly5gZ4tVysKH w-h'S-N_.M_O.xc_IeL_B'zlSxr 6-0-9 Scale = 1:82.5 5xi2 MT1 OHS= 6x8 = 5x8 = M11 Aids= 5x6 = 3x4 SxB — 8 27 9 10 11 29 12 22 <v 21 20 3O 1v 18 17 16 'c " 15 ' 14 "' 13 axe 11 3x4 11 3.6 If 6x8 = 3x6 = 6x8 = 3x4 11 Gx8 = Sx6 = 5x8 MT18HS [I 3x5 = SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 3-6-0 4r2-p 8-543 110E-01 166E F 22-7-2 3-I12 30-11-1 1 37.9-5 1 449-6 3-60 6Ni1 PlateOffsets (XY)-- 4i1-13 - [Ui - tii1-a 11�0-2-80-1-41 f4:0-2-00-1-81 (5:0-6-00-2-41 W-a [7.0.5-80-3-41 f&0-4-80-2-121 1J-14 f11:0-3-80-4-41113:0-3-8Edge1 - f15�0-2-120-3-41120:0-3-80-3-01 LOADING(pst) SPACING- 2-0-0 CS]. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -DA2 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.4515-16 >955 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.10 13 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wmd(LL) 0.21 17 >999 240 Weight: 328 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 8-.10,10-12: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-13,8-15,11-15,12-14: 2x4 SP M 30 SLIDER Left 2x6 SP No.22-6.0 REACTIONS. (Ib/size) 13=2292/0-3-0 (req. "-9), 22=536/1-4-0, 21=2738/0-7-10 Max Horz 22=654(LC 5) Max Upliftl3=-1831(LC 5), 22=-848(LC 5), 21=-2018(LC 4) Max Gravl3=2994(LC 9), 22=875(LC 9), 21=3480(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 1-2= 279/472, 2-3=-485/472, 3-4=-147/362, 4-5= 1016/680, 5-6=-2798/1843, 6-7= 2798/1843,7-8=-4083/2583,8-27=-3498/2248,9.27=-3501/2248, 9-10=-3514/2260, 10-11= 3514/2260,11-28=2332/1469,12-28=-2332/1469,12-13=-2836/1845 BOT CHORD 1-22=-385/484, 22-29= 257/177, 21-29= 257/177, 20-21= 257/177, 20-30=-653/852, 19-30— 653/852, 18-19= 653/852, 18-31= 2455/3832, 17-31=-2455/3832, 16-17= 2456/3831, 16-32= 2282/3577, 3233=-2282/3577, 15-33=-2282/3577, 15-34=-1469/2332,14-34=-1469/2332 WEBS 3-22= 7181651, 4-21= 3250/2017, 5-20=-2094/384, 5-18= %52/2964, 6-18= 867/788, 7-18-1475/832,8-16=-885/1565,9-15=-910/838,11-15=-1150/1717,11-14= 2152/1616, 12-14=-2142/3391,4-20=-1431/2377,7-16=-1289/898 Structural wood sheathing directly applied or 3-5-6 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-6 oc bracing. 1 Row at midpt 12-13, 4-21, 5-20, 5-18, 7-18, 8-15, 11-15, 11-14, 12-14, 7-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Exterior(2) 0-0-0 to 22-7-2. Intmor(1) 22-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Ops1. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1831 Ib uplift at joint 13, 848 lb uplift at joint 22 and 2018 lb uplift at joint 21. 9) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front () or back (B). A WARNING-yedtydeslgnparamefmmd READ NOTES ON THIS AND INCLUDEDMITEKREFERANCE PAGE MW473ret, 10/OY10IS BEFORE USE volld for use onlywlih Mnelt®connectoo, Bns design Is based my upon parameters shown, aril is form hldivldual building component, hot IMFDesign a truss system. Before use, the brNalng designer must Verily the applk:abnity of design paameters and Vapory Blcwporote this design Into the overall bIDtlingdedgn. Bracing Is buckling only. A diflorlaltempwaryandpemlafenibaclrg MiTeK Indicated to prevent ofindMdualIniand/or chord members Eolwoysrequlredforsto ityondto Weventcollapsewlihp�epersorlalhlluryaldpropertydamoge. For general gultlanco regarding the EBlvd. East B 6904 Parke East fabrication. storage. delivery, erection and braclrg of huwai,ancl hunsyVems seeMS11711 Goanty Ci terla, DSB-89 and SCSI Bonding Component Tanpe, rk Solely Informaflon ovailade hem buss Rate Institute. 218 N. Lee Sheet Suite 312 Nexaxl8a VA 2231A.33610 Job Truss Truss Type Cry PN Harbor Ridge Lifestyle T894985a 73105 Gat SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-80, 5-7=-100(F=-20), 7-8= 80, 8-12= 100(F= 20), 13-23=-30 T.640 s Apr 192016 MRek Industries, Inc. Wed Jun 2910:39V42016 Page ID:7CPecszFdotRumoewallfLyMy1 I.D9jPOhOSTBGdpLy59Z4tVysKHv h5NMOxcILBzISxr A WARNING- Verlly scatter Parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEMh7473 rev. 101)Y2DI6 BEFORE USE. i �R DesIgn valid for use only with Mrekg connectors. This design B based only upon parameters shown. and Is for an InOMdual building component. not a frnas system. Before use, the buddlrg designer must vedty the applmabWy of desgn parameters and psopedy Incorporate 6sk design Into the overall imchordmemb AhlitloralfemporaryandpermorontbracIng i�YpL Mel( buSdirgdeslgn. Wmhglnd edlstowevenlbucWingoflndlvlduahusaweba morgy. solways required for stobpltyand to prevent collapse with possbe persanui Injury and oropery, damage. For general guidance regacIDg the folxkotbn storage, delivery. erection and brocktg of Inraes aryY truss systems, seeAN51/fPll 9uallty CRleda, D5B-89 antl SCSI Balding Component Sees Parke East Blvd. Safety Informallon Mailable from fins Nate InttlMe. 218 N. lee Street S rte 312, Alexandda, VAM14. Tampa. FL 3361 D Job Was fuss I ype uty Harbor Ridge Lffesyle T0948B56 73195 G3 SPECIAL 1 JVly 1 Job Reference (optional) Clambers Truss, Inc., Fort Plerce, FL or Scale = 1:85.B 5x8 MT18HS = 3x5 = 3x4 1 8 9 10 21 26 20 19 1827 17 28 16 29 15 30 M 31 13 3x4 11 3x6 11 4x5 = 3x6 — 5x8 = 3x4 11 5x10 = 3x4 11 6x10 MT18HS = axe II 3.6-0 4-20 8-5.13 12.6-0 18-6-9 24-7-2 30-7-2 34-11-10 3&4-2 44.9-8 3.6-0 0.8- 4.3.13 463 6-0.960.0 4-4-8 N 5-5-4 Plate Offsets (X Y)— f 1.0-2-B O-1-41 f5:0-G0 0.2-41 p:0-5-0 0-3-01 18:0-5-8 0.2-01 f 11:0-2-8 0-2-01 (15:0.5-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.4214-15 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOrz(TL) 0.11 13 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wmd(LL) 0.15 16 >999 240 Weight: 340 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Siructuml wood sheathing directly applied or 3-0-5 oc purling, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3*Except* BOTCHORD Rigfd ceiling directly applied or 4-10-4 oc bracing. 11-13: 2x4 SP M 30 WEBS 1 Row at midpt 4-20, 5-19, 5-17, 7-17, 7-15, 9-15, 9-11. SLIDER Left 2x6 SP No.22-6-0 11-15.11-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 13=2239/0-3-0 (req. 0-3-12), 21=560/1-4-0 (min. 0-1-8), 20=2633/0-7-10 (min. 0-4-0) Max Horz 2(LC 5) SPECIAL ANCHORAGE, DESIGNED BY 13-19 Max Uplift 13=3158(LC 5), 21= 648(LC 4), 4) OTHERS IS REQUIRED AT SU PPORT(S) Max Grav 13=3158(LC 9), 21=894(LC 9), 20=3381(LC 9) 0=3381(LC 9 LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/458, 2-3= 481/460, 3A=-151/367, 4-5= 1619/899, 5-6— 2728/1546, 6-7=-2728/1546,7-8=-2595/1260,8-9=-2263/1246,11-14=0/454,12-13=-328/300 BOT CHORD 1-21-376/483, 21-26=-919/828, 20-26=-919/828, 19-20=-919/828, 18-19=-1504/1824, 18-27=-1504/1824, 17-27=-1504/1824, 17-28= 2319/3744, 16-28— 2319/3744, 16-29=-2320/3738,15-29=-2320/3738,15-30=-12362022, 14-30=-1236/2022, 14-31— 12,W2034, 13-31-12542034 WEBS 3-21=-708/637, 4-20=-3187/1748, 4-19= 10862204, 5-19-1548/897, 5-17— 11252234, 6-17=-8181761,7-17=-910/284,7-16=0/355,7-15=-1992/1195, 8-15=-188/598, 9-15=-619/1294, 9-11-2640/1653, 11-13— 34212105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=4611; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 24-7-2, Interior(l) 24-7-2 to 30-7-2, Exlerior(2) 30-7-2 to 39-26, Interior(1) 39-26 to 44-7-10; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This Imes has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, With BCDL=15,Opsf. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1992111 uplift at joint 13, 848lb uplift at joint 21 and 1705 Ib uplift at joint 20. 9) *Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the Was are noted as front (F) or back (8). 0 WARNING -Vady deafge paramofera and READ NOTES ON Moo AND INCLUDED MITEK REFERANCE PAGE W7473 row. IM01RDI5 BEFORE USE Design valld for use orgy with MBek®connectors. Inls design is based only upon parameters shown. and is for an hdAcual Watling component.rwI a truss system. Before use, the bNaling designer must verify the applicability of desgn parameters arW properly Incorporate this design Into the overall bidingdeslgn. bminglrsdcatedhtopreventb N[WofhWMduallnnsweband/mchwdmembeisonly. AddltlonalfemporaryandpermanenlbraGng ��-��•YYY MiTek' b always recidred for stabilly and to prevent collopse with parable personal friary and property damage. For general guxlarlce regarding the fobkailom storage, delNery, erecffon anal bracing of tnnsas oral lms systems aceANSI/TPI 1 Quality Criteria,DSB-09 and BCSI Buffeting Component 6904 Pede East BNtl. Safety Information a dilable from Tessa Plate hsiiNle. 218 N. We Street, Site 312 Alexandria. VA 22314. Tampa, FL will) Job mss rus5 I ype Qty Ply Harbor Ridge Ldestyle T8949n56 73195 G3 SPECIAL 1 1 ,lob Reference (optional) Chambers Tmas, Inc., Pon Pierre, FL 7.6405Nav10201Skvmrk1ndusitles.lnc. Wed3ao2912:00:532016 Paget ID:70PecszFdotRumoewatl(LyMyI I-LMHLI7UBOcp2_XWSOSilbvgBbIMKNGnwrBGY98z1 RIB LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1 Uniform Loads (pit) Vert 1-5=-80,5-7=-100(F=-20), 7-8=-80, 8-10=-100(F=-20), 11-12=-100(F=-20), 13-22=-30 A WARNING- Verily design parameters and RE40NOTES ON MISAND INCLUDED MMSKREFERANCEFAGE MIL7473re, 1010.3,2015REFORE USE Dedgn Wild form onlywlth MBek®connectom. iNsdedgn 8 based onlyuDon parametendrnowr. and h for an InNNtlual bulling component, net ofnmsysfem.Befaeuse.lhebWdMdesignermustverifyfheoppllcob4ityotdesignpaometemor properlyhcorpaafe Ih8design Intotheoveroll bufalrOcledgr6&achglrldlcatedlstopevenlbucldlrgoflndNUualtnrsweband/mcl rdmemb moNy. Mainfornaltemporaryoncipelmanentbrac9g MiTek' Is always recluBed for slabdlfy, and to pevent calatsse with possible personal bkIry arrd popery, damage. For general gddance regart9ng the fobdcallon, storage, delivery, erection Orb br=Ug of truces andIons systems seemsi/piI Quality cleric. DSB-B9 and BCSI Building Component Parke 6904 Parke Eeet BNtl. 6904 P Safety Information ava]oble from Tons Plate Institute, 218 N. We Street. Suite 312. Nexandda. VA 22314. . 33610 Job Truss Truss Type Qty Ply Harbor Ridge ]-restyle T8949a5] 73195 04 SPECIAL 1 1 Job Reference 6onal Chambers Truss, Inc., Fort Pierce, FL ].690 a Ppr 19 2D16 MJ eN Iatlasfiee, laC. Wetl JOn 291D:3M:D'v 2ulG Yage 1 ID:7QPemzFdotRumoewatlfLyMyl l-hBHnc115EVOURVX1IGb6290 W OJHCQYdVFbMrtdzl Sxq V 5X6 3z5 3.4 II = 5x8 MT18HS= 9 10 it Scale = 1:83.9 21 `a 20 19 C1 18 CO 17 LD 16 " 1s 14 ax8 II 3x4 11 3x6 II 6x8 = 4x10 = 3x4 II 5x10 = 3x4 II 6x10 MT18HS= 36-0 4 2 B-5-13 146-0 20-6-9-2 3P -9 26-77-2 34-11-10 2 'r-2 00-98 3E-0 08 4313 6-03 6-0-8 - fi-09 4-0-0 4d-8 4-0-0 Plate Offsets(XY)-- H:0-5-10-1-41 f6:0-5-80-2-01 (9:O-3-00-1-121 fl2:0-2-80-2-01 f16:0-5-00-3-01119:0-2-120-3.01 LOAOING(fasf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Ved(LL) -0.11 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.42 15-16 >999 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 HOrz(fL) 0.10 14 n/a r✓a BCDL 15.0 Code FBC2014/IPI2007 (Matrix-M) Wind(L-) 0.1417-18 >999 240 Weight: 350 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 12-14: 2x4 SP M 30 WEBS SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (Ib/size) 14=2248/0-3-0(req.0-3-12),21=522/1-4-0,20=2662/0-7-10 Max Ho221=1402(LC 5) Max Uplift14=-1992(LC 5), 21=-803(LC 4), 20=-1752(LC 4) Max Gravl4=3153(LC 9), 21--830(LC 9), 20=3442(LC 9) FORCES. (lb) -Max. Comp-IMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-249/440, 2-3=-484/466, 3A=-185/356, 4-5=168/389, 5-6= 201311105, l 6-7=-2657/1562, 7-8_ 2657/1562, 8-9=-2580/1345,9-10= 2246/1248,12-15=0/459, 13-14=-328/300 BOT CHORD 1-21=-388/491, 21-26= 910/815, 20-26=-910/815, 19-20=-910/815, 19-27=-1630/2088, 18-27= 1630/2088,18-28= 2113/3290,17-28= 2113/3290, 17-29=-2113/3286, 16-29=-2113/3286, 16-30= 1236/2020,15-30=1236/2020, 15-31 =-1 254/2031, 14-31=-1254/2031 WEBS 3-21= 638/576,5-20=-3217/1811,5-19=-103312142,6-19=-11627713, 6-18=-868/1722, 7-18= 823/760, 8-18=-477/60, 8-17=0/283, 8-16=-1903A 196, 9-16= 3311775, 10-16= 589/1251, 10-12=-2640/1665, 12-16= 254/173, 12-14=-3417P2105 Structural wood sheathing directly applied or 4-1-2 oc pudins, except end verticals. Rigid ceiling directly applied or 5-1-2 oc bracing. 1 Row at midpt 5-20, 5-19, 6-19, 6-18, 7-18, 8-18, 8-16, 10-16, 10-12, 12-16, 12-14 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 26-7-2, Interior(l) 26-7-2 to 30-7-2, Exlerior(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 fast bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1992111 uplift at joint 14, 8D3 lb uplift at joint 21 and 17521b uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING -Verily designparemeler MdREAD NOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMl47423 rev. iNO3/1015 BEFOREUSE Design valid for use onlywth MRek®connectors. iNs design Is based only upon parameferssilovA and Is for an kx11vIdual buldkg component not � o llcingdemIn. Breuse, fire Wild NidesgrintmustverifytheappllcaWifyofdesignparametersandpropedy Incorporatem6 aW intothe overall bu0dirg desgn.f9actlg Urtlkaled 6lo prevent tattling of VldMtluolfirssweb arxf/or ctwrd members oNy. Adc9ibnol temporary and peimaneni bracing MiTek' to prevent ooifops stlbi il ld grope regard is alwayion. damage. For generand 6904 Parke East Blvd. IICSnce st rck e. eliveiryand t ossyst s, ese mpon f russoz Ctllerla, DSB-89 and (SCSI Building Component storage. delivery, and bracful of 18 y Quality MexandrIa Terrya, FL 33610 Sobrkaibn VAM Safety Information ovdlade from Ina Rate ImrMe, 218 N. Lee Street. State 312 /VezoMlila. VA22314. rom Imn N. Lee S ree�. lte 31 Job Truss Use I ype Ory Ply Harbor Ridge Ldestyle 78940857 73195 G4 SPECIAL 1 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unitonn Loads (plf) Vert: 1-6— 80, 6-8=-100(F=-20), 8-9=-80, 9-11=-100(F= 20), 12-13=-100(F=-20), 7.6403Apr192U16MileKinauslries,im. wea JYa2N1a:4.=;a,,6 rage2 lTPecszFdotRumoewatllLyMy11-hBHn0115EVOURVXIjGb6290 W OJHCOVdVFbMrtdzl Sxq 14-22= 30 Q WARNING-Verf/ydaugnpatametersandflEAD NOTES ON THIS MD INCLUDED MNEKREF£RANGE PAGE1,01-7473mv. 10/0.b2015 BEFORE USE Deslgn valid for use oNywlih MlTek15),,m clors. WS deaM Isbased ordyupon parameters shown, and is for an hAlvldual budding component. not a Iruss system. Before use, the building designer must verity the applicablltyof dedgn parameters and Woperly hcotporale this design Into the overall GAtllrgdodgn. aaciglrrdkatedlstoWeve tbucWlrgoflndivklualtnnsweband/Wchordmembmso y. Adc99ortafiempaaryontlpermanentbracing `] M OIC Is always lequted for stabBltyand to Wevent collapse Wlh possible personrl hluy orx WOlxedy dmnage. FWgeneralgrld oregm:WQ the 6904 Parka East Blvd. fa icolbM storage, deilveW. ereclion and bracing of tresses orxf Bussyetems, s MSI/TPII 6uolityCriteria, DSB-89 and BC51 Building Component ToWa. FL 33610 Salary INormadon available Irom Inds Rate Insfllute. 218 N. Lee Street, Sutte 31Z Mexandrlo. VA 22314. Job Truss Truss Type Qty Ply Heiner 8ldge Lifestyle T8949858 73195 G5 SPECIAL 1 1 Job Reference (optional) CrumEers Truss, Inc., Fen Pierce, FL V Sx6 = 3x5 = nn� 5,6 = 5x12 — 10 11 12 v Stale=1:87.8 23 au 22 31 LI 20 ere Is " 18 17 J9 16 " 15 3x8 II 6x8 = 3x8 —4x8 = 5x10 = 6x10 Mr18HS= LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.63 BC 0.56 WB 0.87 (Matrix-M) DEFL. Vart () Ven(TL) Horz(TL) Wind(LL) in (loc) Well Ud -0.12 20-22 >999 360 -0.4016-17 >999 240 0.11 15 n/a n/a 0.1318-19 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 3721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-1-10 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5.2-6 oc bracing. 13-15: 2x4 SP M 30 WEBS 1 Row at midpt 8-20, 9-19, 10-17, 11-17, 11-13, 13-17, 13-15 SLIDER Left 2x6 SP No.2 2-6-0 2 Rows at 1/3 pre 9-17, 6-22 REACTIONS. (lb/size) 15=2262/0-3-0 re . 0-3-11), 23=527/1-4-0, 22=2643/0-7-10 ( ) ( q SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) Max Horz23=1387(LC 5) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Uplift15= 2007(LC 5), 23-854(LC 4), 22-1674(LC 4) REQUIRED SUPPORT WIDTH SHOWN BELOW. Max Grav15=3151(LC 9). 23-39(LC 9), 22=3511(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-28= 289/449, 2-28=-251/450, 2-3=-479/478, 3-4= 151/379, 5-6— 137/367, 6-29=-2246/1307,7-29=-2157/1316,7-8=-1950/1230,8-9=-2587/1562, 9-10-2576/1445, 10-11— 2243/1292, 13-16=0/456, 14-15= 328/300 BOTCHORD 1-23=-390/482,23-30-940/822,22-30=-940/822,2231=-1526/1793,21-31=-152611793, 20-21-152611793. 20-32=-2021/2908, 19-32=-2021/2908, 19-33=-191512884, 18-33=-1915/2884, 17-18-1915/2862, 17-34=-1246/2017,16-34-1246/2017. 16-35-126512029.15-35=-1265/2029 WEBS 3-23=-712/631,4-22-641/495, 6-20= 344/1044,7-20=-224/532, 8-20=-1270/662, 8-19=0/445,9-17= 1917/1260,10-17=-460/923, 11-17=-618/1243, 11-13=-2640/1710, 13-17=-264/174,13-15-3413/2123,6-22=-2819/1398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-6-0, Exterior(2) 16-6-0 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left Exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water paneling. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2007I11 uplift at joint 15, 8541le uplift at joint 23 and 16741b uplift at joint 22. 10) 'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). on true on page Qwn8 VerlydNyWtaremef and NMIS INCLUDED AN BEFORE USE. }r,�*R ctA IrlsdeOTES Cuad .On [sWm3rv. aMwlcWff Dedgnyalene.eeuyv4rh POnMf .etOM lsfor on ildf designh Mhbcw pi�Y�®■ OWIcaNyu ofdecIameromelovm.and onot icarat enign Into a Inertsystem. Beforeuse,theatedrgtl evenimustveritythelvld l abSlty ede50nparameters beproperly hcorporale this tlesgn mfo the overall Widnconnecer MMs g aorstaindNOralt s enlWackrp lndlvltlualIca'al MiTek' Iscgbu2 recIrr prevent oyandprcorAmemnage. f. gene QtJdmporaryantl e;the b always reauiretl for stability orb to prevent collgne po=e persorsd m}sy and property dsnage. rot gene" 9llld®laa regrn�ng the 6904 Parke East 13W. folvIcatior sloroge, delNery, erection and bracng of Trusses and tnrst systems seeANSI/VII Quality Criteria, DSB49 and BCSI Bulltling Component I Tanya, FL 33610 Safety Informarlon available from fir¢ Plate octilute. 218 N. Lee Street. S6te 312 Alexandria, VA22314. Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8949&58 73195 G5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fat Pierce, FL 7,"0 a An, 19 2016 Mrek Industries, Inc. Wed Jun 2910:39:06 2D16 Page 2 I D:7GPecszFdotRumoewatlfLyMy11-9Nr9pN 1j?pW L3f6UG_7LaNxh9idH902fUF5PU3z1 Sxp LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-7=80, 7-9=-100(F= 20), 9-10=-80, 10-12= 100(F= 20), 13-14= 100(F= 20), 15-24=-30 ®WARNING - Ved/ydesign parameters and READ NOTES ON THISANOINCLUDED MREKREFERANCE PAGEMIF]4)amv I"=16BEFORE USE Design wIM for use onlyw1111 MireM Connectors. TNsde9gn B basedonly upon parameters shown antl is for an hdMtlual Wildhg component not ®` a ftucssystem. Before use, the bu Ioing designer must verfy fine apolcobSty of desW parameters and psope ry Incaporale misdesgn Into the overall bWmrgdeslgn. Dochlglntlicatetllstoprevent Woldigoflntlivldualhussweba lotchordmeMWMs Adtlillonoltemporaryandpermarentuming MOW y. Is always requlretl for stabaltyand to prevent collapse with possible personal InMyr arW property damage. For genera19r9tla1ce re9ardirg the 6904 Parke East Blvd. fabdcatbn, storage, dellvery, etecflon and bracirlg of husseamd fruw systems, aSsANSI/TPll Quality Criteria. DSB-89 and BCSI 8uilding Component Tampa, FL 33610 Safety Information available from Tmss Rate Ioef lyde, 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. Job Truss Truss Type aty Ply Harbor Ridge Lilesryle T9949s58 73195 G6 SPECIAL 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 192016 MTek Industries,Inc. Wed Jun 29 Scale-183.6 Sx8 Mr18HS= ass II 3x6 = 5x8 = 7 nnF, � I — .. 22 31 21 32 2U x 19 34 18 JJ 1/ 16 °b 15 °r 14 6x8= Sx6 WB= 3x8= 4x6— &IDMT18HS= axe 186-0 25-]-2 32.6-8 39-4-2 44-9-6 3£-0 63-13 10-0J ]-1-2 fi-114i G9-10 5-5-4 Plate Offsets KY)-- TPO-5-10-1-41 f7.M-80-2-01 fl2.0-2-40-2d1 (2Y0-3-80-3-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ver(LL) -0.26 19-21 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 VINITL) -0.6919-21 >629 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.10 14 n/a n/a BCDL 16.0 Code FBC2014/TP12007 (Matdx-M) Wind(LL) 0.10 18 >999 240 Weight: 338111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Exmpl' BOTCHORD 6-21,12-14: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6.0 REACTIONS. (Ib/size) 14=2273/0-3-0 (req. 0-3-12), 22=504/1-4-0, 21=2656/0-7-10 Max Horz22=1368(LC 5) Max Upliftl4=-2066(LC 5), 22=-851(LC 4), 21_ 1628(LC 4) Max Grav 14=3168(LC 9), 22=793(LC 9). 21=3604(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 310/438, 2-27=-475/408, 3-27=-467/489, 3-4= 155/384, 4-5=-198/270, 5-6=-107/399,6-28=-2420/1359,7-28=-2327/1378,7-29=-2481/1514, 8-29=-2481/1514, 8-9=-2481/1514,9-10=-2481/1514,12-15=0/370,11-12=-342/308,13-14= 330/302 BOT CHORD 1-22=-398/480, 2231= 939/817, 21-31=-939/817, 21-32=-1625/1969, 20-32=-1625/1969, 2033=-1625/1969, 19-33= 1625/1969, 1934=-1677/2339,18-34=-16772339, 1635= 16282409, 1735= 1628/2409, 16-17=-1628/2409, 16-36=-128812012, 15-36=-1288/2012,15-37= 13082031,14-37=-130812031 WEBS 3-22= 707/616, 4-21= 6971553, 6-21= 2872/1345, 6-19=-1401870. 7-19=-410/172, 7-18=393/856, 8-18= 901/837, 10-18= 543/619, 10-16=-207/436, 10-12= 2609/1640, 12-16=-539/595, 12-14=-3413/2196 Structural wood sheathing directly applied or 3-9-13 cc pudins, except end verticals. Rigid ceiling directly applied or 5-8-4 cc bracing. 1 Row at midpt 6-21, 7-19, 7-18, 8-18, 10-18, 10-16, 10-12, 12-14 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=170mph (3-second. gust) Vasd=132mph; TCDL=4.2pst-, BCDL=3.Opsf; h=16f ; Cal. II; Exp C; Encl., GCpi-0.18; C-C Exterlor(2) 0-0-0 to 15-0-0, Intedor(1)15-&0 to 18-6-0, Exterior(2)18-6-0 to 33-6-0, Interior(1) 39-2-6 to 44-7-10„ cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 5.0psf. 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 2066 lb uplift at joint 14, 851 lb uplift at joint 22 and 1628 lb uplift at joint 21. 10)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). an ar WARNING -Verhydes/gnparamefemandREADNOTE50N TRI5AND INCLUDED MREKREFERANCE PAGEM11-7473rev. iNWsiVISG FOREUSE Design "Id for use ody WM MITeWdisseectors. OJsdesign Is based only upon parameters shown. and Is form ixflvldual butclrg component, not � a truss walem. Before use, flee CWldW d skner must verify the opplicoNlty ofdesign parameters and properly Incorporate tins design Into the overall buldingdeogn. Bracing lrMbaledlstoprevent bucia gonWercluolhumeteband/orctardmembenonsy. Addltlorlaltempwarymtlpermanenibracing MiTOW Galways regWred for stablltymd to prevent collmse with posffile persorxi Injury mc! property damage. ForgeneralguldmceregaQngme fobrbatbm storage, de]Wery. erecson and Uraci g of Iruaesmd truss systems, s ANSI/IPII Ouallty Cdteria, DSB-89 and BC61 Bullding Component 6904 Parke East BNd. safety Information ovalatNs, Iron I= Rate InSBMe, 218 N. Lee Street. S1le 312. Alexandra VA 22314. Tenge, FL 33610 Job Truss Truss Type Dry Pty Hetbor Ridge L'Aemyla 894H859 73195 G6 SPECIAL 5 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 J Uniform Loads (plf) Vert: 1-7— 80, 7-11= 100(F= 20), 12-13= 100(F=-20), 14-23= 30 7."D S Apr 192016Md ekladustnes, Ina. Wed Jun 291 u:3 ws,I16 Paget ID:7DPecszFdARumoewatlfLyMy11-daPYlj2Lm6eCgpggghea7aUo_6w6aRScivtyyVz1 sea ®WARNING- Verify desfan parameters and READ NOTES ON THIS AND INCLUDED MREKREFENANCE PAGEMIP7473 rev. f0/UMIS BEFORE USE Design valid for use only W h Mlield9 cormeclon. RJs design E based only upon paramefen shovm, antl Is for an individual b llotrlg component, not a fora system. Before use, fire budding designer must verly the appllcam blity of design parameters and properly Irecomorafe fhk design Info the overdl buildingdesign. Bracing Indicated! NtobuckNgofind[vidualhusswebandforchordmembers only. Addlflorwltemporaryandpermanenfbracing MITeK prevent for tl prevent collapse vAlfn possible persorM Injwyorw propedu domcge. FOf general d me alwaysen, 69g4 Parke East Blvd. Clog S rmsa systems. Cdtetla, DSB-89 and BCSI Bu9ding component f slora elivelNoerectionbraGng of BCS1 Building brt storage. defiler,, ti Tarrye, FL 33610 Alexandra VA 22y Safety Information availade from Truss Rate kxshfufe. 218 N. We Mreei. Sulfe 312 Alexandd4 VA 22314. Safety I from lass 18 N. We Job Truss Truss Type ty Ply Harbor Ridge Lileayle T8949B60 73195 G7 MONO HIP 1 1 Job Reference (optional) Chambem I mss, I.,, Foa Werce. FL FZr31r• Ql 6-75 scale = 1:85.6 5x8 MT1 BHS= 7.00 12 7 V 3x4 = 3x4 = 3x6 = 4x4 = Sx6 = a 27 9 10 11 28 12 21 29 20 3e 1a 01 18 az 17 44 1u 15 O° 14 ao 13 3x8 II 3x4 11 bk8 = Sx6 WE= 3x8 = 3x4 = 4x4 = 5x6 = Sx6 416 = LOADING(psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 15.0 Code FBC2014/TPI2007 CST. TO 0.61 BC 0.72 WE 0.94 (Mainz-M) DEFL Verl(LL) Vert(TL) Horz(TL) Wind(LL) in Doc) Wall Ud -0.28 18-20 >999 360 -0.72 18-20 >604 240 0.08 13 We WE 0.1215-17 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 352 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purling, except BOT CHORD 2r4 SP M 30 end verticals. WEBS 2x4 SP M 30'Excepl' BOT CHORD Rigid ceiling directly applied or5-812 oc bracing. 12-13: 2x6 SP No.2, 3-21,4-20,6-18: 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 8-18, 8-17, 9-17, 9-15, 12-14, 11-14, OTHERS 2x4 SP No.3 11-15 SLIDER Left 2x6 SP No.22-6-0 2 Rows at 113 pis 12-13 SPECIAL ANCHORAGE, DESIGNED BY REACTIONS. (lb/size) 13=2266/0-3-0 (mq. 0-3-12), 21=194/1-4-0, 20=2662/0-7-10 OTHERS IS REQUIRED AT SUPPORT(S) Max Horz 21=1035(LC 5) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Uplift13=-1919(LC 5), 21=-850(LC 5), 20=1746(LC 4) REQUIRED SUPPORT WIDTH SHOWN BELOW. Max Grav13=3158(LC 9), 21=782(LC 9), 20=3669(LC 9) FORCES. (lb) -Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-318/442, 2-3=-477/495, 3-4=-158/392, 5-6=-104/405, 6-26=-2470/1462, 7-26=-2375/1481, 7-8=-2137/1384, 8-27= 2574/1653, 9-27=-2574/1653, 9-10=-2363/1491, 10-11=2363/1491, 11-28=-1534/952, 12-28=-1534/952, 12-13=-2991/1930 BOT CHORD 1-21= 403/482, 21-29= 5531479, 20-29=-553/479, 20-30= 1277/1744, 19-30=-1277/1744, 1931=1277/1744, 1831=-1277/1744, 1"2=-165312574.17-32=-165312574, 1733=-1491/2363, 1633=-1491/2363, 15-16=-1491/2363, 1534= 952/1534, 1434=-952/1534 WEBS 3-21= 703/618, 4-20=700/554, 6-20= 2935/1478, 6-18=-199/862, 7-18=-248/538, e-18=-883/543,8-17= 202/319,9-17= 328/427,9-15= 1127/981,12-14=-1897/3046, 11-14= 2310/1695, 11-15= 1086/1672 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h-46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exlerior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 18-6-0, Extenor(2)18-6-0 to 39-8-9; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1919lb uplift at joint 13, 8501b uplift at joint 21 and 1746lb uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the Truss are noted as front (F) or back (B). A WARNING- Verify design pammer. and READ NOTES ON THIS MD INCLUDED MITEKREFERANCE PAGE 101l-7473 rev. 1N03201S BEFORE USE *� Design valid fa use only Win Mifek®connectors. Ns design is based ally upon parameters shown. and is for an IndMWal Wrong component not a truss system. Before use, the buBtlbg designer must verify the appicobillty of design parameters and properly Incorporate tints dedgn Into One overall bullcagdeslgn. WacPo8l ted toprevenlWc IngofV iduolhusweband/achordmemWmo y. Addilionaltemporaryand permanentbracing MiTek' Is clwa regW2d for stability and to prevent collapse Win possible personal blury and prope"damage. for general guidance regarding the 004 Parke East Blvd. fabroaibn, storage. delivery. erection all bracing of trusses antl truss system%seeANSI/TPI I grab By criteria,DSB-89 and SCSI BuBcUng Component Temga, FL 33610 Safety Information ovdtoble from trust Rate Institute, 218 N. Lee street, State 312. Nexanddo. VA 22314. Job Truss Truss Type Uty Pry Helbor Ridge Ldestyle T8949860 73195 G7 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Piarw, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7= 80,7-12= 100(F=-20), 13-22=-30 7.69USAprl92e16M,1eklndUStrleS,IM. Wetl JYn Z91v3U0UZV16 Yage2 ID:70PemzFdotRumoewatlfLyMy11-6mywE33zXOm3lzFtOP9pfo0D?W GBdvWyxZeW UyzlSxn ®WARNING -Verity d.V nparameters and READ NOTES ON THIS AND INCLUDED MR KREFERANCE PAGE MOJ4Ta rev. IODGIM015 BEFORE USE. *� Design vaild for use only Mth MlTek® connectom this cfesgn k based only upon parameters shown. and lsfor an MMdual txddhlg component riot a truss system. Before use, itle building des gnei must verify the opplicab0llyof de gn parameters and rxoperly Incorporate th6 design Into the overall blDmlgdeslgn. WmhgMl oledlstoprevenlbu HIMof4ldMdualhussweband/mr rdmembersoNy. Adc➢flonalfempoforyoncipelmanentbrocing i•�YO MiTek' 6 always required for st.Mily and to prevent collapse with pomlole personal Pllary and property ccor, e. For general gl9dance regadg Ilse 6904 Parke East BNtl. fobfkntion, storage, deVvery. erection and bracing of hares anc! ftu system& seeANsitwii Quality Cdteda, DS549 and BCSI Building Component Tanya, FL 33610 Safety Inlormatlon avdlode ham Tnar Hale InstlNte, 218 N. Lee Sheet, SMfe 312 Alexanddo. VA 22314. Job Truss Truss Type Qry Pry Harbor Ridge LBestyle TB999B61 73195 G8 MDNOHIP 2 1 Job Reference o tional wambers vuss, ma, non nerce, ru 5-0-1 5-0-1 6-7-12 Sxe MT18HS= 7.00 12 4x5 - I.09u s 3x4 = 3x4 = 3x6 = 4x4 = 6 20 7 8 9 21 US = 10 19 15 22 11 16 24 15 2b 14 13 2c 12 G1 ii 3x4 GAB = 3x6 S,g = 3x4 = 4x4 = 5xa = Sx6 11 4x6 = 4-a-0 V 13 15-0-0 21-]-12 28-1-11 34-7-11 413E Scale - 1:82.9 Plate Offsets (KY)-- f5:0-5-8 0-2-01. f 10:0-2-12 0-1-81 112:0-3-8 0-2-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in foal Wait Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.61 Vert(ILL) -0.30 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.7416-18 >584 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 HOrz(TL) 0.08 11 n/a n/a BCDL 15.0 Code FBG20141TP12007 (Matrix-M) Wind(LL) 0.12 15 >999 240 Weight: 3411b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 *Except* 10-11: 2x6 SP No.2, 2-18,4-16,1-19,1-18: 2x4 SP No.3 REACTIONS. (lb/size) 11=2281/0-3-0 (req.0-3-12), 18=2740/0-7-10 Max Horz18=831(LC 4) Max Uplift 1=-1905(LC 4), 18-2410(LC 4) Max Gravl1=3167(LC 9), 18=3770(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 cc purling. except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-0 cc bracing. WEBS 1 Row at midpt 4-18, 6-16, 6-15, 7-15, 7-13, 9-13, 9-12, 10-12 2 Rows at 113 fits 10-11 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SU PPORT(S) LOCATIONS) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-308/294, 3-4=-81/275, 4-5=-2488/1465, 5-6-2154/1392, 6-20=-2588/1661, 7-20= 2588/1661, 7-8= 2370/1493, 8-9=-2370/1493, 9-21=-1527/947, 10-21-1527/947, 10-11=-3002/1916 BOT CHORD 18-22=-1266/1766, 22-23= 1266/1766, 17-23=-1266/1766, 16-17=-1266/1766, 16-24=-1661/2588,15-24= 1661/2588,15-25= 149312370,14-25=-1493/2370, 13-14-1493/2370, 13-26-947/1527, 12-26=-947/1527 WEBS 2-18-8081641, 4-18=-2878/1578, 4-16=-235/804, 5-16=-198/542, 6-16=-872/541, 6-15=-201/320, 7-15= 337/439, 7-13=-1142/994, 9-13= 1099/1695, 9-12— 2325/1701, 10-12=-1901/3056,1-18=-305/496 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=461t; Cat. II; Exp Q Encl., GCpi=0.18; C-C Exlerior(2) 0-1-12 to 36-2-9, Intetior(1) 36-2-9 to 41-1-10; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BOX =15.Opsf. 6) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1905lb uplift at joint 11 and 2410 lb uplift at joint 18. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ®WARNING- Verlfydeslgnpzrameterc and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMIN473 rev. 10232015 BEFORE USE Deslgn valid for use only with MIT06 connectors. iNs design is basedonlyupon parameters shown, and is for an Individual W9dng comporsent nor a truss system. Before use, iM bunting designer must wr fy the oppliaaUity of design parameters and property Incorporate this design Into IM overall ■® bIDc&rgdedgn. Br G gin atedlstopseventWCMIngofindlvldualtmr webaM/orctwsdmemb moNy. Additbnaltemporaryandpermawntbra W MiTek' Galways required for SlobBily and to prevenicollopse with posdble personal Nfray and property damage. Forgeneralguldonceregardrgns, fatxk atom storage, delivery, erection and DroakV of tnraesard tots system% WeMSI/iPll Quality Crilerla, D5B-89 and BCBI Building Component N04 Parke Emt Blvd. Safety Information available from isms Plate InsBMe, 218 N. Lee Street Suite 312, Mexaldtla, VA 22314. Tio pe, FL 331310 Job Truss Truss Type Dry Ply Motor Ridge Uretyle T8949861 73195 GB MONO HIP 2 1 Job Reference o [tonal Chambers Twss, Inc., Fort Pierce. FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5= 80, 5-10= 100(1` 20), 11-19=-30 7.64D s Apr 19 2016 MtTek lndusnies, Inc. Wed Jun 291use 09 2D16 Page t 1D:7OPecszFdolRumoewatIfLyMy11-6mywE33zXOm3lzFtOPgpfo00?WGI dvZyxZaW Uyz1Sm J ® WARNING -Verilydeslgnparametomand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE MIAZIMiov.10A32015BEFORE USE Design valld for use only wllh MITekre conned.. Ms desgn b based only upon trarOmeten, grown.and N for an BMMdual butding component net ■` a to. system. Before use, tine budding designer must verify the applicabBiry of desgn parameters and poperry incorporate fhb design Into tine overall -•Y� bldirgderIgn. BrmbnglM atarils(opreventWckingofir IvMuolUu band/orchordmemb moNy. Addifloraltemporcuymdp "owntbr=IW MiTek' b always reclulred for stablityand to prevent collapse with possmle personal Injury and property damage. for general0altlglce regarNng the s fabrkwfion. storage, delivery, erection and bract g of trusses and tnnssyslems, AMSIAPII QuietlyCriteria, DSE49 and BCSI Building Component 6904 Perko East Blvd.. Safely Informallon avdloble from IIus pate IrAfftule, 218 N. Lee Street Sulle 31Z AexarMtla VA22314. Tmrga, FL 3361 D Job Truss Truss Type aty P Parker Ridge Lifestyle T0949862 73195 GEE GABLE i i Job Reference (optional) Cha akers Truss, Inc., Furl Pierce, FL 7.64D s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:39:09 2016 Page 1 ID:r5OfzBCg7uDNmgf=SEKLz64Jz-ayW IRP4blkuww6g3y6g2C7ZlwwmxMVN5ADK300z1Sxm 18-7-15 2]Jl-1 464-0 r 18-7-15 9-0-2 18-7-15 Scale =1:62.1 3x6 = __ J 7.00 12 ass 11 12 13 14 15 16 17 18 4x5 1 50 49 48 47 46 45 44 42 41 40 39 38 37 36 34 a3 32 31 30 29 28 4x,5 11 43 35 3x6 = 3x6 = W 6 Plate Offsets(XY)- (11:0-3-00-1-121f17.0-3-00-1-121 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Ven(TL) nta - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 27 n/a n/a BCDL 15.0 Code FBC2014/1P12007 (Matrix) Weight: 355 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS i Row at midpt 14-39, 13-40, 12-41, 10-42, 9-44, 1538, 16-37, 1836, 19-34 REACTIONS. Allbeadngs46-4-0. (to) - Max Uplift All uplift 100 Ito or less at joint(s) except 39= 213(LC 4), 40=-238(LC 4), 42=-126(LC 4). 44=-255(LC 4), 45=-224(LC 4), 46=-229(LC 4), 47=-226(LC 4), 48- 236(LC 4), 49=-191(LC 4), 50=-338(LC 4). 38=-238(LC 4), 36=126(LC 4). 34=-255(LC 4). 33=-224(LC 4). 32=-229(LC 4), 31= 226((_C 4). 30=-236(LC 4), 29=-191(LC 4), 28-338(LC 4) Max Grav All reactions 250 Ib or less at joint(s)1, 41, 37, 27 except 39=306(LC 9), 40=319(LC 9), 42=292(LC 9), 44=378(LC 9), 45=357(LC 9), 46=361(LC 9), 47=357(LC 9). 48=374(LC 9), 49=300(11C 9), 50=534(LC 9), 38=319(LC 9), 36=292(LC 9), 34=378(LC 9), 33=357(LC 9). 32=361(LC 9), 31=357(LC 9). 30=374(LC 9), 29=300(LC 9), 28=534(LC 9) FORCES. (ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-383/336, 6-7= 287/304, 7-8=-266/312, 8-9=-392/439, 9-10=-512/582, 10-11=-576/659, 11-12=-533/630, 12-13= 533/630,13-14=-533/630, 14-15= 533/630, 15-16=-533/630, 16-17=-533/630, 17-18= 576/659,18-19=-512/582, 19-20=-392/439, 20-21=-266/312, 21-22=-287/304, 26-27=3831336 BOT CHORD 1-50=-321/397, 49-50=-321/397, 48-49=-321/397, 47-48=-321/397, 46-47=-321/397, 45-46=-321/397, 44-45=-321/397, 43-44-321/397, 42-43-321/397, 41-42-321/397, 40-41-321/397, 39-40=321/397, 38-39=-321/397, 37-38= 321/397, 36-37=-321/397, 35-36= 321/397, 34-35=-321/397, 33-34= 321/397, 32-33=-321/397, 31-32=-321/397, 3031=-321/397, 29-30=-321/397, 28-29=321/397, 27-28=-321/397 WEBS 13-00= 259/250, 9-44- 318/267, 8-45- 297/236, 6.46=-300/240, 5.47-29B/238, 4-48=-309/247, 3-49=-258/208, 2-50= 426/337, 15-38=-259/250, 19-34=-318/267, 20-33=-297/236, 22-32= 300/240, 23-31= 298/238, 24-30=-309/247, 25-29=-258/208, 26-28- 426/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=46tt; Cat. II; Exp C; Encl., GCpi=0.18: C-C Corner(3) 0-3-7 to 15-2-0, Exlerior(2) 15-2-0 to 18-7-15, Comer(3)18-7-15 to 27-8-1, Extedor(2) 42-8-1 to 46-0-8; Lumber DOL=1.60 plate grip DOIr1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. QwAflN Oign FIS EFOFEUSE PAGesform pammek9 },�� cnCREA01ya7Ea ld for useonlyg siLANa/NCL only urUMTEKREFERANLe Ireiviclual buku cnmc,like.er not Din- yalldforusesuss,th Mnelc®connector deslgne, apliabyuponparn p+'•�� a hugrysiem. Beforeuse,the(wilding designermagiveritythe applicabilof ity hcolporate ihk tleslgnInfolbe overall most Pcira etersadluooranh10porcife, IN, de dmearilproperly. Mcdw g design. l lndicatetl is to prevenl burl mssweb antl/w members oNy. nt brachg fempaary antlng MiTek' f.rc t generalwl ton Wtof ossb foe orope Me lxrso regarding e balwoteM tcollbracing damage. For generond of hussposable storage. d BCSflce storage, and systemic. cleNe11yale and bracing of weMSlerole Qurtyality Criteria, DSB-89 and BC51 Building Component seeosaWri 6904 Parke East Blvd. Sabrkalb¢ S eet, Sslems f om Trott Safely Information available ham truss Rate Ins1IMe, 218 N. Lee Sheet Su0e 312 Alexandtl¢ VA 22314. mailable 18 N. Lee An3 Talrya, FL 33610 Job Truss Truss Type 0ty Ply Harbor Ridge Lifestyle 78949862 TJ196 GEE GABLE i 1 Job Reference (optional) Chambers Trues, Inc.. Fad Pierre, FL 7.640 s Apr 192016 MTek Industries, Inc. Wed Jun 2910:39992016 Paget ID:r5OfzBCg7uDNmgfnw5EKLz64Jz-ayWIRP4bikuww6g3y6g2C?Zlw m%MVN5ADK300z1Sxrn NOTES- 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 213lb uplift at joint 39, 238lb uplift at joint 40, 126 lb uplift at joint 42, 255 lb uplift at joint 44, 224 lb uplift at joint 45, 229 I6 uplift at joint 46, 226lb uplift at joint 47, 2361b uplift at joint 48, 191 lb uplift at joint 49, 338lb uplift at joint 60, 238 Ito uplift at joint 38, 126 to uplift at joint 36, 2551b uplift at joint 34, 224lb uplift at joint 33, 229lb uplift at joint 32, 226 lb uplift at joint 31, 236lb uplift at joint 30, 191 lb uplift at joint 29 and 3381b uplift atjoint 28. 11) "Semi-figid pitchbreaks including heels' Member end f ity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). J LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-11= 80, 11-1 7=-100(F= 20), 17-27= 80, 1-27=-30 Q WARNING Verily cleared p annaidem and READ NOTES ON TNLS AND INCLUDED MFTEK FEFERANCE PAGE Mill rev. 10/092016 BEFORE USE ' Design valid for use only with Weld, connectors.O design h based only upon paramefea drown, and h for an trdlvldual Wldhv component,not a truss system. Before use, the bulltling designer must verily tM applicability of design parameters and (properly Brcorporate this design Into the overall WMkrgdesigrt&actrrgkdkaletlhfopreventWCNUooflntlivitlualtnlsswebaM/orGwrtlmembersoNy. Addinorwltemporaryandpeananardta ig M!TeK Is olways required for stabilllyantl to prevent collapse with poddlNe personal Nlury and properly tlmnage. For general guldance regard o the fatxlooibn. storage, dellvery, erecilon and bracko of hUdes and Imasystems seeANS11711 Quality Criteria, DSB49 and BCSI BuOding Component 6004 Parke East BNd. Safety Information mollaMe from Truss Rate Institute. 218 N. Lee street. Sulte 312. Alexandria. VA 22314. Terrga, FL 33610 Job Truss Truss Type Oty, Ply Harbor Ridge Lifestyle Ts949863 73195 GEF GABLE 2 1 1 Job Retereroe o lional Ghambees Truss, Inc., Fort Pierce, FL 11-0-9 4.4 — J 192016 MTek Industries, Inc. Wed Jun 29 10:39:10 2016 Pagel IfLyMyl1-294gfk4D210nXGPFVgBHID6UDK745?8FPt3cZgzlSxl i 3x4 i 21 20 19 18 17 16 15 14 13 12 3x4 � Scale = 143.8 3x6 = 22.9-2 22 9-2 LOADING(psf) SPACING- 2-0-0 CSI. DER. in (Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) Na - Na 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.05 Vert(TL) Na - nfa 999 BCLL 0.0 ` Rep Strauss Incr NO WB 0.16 HoQ(TL) 0.00 11 n/a RIG BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 118 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. Allbearings22-9-2. (ib) - Max Uplift All uplift 100 Ito or less at joint(s)1, 11, 16 except 17= 220(LC 4), 19= 242(LC 4), 20=-189(LC 4), 21=338(LC 4), 15=-220(LC 4), 14=-242(LC 4), 13= 189(LC 4), 12=-338(LC 4) Max Grav All reactions 250 lb or less at joint(s)1. 11, 16 except 17=360(LC 9), 19=376(LC 9), 20=300(LC 9). 21=534(LC 9), 15=360(LC 9), 14=376(LC 9), 13=300(LC 9), 12=534(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-248/261, 5-6=-354/386, 6-7=-354/386, 7-8 -248/261 WEBS 5-17=302/232,4-19=311/253,3-20=257/206,2-21=A26/337,7-15=-302/232, 8-14= 311/253, 9-13= 257/206,10-12= 426/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 8) ` This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) 1, 11, 16 except Qt=1b)17=220,19=242,20=189,21=338,15=220,14=242,13=189, 12--338. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verilydesign parametersdnd READ NOTES ON THIS AND INCLUDED MNEKREFERANCE PAGEMIP7473 rev. 10N12015BEFOREUSE *� Design valld fause orywlth MRek®conrrectors. RJsde51gn6basedonlyurcn parcmefefaehovm.and Islorcn 4tchldual bugtltrg component.not a frnasystem. Before Use, fhe blltllrg designer mull vely ttm appgcabgityof design paramefemaM properly Incorporate tint; desgn Into the overall bracing desgn. Bracgtg lndkaled is to prevent buckilg of lydlvldual imssweb artd/or ct,ord members only. Additional temporary and pemranent bracing MiTek' kalways required for stabliy and to prevent collapse with poslde personal Injury and property damage. Forgeneralgtldartceregafc➢rgthe 6904 Parke East BNd. fabdcatbr storage, delivery, ereaWn antl txacing of Inrszsand tru%Wstems, seeANSI/VII Quality Criteria, DSB.89 arM SCSI Building Component Turtles, FL W610 safety Information evadable from Imes Rate InsgMe. 218 N. Lee Streel. Suite 312. Nexanddo. VA 22314. Job Truss Truss ype Oty Ply Harbor Ridge Lfiesyle T6949B64 73195 ORA HIP 1 1 Job Reference (optional) cnanMM cuss, Inc., an 1.... rL 5-4-7 I -5-4 ecszFtlotRumoewatllLyMy11-WLe2s45rpL4793-9 3XiWHOeY2jGJgKTOd%pA5Hz1Sxk AI -A 1 36-11-0 1 4243 4-1" 52-8-0 >l14 3-5-t2 5-53 4-11£ 54-7 Scale-1:93.7 6x8 = 7.00 12 _ Sx8 3x4 11 3x6 = 3.4 II 5xe = 33 5 6 ] 8 9 10 3y 3x5 i 3x6 i 3.5 3x6 Q 4 11 3 12 3x5 i 3x5 11 2 13 0 4 l19 a W 24 3723 38 39 40 21 41 42 43 17 45 4616 26 2535 22 20 19 1844 15 3.4 11 5x6 = 5x6 Ids = 3.4 11 6x8 = 7xe = 5x6 = 3x4 11 4x5 = AXIS 7x8 = 4x6 = Sx6 = a1.14 36-11.a 4243 474a-9 52-act 54.7 4-11-6 5-53 3-5-12 1 7-1-4 7-14 3-542 1 5-5,3 4-11-6 5-4-7 Plate Offsets KY)-- f5:0-6-00-2-41 f10:0-6-00-2-01116:0-3-00-381 f18:0.3-8OA-121 f19:OA-O,O4-41 f22:0-4-00-4-41 f23:0-3-80-0-121 f25�0-3-00-3-81 LOADING(pst) SPACING- 2-0.0 CSI. DEFL in poc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.04 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.15 16-18 >702 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.67 Horz(TL) 0.02 16 n/a ma BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(-L) 0.0523-25 >999 240 Weight: 404 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puflins. BOT CHORD 2x6 SP No-2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-25, 5-22, 6-22, 8.22, 8-19, 9-19, 10-19, 11-16 REACTIONS. All bearings 0-7-10 except (jt=length) 22=0-6-0, 19=0-6-0. (Ib) - Max Ho¢1=7(LC 5) Max Uplift All uplift 1001b or less atjoint(s) except 1=-387(LC 15), 25=-1309(LC 5), 22=-1644(LC 5), 19=-1644(LC 4), 16_ 1309(LC 4), 14= 385(LC 16) Max Grav All reactions 250lb or less at joint(s) except 1=708(LC 9), 25=3358(LC 19), 22=3360(LC 19), 19=3360(LC 19). 16=3358(LC 19), 14=708(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 Qb) or less except when shown. TOP CHORD 1-2=-777/482, 4-33=-864/468, 5-33=-738/478, 5-6=-374/358, 6-7=-374/358, 7-8=-374/358, 8-9=-374/359, 9-10=-374/359, 10-34=-7381477, 11-34=-864/467, 13-14= 777/479 BOT CHORD 1-26=-250/503, 25-26=-250/503, 25.35= 383/386, 35-36= 383/386, 2436= 383/386, 24-37=-3831386,23-37=-383/386, 23-38=-573/979,38-39= 573/979, 22-39=-573/979, 22-40=-255/464, 21-40=-255/464, 20-21= 255/464, 20.41=-255/464, 19-41=-255/464, 19-42=-573/974,42-43=-573/974,18-43=-573/974,18-04=-383/382, 17-44=-383/382, 17-05=3831382, 45-06=-383/382, 16-46=-0831382,15-16=-247/503, 14-15=-247/503 WEBS 2-26=-182J286, 2-25= 972/736, 4-25= 1704/743, 4-23= 3011885, 5-23= 394/1203, 5-22=-13671528, 6-22= 686/626, 8-22=-8421542, 8-20=-5/429, 8-19=-842/542, 9-19= 686/626, 10-19=-1357/527,10-18= 39411203,11-18=-301/884,11-16= 1704/742, 13-16= 972lJ36, 13-15=-182/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opst; h-46ft; Cat. 11; Exp C; Encl.. GCpi=0.18; C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15.0-0 to 15-9-0, Exterior(2) 15-9-0 to 36-11-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3871b uplift at joint 1, 1309lb uplift at joint 25, 16441b uplift at joint 22, 1644 lb uplift at joint 19, 1309lb uplift at joint 16 and 3B51b uplift at joint 14. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 621 Ib down and 198 Ito up at 11-0-12. 621 lb down and 198 lb up at 13-0-12, 621 Ito down and 198 lb up at 15-0-12, 621 lb down and 198 lb up at 17-0-12, 621 lb down and 198 lb up at 18-4-0. 621 lb down and 198 lb up at 34-4-0, 621 Ito down and 198 lb up at 35-7-4, 621 Ito down and 1981b up at 37-7-4, and 621 Ib down and 198 lb up at 39-7-4, and 621 lb down and 198 lb up at 41-7-4 on bottom chord. The designiselection of n p ® WARNING-Vedy Cosign parameters Md READNOTES ON THIS AND INCLUDED MIYEKREFERANCE PAGEMOJ4]3 rev. IMMO1SEEFORE USE. Design valid for use oNy Wth MRekO conrx:cfors. Rilsdasgn Is based any upon parameters Mom, and Is form Individual building component, r al �' a mrssy deco. Before use, the bdIdW designer must verify Inc, appllcablilly mdesign parametelsond Voluedy Ncoiporate thts design Into the overall lMkcoled Idivldual inssweb Adtllllonal temporary and Permanent braclrg MiTek' bAtlBgdeslgn.amog Is to prevent Molding of and/or chard membesoncy. Is always required for stability and to prevent collapse v h possible personal lnlury and properly damage. For general guidance regart9ng the park East Park. a East Blvd.fabri and callon. storage. delivery, election bracing of hoses6904 and truss systems. seeMSI/V11 Quality Criteria, D5B-69 and 6CSn Bundling Component Tonga, Safety Inform Oval Ovafrom 1rus Rate Institute, 218 N. Lee Street, Sulte 31Z Alexandria VA 22314. Job Truss Truss Type ry Ply Harbor Ridge Ldestyle T8949864 73195 GRA HIP 1 1 Job Reference (optional) Chambers Truse, Inc.. Fm1 Pierce, FL 7.640 a Apr 19 2016 Miek Industries. Inc. Wed Jun 29 10:30:112016 Pege 2 ID:70PecszFdotRumoewatlfi yMy11-W Le2s45rpL9e90_R3%iW HOeV21GJgKTOd%pASHziSxk NOTES- 9) In the LOAD GASE(S) section, loads applied to the face of the truss are noted es front (F) or back (B). LOAD CASE(S) Standard J1 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase =1.25 Uniform Loads (pit) Vert* 1-5-80, 5-1 0-100(F-20), 10-14=-80, 27-30=-30 Concentrated Loads (lb) Vert: 35=-567(B) 36=-567(B) 37=-567(B) 38-567(B) 39=-567(B) 42=-567(B) 43=-567(B) 44— 567(S) 45=-567(B) 46=-567(B) A WARNWG-VadfydesfgnParaaretersaod RFADNOTES ON THIS ANOWCLUDEDMffEKREFERANCEPAGEMD74M.V.. 1mgzavi69EFORE USE ■ Design vdidforuse ONYv Ih MITeWconnecfors. INsdesgt kbasedoNyupon parametersshown.aM is for an MIAdud Wrong component not a Imssystem. Before use, the bulldog designer musi vedfy the appilcabliy of design parameters and pmpedy Naove corpate this design Into the rdl +.�Yp bu0dngdesign. Bracbg9rdka isiopeveniWcNBtgoflntlMtl Wnwebosxl/orctmdmemb mody. Addillonatemporaryandpermcnenilxacig MiTek' Nalways Te dredforsta itya topreventcdla WlhpOSS0lepewo mlwya properlydamage. rorWnera1g4dalcemgMQcngthe footociiton. storesge, dellvery,erectlonand brWIWofhusesard lnrstsyslems,seeAN51/TPII Quaint, Cdterla, DS"9 and BC516uBAing Component 004 Parke East MI. Safety Informallon avoloble from Tars Rate InsBMe. 218 N. Lee Street. Sulie312. Alexondda. VA 22314. Tarr a, FL 33610 o russ i russ I ype y Hafbot Ridge Uestyle 8949865 73195 GHAT SPECIAL 1 2 Job Reference (optional) Chambe s T... Inc., Fart PI... FL 7.640 s Nov 10 2015 Mnek IndYsIMS, Inc. W W Jan 2912xPIA2 2016 Parga 1 ID:7QPecszFdotRumoewatlf LyMyt l-8QcwMQFgTzIZykW 7lhJ?NCf Lk3QHXggdVJEAhNz1 RhZ 19-1-162 3 35-082-33 1731 41641-6 5-2-3 40 5 527-1133 715 55--1.1-8-3x4 4x5 = 4x8 = 410 = 8 24 9 10 11 25 2612 22 21 20 19 18 17 10 15 °1 6x10 II 10x10 = 3x4 II 8x14 MT78HS= 3x4 II 516 = 8x10 = 5x8 MT18HS = 14 3x4 II co 13 7x8 MT78HS = Scale = 1:82.9 LOADING (Pat) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FSC2014/TPI2007 CSI. TC 0.78 BC 0.98 WB 0.99 (Matrix-M) DEFL Ven(LL) Ven(TL) Horz(TL) Wind(LL) in (]cc) Vdefl Ud -0.23 17-18 >999 360 -0.6317-18 >741 240 0.17 13 n/a Na 0.35 17-18 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 899 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 cc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 5-9-0 cc bracing. 1-22,12-13,2-21,11-15,11-13:2x6 SP No.2 WEBS 1 Row at midpt 12-13, 1-21, 3-21, 7-9, 7-15, 11-13 3-21,3-19,6-19,6-17,7-9,7-15: 2x4 SP M 30 SPECIAL ANCHORAGE, DESIGNED BY REACTIONS. (Rdsize) 22=-6300/0-7-10 (min. 0-2-8), 13=7812/0-3-0 (req. 0-5-13), 21=15635/0-7-10 (req. 0-11-5) OTHERS IS REQUIRED AT SUPPORT(S) Max Ho¢ 22=504(LC 5) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Uplift 22=--7767(LC 9), 13=-5385(LC 4). 21=-I 0507(LC 4) REQUIRED SUPPORT WIDTH SHOWN BELOW. Max Grav 22=42B5(LC 4), 13=9823(LC 9), 21=19129(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-22=-4048/7352, 1-2=-1710/3095, 2-3=-1710/3095, 3-4=-10492/5622, 4-5=-10492/5622, &23=-10380/5555,6-23_ 10380/5555,6-7— 136537200,7-17=.610/391,7-8=-722/488, 8-24=-247/262,9-24=-247/262,9-10=-5783r3244,10-11=-5783f3244,12-13=-2866/1610 BOT CHORD 21-22= 454/403, 20-21=-3161/5302, 19-20=-3161/5302, 18-19= 7382/13314, 17-18=-7382/13314,16-17=-7663/13889,15-16=-7663/13889,15-27=-ig98/3596, 14-27=-1998/3596, 14-28= 1998/3596,13-28— 1998/3596 WEBS 1-21=-784(14330, 2-21= 2751/1644, 3-21 =1 162216314, 3-19=-4245A946, 5-19= 2591/1563, 6-19= 3875/2009, 6-18=0/270, 6-17_ 433/982, 7-9= 798114263, 7-15— 11339/6180. 9-15= 1139513932, 11-15= 272914790, 11-14=01395, 11-13= 7690/4277 NOTES- 1) 2-ply imss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0.5-0 cc, 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 15-2-12, Intedor(1) 15-2-12 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 9) WARNING: Required bearing size at joint(s) 13, 21 greater than input bearing size. 10) Provide mechanical connection (by others) of ruse to bearing plate capable of withstanding 77671b uplift at joint 22, 5385lb uplift at joint 13 and 10507lb uplift at ioint 21. Q WARNING -Vedlydeel9n panemeters and HEAD NOTES ON THIS AND INCLUDED MNEKREFER4NCEPAGEMI7473rev. I0A1Y20159EFORE USE. R Deslgrl Vok! for use onlyw4fh MireleDomlecrors. Thlad lgn b based only upon Dalametela shown, arui h for on irWMdual lxildllg componenf,nor ■■ atrussslsiem.Beforev,theb dtMdedgnermustverilytheapp4lecUltyofdesignMametema prope4yhorpoiatethbdesign Intotheoverdl bulcunr a m.&achglnaicatedlstoprevent cuck0f,WInctecudhuvwebDWI.,chord membe.only. Addlflonotemporoyaltlpelmarlenlbracing MiTek' bdwoysre9Wredfor sfabliltyondto prevenloollopse vAmpaafJo peaandhoyarxl propedydamage. Forcaneralgdtl®lcereDardnglhe fabdcaflOMStorage.deleew. erectronarW txachlg of indoemal lalsssystems.esoANSI/TPI19uality criteria.DSB-89 and BCSI Bu9ding Component 6904 Parke East BNd. Safety Information avahable Dom fees Plate haBMe, 218 N. Lee Street. Sulle 312. Alexan ldc, VA 22314. Tarn a, FL 3360 mss Wss ype y Hubor Ridge Lifestyle T8949865 robo "GBAT SPECIAL 1 2 Job Reference (optional) chambers Truss, Inc., Fort Pierce, FL 7.640 8 NM 102015 MIT6x inausines, InD. wed 4ue 2912:D4:42 2O1e Ye999 2 ID:70PecszFdolRumoewallfLyMyt I-80cwMQFgTzfZykW71hl?NCILk30HXggdVJEAhNz1 RhZ NOTES- 11) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2431 lb down and 1290 lb up at 41-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-7=-400(F=300), 8-12=-250(F=150), 13-22_ 30 Concentrated Loads (Ib) Vert 26=-1875(F) ®WARNING- Ved/ydeslgnparametersnnd READNOTESON MMMOINCLUDEDMDEKREFEFANCEPAGEMR44T3re¢1d 015BEFONEUSE Design valid for use onlywlth MdreM connectom ins design b Ixneci onlyupon parametemshown. and is rot m IndivlcW4 WBtling component. not �� a lrusssystem. Before use, the bWlr&1g designer must verify tha appllcab6lty of dWM parameters and psoperly Incolporote this design Into the overall bulicigdeslgn. WmhgWEcaledlsloprevenlbucHNoflydMdualinrsswebmd/mchmdmembersoNy. AddltbraltempDo yardperma ntbr=fW Welk' B always regWred for statAityand to prevent cchaise with possUe personal" and property damage. ForgeneralgWtlalceregardUg Me fab4ca L storoge, delNeT. erecflon and brmhg of frunesand Ials mtems. s ANSIAPll Quality Wind, DSB-89 and BCBI BUllding Component 69M Parke Easl Blind. safety Information avallobte ham Truss Hate InstlMe. 218 N. tee street Wte 31Z Alexandra VA 22314. Tarrya, FL 33610 Job wss mss type ty y Harbor Ridge Lifestyle T8949866 73195 GRAT1 BPECWL 1 �f 2 Job Reference 0 Boast Chambers Truss, Inc., Fad Pierce, FL 3x4 11\1 4x4 = 400 IScale = 1:77.5 8 25 9 10 11 26 2712 23 22 21 GO 19 18 17 1O 15 CD 14 13 3x4 11 4x10 = 3x4 11 7x10 = 3x4 11 5x6 = 3x4 11 7x8 = F2-743 a-8-14 14-9-15 1 19-9-6 24.5-6 3&2-3 3&11-1 41-11-6 2-7-13 &1-1 &1-1 4-11-8 4-8-0 &8-13 5 8-13 &0-5 Plate Offsets (X Y)— p:0-5-12 0-4-151 113:0-2-13 0-4-121 f 19:0-5-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Vert(LL) -0.05 15-17 >999 360 MT20 244/190 TOOL 20.0 Lumber DOL 1.33 BC 0.27 Vert(FL) -0.1415-17 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Hoa(TL) 0.03 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0715-17 >999 240 Weight: 867111 FT=20% LUMBER - TOP CHORD 2x6 SP No.2 SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 1-23,12-13,2-22,5-19: 2x6 SP No.2, 11-15,11-13: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. SOTCHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS 1Row at midpt 12-13,6-19,11-13 REACTIONS. All bearings 0-7-10 except (jt=length)13=0-3-14 (input: 0-3-0). SPECIAL ANCHORAGE, DESIGNED BY (III) - Max Ho¢ 23=504 LC 4) OTHERS IS REQUIRED AT SUPPORT(S) ( Max Uplift All uplift 1001b or less aljoint(s) except 23=-629(LC 9), 13=-3820(LC 5), 22=-1407(LC 4), LOCATION(S) TO ALLOW FOR THE MINIMUMREQUIRED SUPPORT WIDTH SHOWN BELOW. 19=-4495(LC 4) Max Grav All reactions 250111 or less at joinl(s) except 23=405(LC 4), 13=6534(LC 9), 22=2368(LC 9). 19=8175(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-377/592, 1-2=-179/280, 2-3= 179/280,3-4=-1475/2494, 4-5=-1475/2494, 5-24=-1475/2494,6-24_ 1475/2494,6-7=-3320/1575,7-17=-2631/1510,7-8=-733/494, 8-25=-242/258,9-25=-242/258,9-10=-2380/1394,10.11=-2380/1394,12-13=-2851U1601 BOT CHORD 22-23=-498/470, 21-22=-292/169, 20-21— 292/169,19-20=-292/169,18-19-869/1352, 17-18=-669/1352,16-17=-2084/3627,15-16=-2084/3627,15-28=-1074/1896, 14-28=-1074/1896,14-29=-1074/1896,13-29=-1074/1896 WEBS 1-22= 705/452, 2-22=-1553/1016, 3-21=0/269, 3-19= 2976/1737, 5-19= 1725/1101, 6-19= 5391/2839,6-17= 1905/3583,7-9= 3126/1623,7-15=-1745/966,9-15=-33/501, 11-15=-699/1059,11-14=0/398,11-13=-4007/2275 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except it noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 15.2-12, Intedor(1) 15-2-12 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate gdp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x8 MT20 unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 15.0psf. 9) WARNING: Required beading size at joint(s) 13 greater than input beading size. O WAHNWG-VeNly design peraonterseed HEAD NOTES ON THIS AND INCLUDED MIMEHHEFEHANCE PAGE 149-7473rev. 1dftl22o15SEFOHE USE Design Valid for use ordy with IvBTek®connectors. lNsdeslgn h based orlyupon paamefen shown, and Is form Individual adding component, not a truss system. Before Use. Ina b ldIng designer muss verify the applbabdlfy of design poramefers and properly hcorporafe fhb design Into tho overall bulfdngdeslgn. Bracing lydbated!MoprevembucliofbxlNidualInIeweband/or chord members only. AOdlilonalfampaayondpermarlenfbrocIng M!Tek' haiways required for stabdly and to prevent collapse with possmle persord Injury and properly damage. For general guidance regadlrg the Bg04 Parke Eesl6Ntl. latxkalbrt storage. delNery, erecibn and bracing of trusses and hussysfems seeAN51/IPII dually World, DSB-89 and BCSI Building Component Tampa, FL 30610 solely Infofmallon Wadable Rom 1n Plate tndtute. 218 N. Lee Street Stile 312. Alexandria, VA 22314. J04 1 mse fuss type ty plyHarbor Ridge LBaslyle T8949868 73195 GBAT1 SPECAL 1 2 Job Reference (optional) Chambers Truss. Inc., FM Pierce. FL Iat1f sNov luzmemuea OTmDs,2xj wea Dyzyre:wall rvio rageb ID:7OPecszFtlolRumaewatlfLyMyt l-KLMMNd4jsOTmOFf32xjOYuGDyu3ms3wellyFSsnz1 Rgb NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6291b uplift at joint 23, 36201b uplift at joint 13, 14071b uplift at joint 22 and 4495lb uplift at joint 19. 11)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2431 lb If wn and 1290111 up at 41-0-0 on top chord. The design/selection of such cImnection device(s) is the responsibility of others. V\11 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert 1-7=250(1`=-150), 8-12=-250(1`=-150). 13-23=30 Concentrated Loads (Ib) Vert: 27=-1875(F) ,&WARNING-VsdtydWgnparametersand REAONOTES ON MIS AND INCLUDED MREKREFERANOE PAGEMIP7473 rev. 10,034T15 BEFORE USE. Design volld for use only with MITek®connectors. inlsdedgn Is based only upon parameters shown, and Is for an Individual bustling comPonent, not �� Vainerly Incorate Bsk design into the overall a Iran system. Before use. Bre bulldrig designer must very the appllccb lty oldesign parameters and orp txAdW design. Bracing Indicated is to Welding lndlvklual tmssweb and/or chord members only.AIcIflonal temporary and permanent bractrp MiTek' prevent of 5 always lecl fired for stabNtyard to prevenl collapse Wth posslNe personal"and properly damage. For general8dtlance regarnlrsg Bse 004 Parke Easl BNE. focdcalbit storage. tlellvery, erection aMl UmN of trusesantl Imssyslems seeANSUTPil Quality criteria, DSB-89 and SCSI Building Component Tarrye, FL 3 10 Safety Information aya laWe horn Truss Plate Institute, 218 N. Lee Sireel. Suite 312. Plexandna. VA22314. Job Truss Truss Type Oty ply Had,or Ridge LBestyle T8949867 73195 GRAT2 SPECIAL 2 �f 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL r.oao snpr me mu exmausaros. inc. ry eua set I D:70PecszFdotRumoewatlfLyMyl l-SkmpHm76LyPMOId3gByl_MrkuuX6W Iglh5rlHAgz(Sxi 5-6-10 +, fi-51 � 543-10 5-8-10 ax10= 4xB 11 Bx10= Scale-1:68.0 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 4x6 II Sx9 = 4x8 11 LOADING (psi) TCLL 20.0 TCDL 20.0 BCLL 0.0 " BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CS1. TC 0.54 BC 0.14 WB 1.00 (Maldx-M) DEFL. in Vert(L-) -0.03 Vert(TL) -0.10 Horz(TL) 0.00 Wind(LL) 0.09 jjoc) I/defl L/d 5 >999 360 5 >999 240 4 n/a Na 5 >999 240 PLATES GRIP MT20 244/190 Weight: 324111 FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x6 SP No-2 . end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 1-5,3-5: 2x4 SP No.3, 2-5: 2x4 SP M 30 WEBS 1 Row at midpt REACTIONS. (lb/size) 6=5830/03-0 (req. OA-0), 4=5830/0-2-0 (req. 0-4-0) Max Uplift6=-5823(LC 4), 4= 5823(L(3 4) Max Gmv6=6746(LC 9), 4=6746(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-6522/5750, 1-2= 1917/1660, 2-3= 1917/1660, 3.4=-6522/5750 WEBS 1-5=3656/4217, 2-5= 7470/6767, 3-5=-3656/4217 NOTES- 1) 2-ply truss to be Connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, 2x8 - 2 rows staggered at 0-6-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 Go. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst; h=46f1; Cal. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This Duss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 6, 4 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5823 Its uplift at joint 6 and 5823 Ito uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (of) Vert: 13— 1032(F= 952), 4-6= 30 A WARNING - Vedydeslgn paramefersaed READ NOTES ON THIS AND INCLUDED MHEKREFERANCE PAGEMb74T3 rev. 10/ MISBEFORE USE ■ Design vdW for use orgy with MlTek®connectors. INsdeslgn 5 based oNy upon parameters shown, aW h for an bldMdud bufldklg component not a truss system. Before use, the Wfldng designer must verify the appllcologty of design parameters and Vapory blcomorate this design Into the overall mrs AtldltloiwllemporaryarWpetmanenibractng MiTek' bWdngdesign. Brwhglndl Ma istopreventWcklhgoflrKl mlhusswebarW/orcimrdmemb y. 6alwaysre iredforstab111tyondlowevenicollapsewlihpossblepersorxtllnluryaWvopertydamwe. Forgeneralgddonceregodngthe 6904 P rk SW B 6904 Parke EeslONtl. raMbalb storage. delivery, erecllon ano broctng of frusea, arel trumsystems, seeANSI/M] 9uallly C4teda, DSB49 and BCS1 Building Component safety Informahon avalade from Ines Nate Inslikie. 218 N. Lee street. Stflfe 312 Alexandre, VA 22314. Jab Truss Truss Type Dryply Horbor Ridge Ldestyle T8949868 73195 GRB SPECIAL 1 q G Job Reference o bone chambers Truss, Inc., Fort Fierce, rc 5-9-10 5-2-6 SA-9 5xa MTI6HS = 30 II 7.00 12 5 6 ass i 5xa MT1aH5G 4 3 '1 19 24 25 18 17 26 6 8 4x10 = 3x4 II 6X8 = Adequate Support Required s �Pr re wsc run ea meusnae, Inc... ue zFdotRumoewallfLyMyl l."KBV68k6GXDOujOMGDv3GlQxMK1 dNgJVlgibzl Sxh 2]-0-0 31-9-0 35.2.12 \ 349 4-8-0 35-02 J Scale-1:T0.8 5x6 = 6xB = 9 10 4x6 = 618 — 7 23 27 16 28 29 3015 14 31 13 32 33 12 34 3511 4xe = 3x10 11 7xe = 7s.S = 4x10 11 (bra = ' 36-0 Plate Offsets (X Y)-- 5-9-10 12,0-9-15 0-0-01 13:0-4-O Edge1 546 5-9-U 15:0-5-8 0-2-01 19:0-3-0 0-1-121 b-a-TS J<-n 110-03-0 0-2-41 112:OA-0 0-2-121 (1343-8 "-81 a-a-v 11-11 f 18:0-3-8 0-4-81 LOADING (part) SPACING- 2-0-0 CSI. DEFL in poc) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.68 Vert(LL) 0.35 15-16 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.54 15-16 >784 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr NO WE 0.85 Hom(TL) 0.13 11 Na n/a BCDL 15.0 Code FBC2014/1P12007 (Matrix-M) Weight: 583 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except• 10-11: 2x6 SP No.2, 8-12,10-12: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 11=7376/0-3-0 (req. 0-3-1), 2=6229/0-7-10,1=131/Mechanical Max Horz2=1073(LC 5) Max Upliftl 1=-5959(LC 4), 2=-4789(LC 4), 1=-125(LC 5) Max Gravl1=7376(LC 1), 2=6229(LC 1), 1=218(LC 9) BRACING - TOP CHORD Structuml wood sheathing directly applied or 4-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. WEBS 1 Row at midpt 10-11, 7-13, 8-12,10-12 FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10742/8353, 3-4=-10591/8374, 4-5=-9542f7560, 5-6>9455/7615, 6-7=-9455f7615, 7-23=-6861/5314, 8-23=-6861/5314, 8-9— 2629/1929, 9-10=-2199/1773, 10-11=-6709/5451 BOT CHORD 2-19= 7866/9154, 19-24=-7866/9154, 24-25=-7866/9154, 18-25_ 7866/9154, 17-18=-6922/8205,17-26=-6922/8205,26-27=6922/8205,16-27=-6922/8205, 16-28=-7396/9032, 28-29= 7396/9032, 2930= 739619032, 1530= 7396/9032, 14-15=-7396/9032, 14.31= 7396/9032, 1331=-7396/9032, 1332=5455/6763, 32-33= 545516763,1233=-545516763 WEBS 4-19=-669/925,4-18=-1212/1204,5-18=-2198/2772,5-16=-1444/1976,6-16=-673/603, 7-16= 706/679, 7-15=117211646, 7-13=3492/2994, 8-13=3568/4447, 8-12=-7680/6192, 9-12=-8661937.10-12= 5553/6890 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 no, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;, BCDL=3.Opsf; h l6ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 26.0-0, Inledor(1) 26-0-0 to 31-9-0, Exterior(2) 31-9-0 to 35-0-0; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ut between me bonom chord and any other members QWARNING - Verify designpa2metcnr and READ NOTES ON TNISANO/NCLUDEO MIFEKREFERANCE PAGEM&7473rev. ItYMOISBEFORE USE. valid for use ohiy AM Milelt® connector. this desgn is based only upon parameters shown, a d Is for an individual bulding component. not Nit a If=system. Before use, the battling designer must vedN the oppllcablilty of design parameters aril properly hco parate, fhb design Into the overall budtllrrgcksgn. HachgIndicated Isto Deciding oNy. ACIdlflonalfempaaryandPermarenibraGng MiTek' seventofincivklumtrussweband/or chord members Isatwoys required for stabglly and to prevent collapse Wth possWe penorwl hinny and property damage. Forgenerotguid®tceregOrdnolhe Parke Eest BNtl. 690d Isonent 6904 fabrication, storage, delivery. erection and bracino of tmssesan l hussystems eneANsIAPII 6uolity Cdterta, DSB-89 and Bost SuIlding Comp FL 33610 Safely Intormadon available from loss Nate Institute. 218 N. Lee Street Sete 31Z Alexandria VA22314. Job Truss Truss Type 0y Ply Hallor Ridge Lifestyle T8949868 73105 GRB SPECIAL i Gex Job Reference (national) Chambers Truss, Inc., Fort Fierce, FL d.eau S nprI a zmo Mu ee mauseies,iw. even eue en i J.--co,o meal ID:70PecszFdotRumoewatlfLyMy11-wwKBV68k6GXDOujOMGDv3G1 DxMK1dNgJVlgibzlSxh NOTES- 10) Refer to girder(s) for truss to truss connections. tar 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5959 lb uplift atjoint 11, 4789 lb uplift atjoint 2 and 125 lb uplift atjoint 1. 12) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1191 lb down and 1033 lb up at 7-0-12, 545 lb down and 457 Ib up at 9-0-12, 5521b down and 469 lb up at 11-0-12, 567Ib down and 482 Ib up at 13-0-12, 567Ib down and 482Ib up at 15-0-12, 567Ib down and 482Ib up at 17-0-12, 567Ib down and 482Ib up at 19-0-12, 567Ib down and 482Ib up at 21-0-12, 567Ib down and 482Ib up at 23-0-12, 567Ib down and 482Ib up at 25-0-12, 567Ib down and 482Ib up at 27-0-12, 567Ib down and 482Ib up at 29-0-12, 567Ib down and 482Ib up at 31-0-12, and 567Ib down and 482Ib up at 33-G-12, and 567Ib down and 482Ib up at 34-4.0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 1 LOAD CASE(S) Standard J 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-21=115, 5-21=-80, 5-8=-100(1` 20), 8-9= 80, 9-10= 100(1` 20),11-20=-30 Concentrated Loads (lb) Vert: 18=-55213=-567(1`) 14= 567 24=-1191(F) 25= 545 fl 26= 567 27=-567 28=-567 29= 567 30=-567 31=-567 32= 567(F) 33=-567(F) 34=-567(F) 35= 567(F) ®WARNING -Ved design pedamefsrs end READ NOTES ON THIS AND INCLUDED MREK REFERANOE AAGEMII-74n rev. I"Mi115 BEFORE USE De<Jgr vdld for use only Win MiieMconnectors. fhs design k based only upon Parameters shown. and is for an hdvIlud bu0dng comporenl,not a ins system. Before use. Use WIIEng designer must verify the aOpEcabBify of design pasametem arxl propedy hcotporate this design Into the overall bbAdingtlecign. &a hglndcotedlstoVeventWcWingoflndNidmil Imchordmembesonly. Addflondtempwayat mtarentbrorhg MiTeW webo kdwa re dredforstabllllyar topreventcoliopsewithlaoshle Pew"hluyo Vop rtyd=Me. For gsnerd guldonce regarc&g the 6904 Parke Eesl Blvd.fabdcafion, storage, dolt' q, erectkbr m anci acing ms of Iresond tnnssysfemt sooANSUTPH Quality Criteria. DSB-89 and SCSI Building Component Tame, FL 33610 Safety Information ovdidNe from Truss Hate Institute, 218 N. Lee Street, State 312. Alexorxtda VA 22314. Job Truss fuss I ype Oty Ply Horbor Ridge Lleatyle T8849869 73195 GRB1 SPECIAL 1 n G Job Reference o tional Chambers Truss, Inc.. Fan Pierce, FL r.ecu a npnvzur a muexmausnes,,00, v.ea<unrn m:an:m mie ruyn, I D:70PecszFdotRumoewallfLyMyl 1-060SeMta13e11DINnSSGpCJUfm4P_Y9nNE2zl Sxg 5-9-10 11-0-0 16<-9 21-]-7 27-0-0 11-9-0311-112 r 5-8-10 5.2.6 5-0-9 5-2-13 5b9 1 4-8-0 3-5-12 1 _1VIIl 6x6 = Scale - 1:68.6 6xe = 17 <e iv 16 is c. <a 14<v a —13 11 10 w9 4xe = 3x4 11 6x8 4x8 = 6xa = ass I 7xe = 4xtg 11 6x8 = 6xa = 5-9-ln 11. 13 1645 21-74 27-0-0 31-9.0 1 35-2-12 58-10 5.2.6 54-9 5-2-13 5 1-9 44-0 3-5-12 Plate Offsets KY)-- ft0-0-00-0-11 f3:0-5-80.2-01 f6:0-5-40-3-01 fT0-3-00-1-121 f8:0-3-00-2-41 f10:0-4-00-2-121 rl3:0-3-80-041 f16:0-380-481 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.67 Ven(LL) 0.34 13-14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.5313-14 >799 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 HOrz(TL) 0.12 9 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 571 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except* BOT CHORD B-9: 2x6 SP No.2, 6-10,8-10: 2x4 SP M 30 WEBS WEDGE Left: 2z4 SP No.3 REACTIONS. (lb/size) 1=5944/0-7-10, 9=7382/0-3-0 (req. 03-1) Max Harz 1=881(1-C 5) Max Upliftl=4635(LC 4), 9=-5965(LC 4) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10816/8442, 2-3= 957Of7586, 3-4=-9464/7624, 4-5=-9464/7624, 5-21=-9056/7195, 6-21=-905617195, 6-7=-2624/1924, 7-8=-2195/1770, 8-9=-6695/5438 BOT CHORD 1-17=-7928/9222, 17-22= 7928/9222, 22-23=-7928/9222, 16-23= 7928/9222, 15-16= 6943/8229, 15-24=-6943/8229, 24-25=-6943/8229,14-25= 6943/8229, 14-26= 7416/9056, 26-27= 7416/9056, 27-28= 7416/9D56,13-28= 7416/9056, 12-13= 5492/6810, 12-29-5492/6810, 11-29=-5492/6810,1130— 5464/6772, 3031= 5464/6772, 1031=-5464/6772 WEBS 2-17= 667/955, 2-16=-1266/1253, 3-16=-2227/2806, 3-14=-1425/1953, 4-14= 675/603, 5-14= 689/656,5-13=-1072/1160,6-13=-3043/3552, 6-11=1232/1718,6-10= 7703/6214, 7-10=-863/934, 8-10— 5541/6876 Structural wood sheathing directly applied or 44-2 oc purlins, except end verticals. Rigid ceiling directly applied or 7-7-14 oc bracing. 1 Row at midpt 8-9, 6-10, 8-10 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131")3') nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-" oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Cps1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Ectedor(2) 0-0-0 to 26-0-0, Interior(1) 26-0-0 to 31-9-0, Extedor(2) 31-9-0 to 35-0-0; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. iuy numuu urcu�.mu. wnnewuu tuy un....) a uuee w uca n.y part ucyame m rvm,awu niy -. w upn, a,.. Q WARNING -Vedyy des/gnprametersand READ NOTES ON THISANDINCLUDED MITEKREFERANCEFAGEMII-74T3rev. IMM015BEFORE USE Design valid for use only with MITeM connectors, fins design Is based ortyupon pamig aefelssnom. and Is for an MKIdual bulNcomponent, nol �� a trim system. Before use, the bullNrg deagnar must verify Ina applicability of design parameters and proper, hcorporate oils design Into the overall butdigdeslgn. Brwhglvik moNy. AddIlorw]tempoiaryaral ermonentbracIW MiTek' edlstopreventWckiUgoi[WMdualhusswebarxf/orcWidmemb Is always required for stability and to prevent collapse with poaMe personal hMy and property damage. for general guidance regar&g the 6904 Parke East Bind. fabtk:atbR storage. delNery, erection and braclg of lnmesand truss systems. seeAN51/IPII Quality C4lerla, DSB49 and BCSl Building component Tk Salary Information avalade ft.Tom Rat. Institute, 218 N. fee sheet, BUIte 31E Mm.ndilm VA22314, Ta doe, 33610 Job Truss Truss Type Ory Ply Harbor Ridge Lifestyle T8949869 73195 GRB1 SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc., Foe Pierce, FL 7.649 s Apr 19 2016 NO Indc hes., Inc. Wed Jun 2010:39:15 2D16 Page 2 I D:7QPecszFdolRumoewatlfLyMyl l-06tZiS8Mtaf3el lDINnSSGpCJLifm4P_V9nNE2zl Sxg NOTES- 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1191 lb down and 1033 lb up at 7-0-12, 545 lb down and 4571b up at 9-0-12, 5521b down and 4691b up at 11-0-12, 5671b down and 482 Ib up at 13-0-12, 5671b down and 4821b up at 15-0-12, 567 Ib down and 4821b up at 17-0-12, 5671b down and 482lb up at 19-0-12, 5671b down and 4821b up at 21-0-12, 5671b down and 4821b up at 23-0-12, 5671b down and 4821b up at 25-0-12, 5671b down and 482 lb up at 27-0-12, 5671b down and 482 lb up at 29-0-12, 5671b down and 4821b up at 31-0-12, and 667lb down�nd 482lb up at 33-0-12, and 5671b down and 4821b up at 34-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 80, 3-6= 100(F_ 20), 6-7= 80, 7-8= 100(F=-20), 9-18= 30 Concentrated Loads (lb) Vert: 16=-552 1 1=.567(B) 12= 567 22=1191(B) 23=-545(B) 24=-567 25=-567 26=-567 27= 567 28= 567 29=-567 30— 567(B) 31= 567(B) 32= 567(B) 33_ 567(B) ® WARNWG- Verity design paramefem and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIP7473 rev. lanSO015 BEFORE USE void for use oNywlth Mffelt® connectors. INs design is based oNy upon parameters shown. and is for an Individual building component. act Dot a truss system. Before usei lire building designer must vedry the OpWICCUlty of design IcarametelsaPd propedy i rcaporate Inls de9gn Into the overall bulclgdedgn.@achlg lrMkated is to prevent bucMIng ofkxlMdual tmssweb and/or chord membersoNy. Atltlldorwl temporaryaW peananent braxlig MiTek' 5always required for stability and to prevent callcose with Possible personal injury and properly damage. Forgenaral guldatce regarding Me fobikbfloa storage.delivery.erectlon and bracing ofturdesmdtmasydaeft. SaakNSI/TPII Quality Cdteda,DS1149 and SCSI Building Component 6904 Parke East Blvd. 6904Prk East Safety Informallon wai fiom Tma Rate InstlMe. 218 N. Lee Street. State 312, Alexandra VA 22314. Job Truss T russ Type Ory Pty Harbor Ridge Lllesryle T89093]0 73195 GRC MONO HIP 4 1 I Job Reference (optional Chambers Truss. Inc.. Fort Pierce. FL Adequatc ""a aP rIYL Ir, MIIerrarrelrlae. arc. WOY Jun Ce lV::1Y:10[VIO ra9Br I D:7QPecszFdotRumoewatlf-yMy11-lJRxvo9_etnwFBsPs4Ih_UM Lwk36M7np W=Uzt Sxf 5xa MT18H5 i -3-6-0 7-09 i11.0-0 3E-0 i 7-0 41-0 4x4 = scale =1:37.6 Plate Offsets (X Y)-- r2:0-3-8 Edgel rS:0-4-8 0-2-01 f6:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Poo) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.10 6-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 VBrt(fL) -0.20 6-9 >653 180 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr NO WB 0.76 HOrz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC201471PI2007 (Matrix-M) Weight: 61 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=111/Mechanical,5=1285/Mechanical,2=1214/0-7-10 Max Horz 2=624(LC 15) Max Upliltl=-94(LC 4), 5-1271(LC 4), 2=-913(LC 4) Max Gravl=165(LC 19), 5=1867(LC 19), 2=1716(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3-1473(802, 3-10=-1274/844, 4-10— 1274/844, 4-5=-1756/1251 BOT CHORD 2-6=-860/1287 WEBS 3-6=-006/494, 4-6— 1270/1924 Structural wood sheathing directly applied or 4-10-15 oc purling, except end verticals. Rigid ceiling directly applied or 7-5-11 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsh h.46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exlerior(2); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 941b uplift at joint 1, 1271 Ib uplift at joint 5 and 913lb uplift at joint 2. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 817lb down and 745lb up at 7-0-0. and 431 It, down and 310111 up at 9-0-12 on top chord, and 823lb down and 4781b up at 7-0.0, and 202lb down and 100 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-8=-115. 3-8=-80, 3-4=-100(F-20), 5-7=-30 ®WARNING -Verify dealer. parameters and READ NOTES ON This AND INCLUDED MDEK REFERANCE PAGE MII-74"raV. IWXOIS BEFORE USE. valid for use oNy Win MITek® connector l design Is based only upon paromefens shown, and Is for an IndMtlual building comporonl,lot Mat a Truss it system. Before use, a bWidW designer must verify the uW[coblity of design Mannete s and aopedy hcorporate this design Into Its overall bu0dngdedgn.Waclnglrxlkwfed5loprevenlbucldingotin WWtrusswebcnd/ofcMrd membem AddlbnaltemporayaWpermorontbrWIN Met( y. Is always regriretl for stability aid to prevent collapse Wth possible personal "and aopedydanage. FofgenamI9ultl0oe KnOrdlnG0le 6904 Parke East Blvd. fobk:atbr sf«age, delNery, ereclbn aril bracng of Inrssesantl Truss systems seeAN51/TPII rivaBry Cdtetla, 053.8V antl BC51 Bulldhg Componanl Tampa, FL 3W10 Safety Information ovollable from Truss Rate Iinstitute, 2115 N. Lee sheet. Site 31Z Alexoncida VA22314. Truss Truss Type ON PN Hanbor Ridge Lifestyle T8949970 73195 GRC MONO HIP 4 1 Job Reference o tlonal Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3= 221(F) 6=-034(F)10-129(F) 11=137(F) 7.64D s Apr 192016 MRek Industries, Inc. Wed Jun 29 10:39:16 2016 Page 2 ID:7OPecszFdotRumoewatIfLyMyll-WRno9 etnwFBsPs4ltLUMLwk35VZA7npW=UzlSxf V AWARNING -VorhydougnparemefersandHEADNOTES ONTHISANDINCLUDED MmEKREFEHANCEPAGEMw4""..10 MO15BEF0REUSE Design valid for use Only Wth MITak® comecton. INsdeslgl is based only upon paranetels shown, and Isform Individual buildhg component. nwf a inussystem. Before use, the "diig designer must vedtythe applleablityof desgn Parameters arcs properly Incolporote thk design inlo the overall btAcUQdedgn. Brachg Indicated is to prevent bucidig of kdlvldual lrusweb and/or chord members only. Addlllow temporaryontlpermalentblcdrg MTek• hdwaysregiinedtorstoUltyandlopieventcolla{ Wlhpo&%Uepersonalhhayan VOWaydamage. Forgeneralguldaceregac&gine fabrication, storage, delivery, erection and taming of tmses o d Vussyslem% saeAJsSUTPII Quality Ontario, DSB-89 and BCSI BuIlding Component 6904 Pa*e East BNd. Safety Information available Ban Truss Rate Usglute. 216 N. Lee Street, Suite 312, Mexadda, VA 2231A. Tmrya, FL 33610 Job Truss Truss I ype Qly Ply Harbor Ridge Lifestyle T69498]t 73196 GRO SPECIAL 1 2 Job Reference o banal cn.nrom d N 5dl 3x4 II 4x8 = 4x4 = Sx6 = 7 27 8 9 10 28 11 22 21 20 19 1O 17 16 14 "' 1312 3xs 11 3.6 11 6x10 = 5x8 MT18HS= 3.8 = 4x6 = 6x6 = 4x6 II 5x6 = 3x4 11 4x4 = Sx6 WB = Sz-0 36e 2-0 8b13 12-IDB P-12 2311-0 3J3-12 'b&0 43d-12 3Ba 3-3-13 4dA1 4d-11 &7-04 6d-12 6612 6Bd 1-0 Plate Offsets(XY)- f1:0.2-120-1-81 f2:0-2-50-2-01 f3:0-6-00-2-0116:0-5-00-2-41 f7:0-5-40-2-121 [16:0.3-80-1-81 LOADING(psf) SPACING- 2-0-0 C51. DEFL. in Qoc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.85 Vert(L-) -0.19 16-17 >999 360 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.91 Vert(T-) -0.7516-17 >625 240 MT18HS 2"1190 BCLL 0.0 ' Rep Stress [nor NO WB 0.99 Horz(TL) 0.18 12 n/a n/a BCDL 15.0 Code FBC2014/RP12007 (Matrix-M) Wind(L-) 0.4016-17 >999 240 Weight: 6451b FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepC 11-12,2-22,4-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 4-8-0 REACTIONS. (lb/size) 12=4027/0-3-0 (req.0-3-6), 22=4740/1-4-0 Max Horz 22=1040(LC 5) Max Upliftl2=-3784(LC 5), 22=-4582(LC 4) Max Gravl2=5739(LC 9). 22=6627(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verficals. BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 1Row at midpt 6-16,11-13 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2061/1224, 3A=-5947/3763, 4-5=-5947/3763, 5-6=-13345/8290, 6-7=-8672/5379, 7-27=6794/4503, 8-27=-6794/4503, 8-9= 6794/45D3, 9-10=-6794/4503, 10-28=-4325/2861, 11-28=A3252861, 11-12=5515/3804 BOTCHORD 1-22=298/421,21-22=-705/653,2D-21=-1545/1932,19-20=-7306/10905, 18-19=-7306/10905, 17-18= 7306/10905, 16-17= 9038/13868, 16-29= 505617711. 15-29=-5056/7711, 14-15=-505677711, 14-30= 2861/4325,13-30= 2861/4325 WEBS 2-22-6258/4081,2-21=-2889/4640,3-21=-38562602,3-20=4300/6624,4-20=-961/869, 5-20=-5829/3679,5-19=0/284,5-17=-2243/3754,6-17=-2162/1534, 6-16=-703514542, 7-16= 2057/3722, 7-14=-1399/855, 8-14=-1440/1325, 10-14= 2510/3766, 10-13=4414/3305, 11-13=4286/6468 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 Go, 2x6 -2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 Do. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h--46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 17-3-2, Intedor(1) 17-3-2 to 23-11-0, Exlefior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0psf wnlmuea on page e ® WARNING- VedlYdestgnparameteroamd BEAD NOTES ON TNISAND INCLUDED MITEKREFERANCEFAGEMLL7473rev. f0/O ISDEFOAE USE Design volld for use only WM MITeW connectors. Inls dedgn Is based only upon parameters shown, and N for an Ind vdml building component, not a Irus system. Before use, rho burlmng designer must verify the appllcabglty of design Parameters anal property Incorporate tnts design Into the overall "clingcIcAgn.Brat,4lgindk:atedlstoprevenlWcklingoflndMd Uusweband/achordmembersoNy.Atlalllonaltempaayaidpermarenfbracing MiTek' balWOyseequlred for SlabllityarM loprevenl co9ornewlth poste personal inlayand proPertydanage. ForgeneralgNdalceregaralnglhe 6904 Parke East Blvd. fabkolbn.storage, delNery, erectlon arM brocing ollmsesondl lmasystema seeANSI/TPII Quality Criterla, DSB49 and BCSI Bugding Component TaWa, FL 33610 Safety Informalion walable from Tm Rate Imtllule, 218 N. Lee Street. State 312. Alexandra VA22314. Job Truss Truss Type ary Ply Harbor Ridge Lilast le T09498]1 73195 GRD SPECIAL 1 Gix Job Reference (optional) Chambers Trues, Inc., Fod Pierce, FL 7.64DSApr IVEOIb MileKinduemeS,IM. WBOJun29l0.39AG20!6 Pa,2 ID:7QPecszFdotri=oewatlfLyMyli-tJ wog_ etmFBsPs41fLUMKFky8VV17ripW=UzlSxt NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3784 lb uplift at joint 12 and 45821b uplift at joint 22. 10) Girder carries hip end with 0-0.0 right side setback, 5-2-0 left side setback, and 5-2-0 end setback. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 660lb down and 395 lb up at 5-2-0 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. \J\ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-15B(F-78), 6-7-138(F=-58), 7-11 =-1 58(F=-78), 21-23=-30, 12-21=-52(1`= 22) Concentrated Loads (lb) Vert: 21=347(F) O WARNING - Verify design pararneleraand READ NOTES ON THISAND INCLUDED MITEKHEFERANDE PAGE M67473 . IOD3201SDEFORE USE Design valid for use only with MRek®connectors. Ws design is based only upon patametersslno n and Is for an individual building component not a flu i system. Before use, the bulldPg designer must parametersm x properly Lrcoryorate ttds tleUgn Into the overall appllc tmm tempaaaandpennaleni bracNg &acing f MiTek' iM othe a cnd/ lndicaledk toprevoollapawith Brute alimsswebandd/or chordmeamage. y. generanol Is always; required for a with possRrle perwnd Njury and For general dWtl itre It always to prordi Eas1 Bbd. 6904.. IAP11woloortydamage. systems t Building Cox9 n. stora /IPI I Quality Ctlterla, DSB-89 and BC51 Building Component fa n. storage. dellyeW, erecBon br cing delivery, bracing of I18 FL Tarrya, FL 33610 N. Lee S ree , A..o Salety IMormahon avallabie hom T. Rate InstlNte, 218 N. Lee Street Suite 312 PlexarWd¢ VA 22314. fsty W Met Job Truses Tru n; Type ty Ply H.rbor Ridge Ldesyle T89498]2 73195 GRD1 MONO HIP 2 ^ G Job Reference o tional Chambers Truss, Inc., F04 nerve, FL 'nusepne zora msun ,., Anam ......n zu Ivan... ca rug., ID:7OPecszFdotRumoewatI1LyMy11-LV7K7BACPBvntLRbOOpwxhue0BS1 E3PHOTGUJwz1Sxe 5.2.5 10-13 15-0-0 21-7-12 28-1-11 34-7-11 41-3-e S2-5 4-10-13 4-1613 G7-12 6 J 8-60 6-7-12 sse = Scale = 1:74.8 3.4 II 3x4 11 7x8 = 7.00 F12 5 6 21 7 8 9 22 10 Sx6 20 19 18 11 --16 L° 15 `a " 13 " 12 ` 11 3x4 II Ise = 4x4 = 4x4 = 3x4 II 3x10 It LOADING(psf) SPACING- 2-0-0 CS'- DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.31 Vert(LL) -0.04 13-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.1213-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.03 11 n/a Na BCDL 15.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.0613-15 >999 240 Weight: 838 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-11,2-19: 2x6 SP No.2 6-0-0 oc bracing: 18-19. WEBS 1Row at midpt 10-11.8-12,10-12 REACTIONS. (lb/size) 11=415110-5-10, 19=274010-7-10 Max Horz 19=833(LC 4) . Max Upliltl 1=-3450(LC 4), 19-1952(LC 4) Max Grav11=5847(LC 9),19=3777(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-98/360, 23=-1900/1113, 3-4-1787/1132, 4-5=-2478/1565, 5-6= 2594/1723, 6-21=-2594/1723, 7-21=-2594/1723,7-8=-2594/1723,8-9=-1522/969, 9-22=-1522/969, 10-22-15221969, 10-11= 5670/3450 BOT CHORD 18-19=-647/404, 18-23=-1381/1812, 17-23=-1381/1812, 16-17=-1381/1812, 16-24-1472@737, 15-24— 1472/2137, 15-25=-1547/2393, 14-25=-154712393, 13-14— 154712393,13-26= 1547/2393,12-26— 1547/2393 WEBS 2-19=-3413/1862, 2-18=-1057/2277, 4-18=-1476/807, 4-16=-179/694, 5-16=379/179, 5-15=492/895, 6-15-843/773, 8-15=349/412, 8-13=0/422, 8-12-173311150, 9-12-8477783,10-12-1925/3017, 1-19= 350(229 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc, 2x4 - 1 row at 0-9-0 Go. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 20 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 36-2-9. Intmor(i) 36-2-9 to 41-0-10; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are 4x8 MT20 unless otherwise indicated. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I5.Opst. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3450lb uplift at joint 11 and 1952 lb uplift at joint 19. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2713lb down and 1520lb up at 41-0-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. Standard WARNING -Verlrydeslgn Parametersand HEAD NOTES ON THIS AND INCLUDED MIrEKNEF£NANGE PAGEMR-74TJ rev. IMM015BEFORE USE Des'gn valid for use only WM MRek9connectors. itdselesign is based omyupon Parameters shown. and Is fora irdMtlual brdIng component not �R ■` a truss system. Before use. Ilse b UcKig designer must verily true oppllcobilityof design paameters and Property Incorporate thhdeslgn Into tine overall bsIDcBngdedgn. Hachglmgcoled topreventWcNVgoflrsdNWuo li Adcfltlornailemporayandpermarsentbracirg MiTek' webard/actwrdmembersonly. Is always required for staWlty onl to prevent collopse Win posble personal oW oral property darwge. Forgeneralgddauceregadrg the 6904 Parke East Blvd. fabdoalbR slaage, tlelNery, erecibn aa1 bracing of imseesand tms, sssyslemseeANSNVI1 Quality Criteria, DSB-89 and BCSI Building Component Tama, FL at0 Salary Information available from inns Plate Imblute. 218 N. Lee Street Suite 312, Alexandria VA22314. Job Truss Truss ype Oly Ply Harbor Ridge U.style T89498T2 73195 GRD1 MONO HIP 2 2 Job Refereroe a tional Chambers Truss, Inc., Foa Pierce, FL LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5— 80, 5-10= 100(F= 20), 11-20=-30 Concentrated Loads (lb) Vert: 10=-1870(F) '-"a s npr ry zuro mn eamouau.. mc. area aun 29 iv:39.0 ibis P.B.a ID:7QPecszFdotRumoewatlfLyMyll-LV?K78AcPBvntLRbOopw%hueOSS1 E31PHOTGUJv lSxe j Q WARNING -Vedlydes/gnpammeters and READ NOTES ON TNNSAND WCLUDW MREKREFEMNCEPAGEMl1.7473mv. 10N 015BEFORE USE Design volld for rrse ONyMAth MIleMC001a0mrs. IMcfeslgn is based oNyupon parameters shown. and is for an WI Mual buYtling component not p■ ��• a Ina system. Before use, the balding designer muss Modify the applicability of desgn parameters ax1 properly Incorporate this design Into the .vencl CuOmnng design. Bracing Indicated is to prevent Welding 01S)cMlual fnsssweb and/or chord members only. Additional temporaryanal permanent bracing MOW b always required for stability and to prevent coll,cso with possible parswM Injury and property damage. For general gWtlaae regarding the fabrlcallon. storage, delivery, erection and bracing of hun'esa d tane systems, seeANSBMI1 Quality Criteria, DSB-89 and SCSI Building Component d. Easl d. 6984 ParkeEnal B Blv Safety Information avalable from buss Rate Imitate. 218 N. Lee Street, Suite 312. M9xanddia, VA22314. Tampa, Job russ runs Type Qty Ply Harbor Ridge Lileetyle Ta949813 73195 GRG SPECIAL 1 2 Job Reference (optional) chambers Tmss, Inc., Fan Pierce, FL e,E = 192016 MRek lndushies. Inc. Wed Jun 2010:39:182016 Scale = 1:80.0 4x4 = Asa =3x4 11 5x6 = 21 20 19 ea as 1a 17 16 15 'A 14 " 13 4u5 11 3x10 11 6x8 = Us = 4x4 = 4x4 = 7x8 = 4x8 = 3x10 I 4x4 = s2-0 36-0 42-0 6fi 17e 2111-0 31P5 TJ9 g496 9 6 3 09d 69-1x MI, I bta5 )-1.13 1 140 Plate Offsets (X.Y)-- f4:0-6-0.0-2-41 18:0-5A.0-2-121 f15:OA-0,04-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 17-19 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 SC 0.76 Vert(TL) -0.46 17-19 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.63 HDrz(TL) 0.09 13 n/a Na BCOL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.3517-19 >999 240 Weight 696lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 14,4-7: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-13,3-21: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 13=2584/0-3-0, 21=2058/1-4-0 Max Horz21=654(LC 5) Max Upliftl3>2201(LC 5), 21=-5106(LC 4) Max Grav 13=3095(LC 9). 21=2058(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-258/416, 3-4=-346/1279, 4-5=-2862/3477, 5-26= 2862/3477, 6-26- 286213477, 6-7=-6501/6035,7-8=-4566/3528,8-27=-3772/2887,9-27=-3772/2887,9-10=-2461/1801, 10-11- 2461/1801, 11-28= 2461/1801,12-28=-2461/1801, 12-13= 2921/2204 BOT CHORD 1-21=-360/333, 20-21= 321/185, 19.20= 1251/98, 19-29= 5359/4986, 29-30= 5359/4986, 18-30=-5359/4986,17-18=-5359/4986,16-17=-6361/6539,16-31=-3245/4024, 15-31=-3245/4024, 15-32= 2887/3772,14-32=-2887/3772 WEBS 3-21= 1623/3860,3-20=-2849N076,4-20=-2661/2064,4-19= 3694/4007,5-19=-485/436, 6-19=-3285/2016,6.17=-1316/2488,7-17=-1629/607,7-16=.3380/3535,8-16= 1510/1725, 8-15=-4411534, 9-15=-372/595, 9-14=-1912/1591,11-14=-897/832, 12-14= 2576/3515 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-10-7 oc bracing. 1 Row at midpt 12-14 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 17-3-2, Interior(1) 17-3-2 to 23-11-0, Extefior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This imss has been designed for a 10.0 psf bottom chord live load nonconcument with my other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, win BCDL = 15.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2201 Ito uplift at joint 13 and 5106lb uplift at joint 21. Aiwww O-Vedtydes/gn parameters and READ NOTES ON THIS AND WCLUUED MITEK HEFENANCE PA GE MP7473 rev. IdW2015 BEFORE USE �■R Design valld for use only Win MireMconnectom Misdesign 6 based oriyuxm Mameters shown. mtl lsfor an 4WlNWd brNdBq component.not IYm`I 0 t� system. game use. the bildrg designer must vedty the applicobdltyof design parameters and properly hcorporafe Ih8 design Into the overall +�• louragdeslgn.BracngMicatedIstoPreventbucldhlgofird tiolimssweband/orchortlmembersonly. Adcdllondtemporaryantlp mn ntbradrg MiTek' IsdWays regdred for stabllltyand to prevent collapse Wlh possible petwrd Infury and pop" damage. Forgenemlgldanceregardng ma f0bfloalWr M0,0ge. delivery, erection and b iclrg of imssesard truss systems, seeANSI/TPII Cuailry World, OSB.89 and BCSI Budding Component 6904 Parke Eest eNd. Solely Information mutable from Tnm Rate InsdNte. 218 N. Lee Sheet. Sine 312. Alexan Ida VA22314. Tempo, FL 33610 Job Truss cuss ype ly Ply Harbor Ridge Laterite T8949B]3 73195 GRG SPECIAL 1 if 2 Job Reference (optional) Chambers Trues. In... Fan Pierce, FL 7.640 s Apr 192016 MTek Industries, Ire. Wed Jun 2910:39:182016 Paget ID:7QPecszPdolRumoewat1fl-yMy11-phZiKTBEAVI eVVOozVK93vRn8Yg=RcQE771rNz1Stiff NOTES- 10) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 349 Ib up at 5-2-0, and 85lb down and 102lb up at 11-11-13 on top chord, and 21261b up at 5-2-0, and 534lb down and 360 lb up at 10-7-13, and 550lb up at 11-11-13 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-80, 4-7=-100(F=-20), 7-8= 80, 8-12= 100(F= 20), 13-22=-30 Concentrated Loads (lb) Veil: 4=139(Fj 20=1258(F) 26.12(F) 29=-534(F) 3M- (F) Q WARNING -Ved/ydosign Pa]amefereead READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI17473 rev. 1DOM015 BEFORE USE. wild for use only with MTeM Connectors. INS design Isbosed only upon parameters shown, and h for at 81dM ual Wilding component. nor sot a if=system. Before use, fhe tourdfng designer must veAty the oppllcobility of design pmameters aryl properly Incoryorafe its design Into the overall buBtlVrgtleslgn. Brmhgindkatedbtopieventlw WbVoflndlvldudlmweband/orchordmemb isor9y. Addt[ondtemporaryaldper oa tbacing MiTek' bdwaysre Mfedforsfabllityondtoprevenlcdlapsewllhpos of rsorvllnlwyandprol]eay am e. Forgenerdgdd®lceregattMgme Iobkatbn, storage, tlelivery, erecibn arw lxac8rg of inmesantl insss systems, seeAN51/IPII 6uo9ty Cdterb, DSB-89 aM BC51 Bugding Component 6904 Perke East BNd. Safety Intonnallon avdlotHe from Inns Role Insflfde, 216 N. Lee Street SWfe 312 Alexandria, VA 22314. Tarrya, FL 33610 Job Truss ituss type Oty Ply Habon Ridge Ldestle T89498]4 73195 GRK SPECIAL 1 q G Job Reference (optional) Chambers Truss, Inc., Pont Pierce, FL 7.640 s Apr 19 2016 64Tek Indusaies. Inc. Waal Jun 2910:39:19 2016 Page 1 otRumoewatlfLyMyl 1-Hl74YpBtxo9V6fb_%DsOc6 uMylxiueZTmlbNpzlSxc Scale-1:81.2 SfU)E 4xe = 4xe = 9 10 30 lCh 23 22 L1 20 O1 19 18 11 4.5 II 3.10 d 4x8 = W 12 = 6xa = 520 24aa 30-0 - 3 11d-3 1]-11-2 Y1LB 246d ffi11-12 3]4d 1L 12 3E-0 D - 9 Bd-3 849 4T$ 2-0-0 6a-12 6442 664 14-3 pA8 Plate Offsets (XY)-- f4:0-3-0.0-1-121 (16:OA-0 Edael LOADING(psf) SPACING- 2-0-0 CSI. DER. in Qoc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(L-) -0.33 17 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Ven(TL) -1.24 17 >389 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.48 25 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.62 17 >776 240 Weight: 6121b FT=20k LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except' TOP CHORD 1-4,4-6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 1-21,17-21: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3'Except' JOINTS 11-25: 2x4 SP M 30, 3-23: 2x6 SP No.2, 16-19: 2x4 SP M 31 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 23=2459/0-7-10, 25=2684/0-3-0 Max Harz 23=654(LC 5) Max Uplift23=-4914(LC 4), 25=-2159(LC 4) Max Grav23=2459(LC 1), 25=2893(LC 9) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-260/381, 3-4-832/1828, 4-5= 727/1633, 5-6=-7606/6152, 6-7-9123f7418, 7-8-7027/5631,8-9=-7027/5631,9-10=-7027/5631,12-25=-2893/2159, 11-12=-359/279 BOT CHORD 1-23=339/330, 22-23= 324/213, 21-22=-5423/5790, 20-21=-5423/5790, 20.31=-5423/5790, 19-31= 5423/5790,15-16= 6541/7768, 14-15— 3491/4519, 13-14=-3491/4519,12-13-3491/4519 WEBS 3-23=-2312/4226, 4-22=-542/220, 5-22=-5798/3995, 5-20= 568/1098, 5-19=-1181/3191, 6-19=-5128/42/6,19-24— 7567/8900,16-24=-7553/8945,6-16=-5/922,7-15=-1127/1144, 8-15= 775/731,10-15=2451/2898,10-13=0/326,10-12=-5073/3936,3.22=-3373/1862, 7-16=-3605/4438 Structural wood sheathing directly applied or-4-8-3 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 11-25,5-22,10-12 1 Brace at Jt(s): 24 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6.0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2X6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh h-46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 17-11-2, Intedor(1)17-11-2 to 24-7-0, Fxredor(2) 24-7-0 to 39-7-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and my other members. Q WARNING -Verflydos/gn parameters and READNOTES ON TNISAND INCLUDED M ISKBEFERANGEPAGE MM174TJro✓. 10A1=015 BEFORE USE Design valld for use any WM Mflek®connectors.❑1ls design Is based oNyuponParameters shown. anal is for an lndlvltluol 1xi9dlrg component.not r` ��• a buss system. Before use, the b ding designer must verity the appllcob8lty ofdesign parameters anal properly Incorporate thisdedgn Into the overall Wildigdeslgn. BrMhgkldkatedlstopovenlWCL91gOflndM ltmsswebGW/orcMrdmemb mody. Add111oroltempororyondpermanent1bracing MiTek' always for seWery, and to l copal v4nsessa We perwrx9 hlinyaM lxopedy clanage. For the and f storage.erection and of Imsssate Dua11Iy CtlfeOa, D5B4t9 and BCSIBulltling Component SB-09 BCS1lce dIrg C.g of118N. Pane East Blvd. ationarob4o,orinTandbracing Lee fi Safety Information avdloble hom truss Rate Ins11Me, 218 N. Lee Sheet. Salle 312. NezaMOa. VA22314. Safety 31,Nexandda Tair69N Tanpa, FL 33610 Job Truss Truss Type aty Ply Harbor Ridge U.dyle T89498T4 73195 GRK SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc- Fort Pierce, FL /a APf IV LVIb MI I eK lnausrfles. inc. Was JunzV Iu,u.iv 2vio Paget I D:7OPecszFd"RumoewatltLyMyl l-Ht74YpBbco9V6fb_%DsOc6_uMyl xueZTmlbNpzlS= NOTES 9) Bearing at jolm(s) 25 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing suave. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4914lb uplift at joint 23 and 2159 lb uplift at joint 25. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 349 lb up at -2-0 on top chord, and 2126lb up at 5-2-0, and 534 lb down and 360 lb up at 10-7-13, and 534 lb down and 360 lb up at 12-7-13 on bottom chord. The designtselection of ch connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-80, 4-6=-100(F=-20), 6-7=-80, 7-11=-100(F= 20), 17-26=-30, 12-16=-30 Concentrated Loads (Ib) Vert 4=139(F) 21=-534(F) 22=1258(F) 31=-534(F) ® WARNWG-VedlYdesign parametexsand READ NOTES ON THIS ANDINCLUDED MREKREFERANCE PAGEMIP74M rev. 1N01R015 BEFORE USE Dedgn vaild for use oNywiih MffeW conrrecrom. R4sdeslgn is board! onlyupon porameters Ywwn, and K for an VMINduol Wilding component, not a Inns system. Before use, the bull 9ng designer must verify the applicabfBy of design pmometers and properly Incorporate fi1K design Into the overall bWtlNgdeslgn. LOacklg lntllcaletl is to buckllrg of lrltlNltlual lmss web arW/or chord members oNy. Addflomltempmaryandpermamnfbnacirig Mel( preveni sotways readied for stobBity and to prevent collapse V B possible personal lnlury antl property damage. far genenol gl9dance regor(llrg the 6904 Parke East BHd. foWcafbn, storage, delivery, erection and! bnocNg of truces and fiu3$ tams SeM BO eANSI/TPII Quality Criteria, DSB-89 arSI Bullding Component Temp., FL 33510 Safety Information unsalable Irom Trim Rate Institute, 218 N. Lee Street. Suite 31Z Alexan drla, VA 22314. Job Truss Truses Type Dry Py Harbor Ridge Lresyle T8949875 73195 GRL SPECIAL 1 Es G Lionel Job Reference (optional)_ Chambers Truss, lnc., Foil Pierce, FL 192016M7eklnduatiea,Inc. Wed Jun2910:39:192016 Pagel rat1fLyMy11-Ht74YpBbIo9V6fb_XDsOc6_pjyzgisoZTmlbNpzt Sxc Scale - 1:80.8 4ri10 = 6xa = Us = 4x6 = 3ri4 11 a 25 9 10 11 26 12 20 19 18 17 16 `1 16 " 14 13 4x5 II 3.10 II 7xe = 10x10 = aria = Trig = 3x4 7x8 = 8x10 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Udell Lrd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Ve art -0.23 16-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.92 VertCTL) -0.8316-17 >602 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.18 13 n/a n/a BCDL 15.0 Code FBC20141TPI2007 (Matrix-M) Wind(LL) 0.4716-17 >999 240 Weight: 729 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-13.3-20: 2x6 SP No.2, 5-19,5-17,11-15,11-13,7-17: 2x4 SP M 30 SLIDER Left 2x4 SP No.32-6-0 REACTIONS. (Ib/size) 13=4286/0-3-0 (req. 0-3-9), 20=4912/0-7-10 Max Horz20=1042(LC 5) Max Uplift13=-4004(LC 5), 20— 4714(LC 4) Max Gmvl3=6087(LC 9), 20=6868(LC 9) FORCES. (lb) - Max ComplMax. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1781263, 2-3=-263/223, 3-4=-2861/1719, 4-5=-2539/1649, 5-6=-15881/9931, 6-7=-18418/11602,7-8=-10016/6379,8-25=-8732/5724, 9-25=-8732/5724, 9-10— 7833/5160, 10-11-7833/5160, 12-13= 684/615 BOT CHORD 1-20-2141334,19-20=-7091613, 18-19=-7823/11565, 17-18-7823/11565, 16-17=-7682/11690, 16-27=b162/7836, 15-27-516217836, 15-28=-3276/5017, 14-28=-3276/5017,14-29_ 3276/5017,13-29=-3276/5017 WEBS 3-20= 6306/4016, 3-19=-3250/5206, 4-19= 240/697, 5-19=-9784/6354, 5.18=0/486, 5-17-3223/5393,6-17=-9919/6476,7-16-5349/3531,8-16=-2288/3906,9-16=-828/1354, 9-15=-2571/2082, 11-15=-2752/4110,11-14=0/588,11-13=-719214697,7-17=-5657/8886 Structural wood sheathing directly applied or 3-1-6 oc purling, except end verticals. Rigid ceiling directly applied or 5-6-7 oc bracing. 1 Row at midpt 5-19, 11-13 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131')3') nails as follows: Top chords connected as follows: 2x4 - i row at 0.9.0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-M oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Ops1; 1=4611; Cat. 11; Fxp C; Encl., GCpI=0.18: C-C Extedor(2) 0-0A to 17-11-2, Interior(1) 17-11-2 to 24-7-0, Exterior(2) 24-7-0 to 39-7-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 9) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 40041b uplift at joint 13 and 4714lb uplift at Conalnueu on page 2 A WARNING. Verily, deargnparametersand READ NOTES ON MIS ANDINCLUDED MREKFEFERANCE PAGEMIF74Z3rev. 10=N115BEFORE USE Delon void for use onlywlfh MneWconneclors. lydsdedgn Is based only upon parameters shown. and Is for an Indlvi,eal buldho component not a truss system. Before use, Inc bu ldrxl designer must verify the appiicarNity, of design parameters ad properly Incorporate tints design Into tha over,, bu0cingIc sign. BrmhgWtl atedblopreventWeldhgoflndvkludhusswebard/aclwrdmemWmoNy. AddtW"temp air mdpermanentbradlxl MiTek' bdwoysre"edfofatobBltymdtolxeventmilop Wthposdblepems hturyandlxoMriydomage. For oenerd guidance reoaWlg the 6904 ParkeEast st BNtl. fobrlcotbn. storage. delivery, erecrear and bracing of tiussesms mS d tmsystacoeANSI/rPll Quality Crlteda, DSB-99 and BCSI Runding Component Tanpa, 3ae Solely INormatlon available from Inas Rate Institute. 218 N. We Street Suite 31Z Alexandra VA 22314. Job Truss Truss Type Qly Ply Harbor Ridge LAesiyle T89498]5 73195 GRL SPECIAL 1 2 Job Reference (optional) Chambers TrnSS, inc., For! HIS,., FL r.aao Sapr rn eme mu art inausnas. me o nzn —v.mzviu F.,ez ID:7QPecszFdotRumoewatlfLyMy11-Ht74YpBtxo9V6Po %DsOc6_pjyzgisoZTmlbNpzISxC NOTES- 10) Girder carries hip end with 0-0-0 right side setback, 5-2-0 left side setback, and 5-2-0 end setback. 11) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 660lb down and 395 lb up at 5-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility, of others. LOAD CASE(S) Standard 1 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 `v( Uniform Loads (pit) Vert: 1-4 80, 4-6=-158(F=-78), 6-8=-138(F= 58), 8-12=158(F= 78), 19-21=-30, 13-19= 52(F= 22) Concentrated Loads (lb) Vert: 19= 347(F) WARNING- Verily Eesrgnpardmef...d READNOTES ON TNISANDINCLUDED MmEKREFERANCE PAGEMRr.7473 ev. 14NM015 BEFORE USE Oeslgn valid for use onlyvAih MBek9connect0rsiNsdedgn IS based only upon pafomet0m shown, and Is for on ind Adual b Iding ComPOnent, not mernbepronly. blcaporgie ih5 tleslgn Info the overall butooaimsssydarI Befaeuse, the de signer mustverifythe Mdua] n,SSwetland/ and/or imiTek' Qjoding ISarw roWrdforSIgVidlcatedlsloVrmCtrasogofilstlMlererssswebryand oredydamagonly.Addlflwwltemporaryandpenngnentbtac9g dfaWlN andtoaevenlrachgse wlih pos.IDle persorrol hhseeMSI/Wil lytlgm�e. Forgenerald rIng IabriCa Srn.stor RNtl. se RCS1 Bu Comphe stooge, erection and bracing of t18 Criteria, Dsa-e9 and BC51 eufltling Comlaonanl ge. ee To , FL 3MI Tampa, FL 33610 Sarahgtbn. S reet sutems NAablry, exc clnc VA M safety Information avallgble from lnrss Rate InsflMe, 218 N. Lee Street. Sulfa 312 PlexartllW. VA 22314. N. Job Truss Truss Type Oty PN Harbor Ridge Lifestyle T894BB]6 73196 GRM MONO HIP 2 1 Job Reference (optional) Chambers Truss, Inc., Fan Pierw, FL 7.64D s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:39.20 2016 Paget ID:70PecszFdotRumoewatlfLyMy11-14hS19CVi6HMkpAA5wNd9KW 49MOTRLvji0U8vFzl S)t -36-0 5-9-10161 3ti-0 S&10 52-6 "1 J awls =1 50 ] 5x8 MT18H5= 3x4 II Adeq LOADING (pst) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CS'. TC 0.60 BC 0.63 WB 0.84 (Matrix-M) DEFL. in Vert(LL) 0.19 Vert(T-) -0.28 Horz(fL) 0.04 floc) Vdefl Ud 8-9 >999 240 8-9 >691 240 7 n1a n/a PLATES MT20 MTi8HS Weight: 120111 GRIP 244l190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purling, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-8-0 or, bracing. 6-7. 2x6 SP No.2, 5-8: 2x4 SP M 30 WEBS 1 Row at midpt 4-8. 5-8 2 Rows at 113 pis 5-7 REACTIONS. (lb/size) 2=2380/0-7-10, 7=3167/0-3-0,1=151/Mechanical Max Horz 2=816(LC 4) Max Uplift2= 1695(LC 4), 7=-2695(LC 4), 1=-143(LC 4) Max GFav2=2380(LC 1), 7=3167(LC 1), 1=216(LC 9) FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=a665/2663, 34=-3514/2683, 4-5=-2139/1600, 6-7=-297/287 BOT CHORD 2-9=-2751/3062, 9-13= 2751/3062, 13-14= 2751/3062, 8-14=-2751/3062, 8-15=-1558/1815, 15-16=-1558/1815,7-16=-1558/1815 WEBS 4-9=-888/1220,4-8=-1572/1491, 5-8=-2277/2884, 5-7=.2908/2493 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fl; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has beendesigned for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1695 Ib uplift at joint 2, 2695lb uplift at joint 7 and 143 lb uplift at joint I. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1191 Ile down and 1033lb up at 7-0-12, 545 Ib down and 4571b up at 9-0-12, 5521b down and 4691b up at 11-0-12, and 567lb down and 482lb up at 13-0-12, and 5671b down and 4821b up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-11= 115, 5-11=-80, 5-6=-100(F= 20), 7-10= 30 ®WARNING -Vicdiydeslgnparamefera and READ NOTES ON THISAND INCLUDED MITEKREFERANGE PAGE MR-7473rev. IdWi2015 BEFOREUSE Design valid for use only Win Mltek®connectors. RJs design b based only upon paametersshown. and is form lrxllvlduol WAtNrg component.not �R ®` a true system. Before use, the baiting designer must verity the applicabiityof design paameters and properly Incomorate fhb design Into are overall buidnodeslgn. Umhgintllcatedbtoprevenl WcNlWofin WLKltnrssweband/orcMrdmembersoNy. Ankiflonoltemporaryandpermanentbracing Mew bdwaysregLdr dforstOUIlya fopreventcollapsewithpostiep rorldh"yandpfop rlydamage. For generalgdtlmce regardirxg the fabrication, storage, tlelNery, erecBon anU bracing of inrssesaM husssysfems, s ANSlyiPlf Quality World. D513-89 and SCSI Building Component 6904 Parke Encl Bbd. Salary Information ovdlable from Huss Rate InsfltNe, 218 N. Lee Street, 6ulte 31Z Nexandda. VA 22314. Tampa. FL 33610 Job Trues Truss Type Qty PN Harbor Ridge Lifestyle T6B49e]6 73195 GRIM MONOHIP 2 1 I Job Reference (optional)_ Chamber. Tmss. Inc.. FM Pierce. FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8= 55213= 1191(B) 14— 545(B) 15= 567 16— 567 7.64D s Apr 192010 MRek lntlusfries, Ins. Wed Jun 29 10:3920 2016 Page 1 D:70PewzFc otRumoewatIfLyMy11-14hS19CVi6HMIcpAA5W Nd9K W 49MOTRLViiOUBVFz1 Sxb V Q WARNING- Vedydeslgn parameters and RE4U NOTES ON MIS AND INCLUDED 11,1/1ENREFERANCEPAGEM4-74"ni 1N0320159EFORE USE void for use only MM NJfeld, connectors. IIJs design Is based oNy upon parameters stwwn. and Is for an hxilNdual buldkg component, not IMF a truss system. use, the bulldlg designer must Verify the applicabilityof design paramrs eteai properly hoaporate 1Ns design Into Itw overall Before, brAdrg design. Racing 0ldicatetl is to buckllrg Individual trussweb oral/or chord members only. Addllonal temporary, and pennarrent braclrg M!TeW prevent of E always repdretl for stabgltyrndto prevent collapse wllh possmle persoM hpry antl propeM damage. Forgenerolguldamceregardrlghe 004 Parke East BNd. foMkalbru storage, delNery,erecflon and btaclrg of tnrssesand tmssystems, seeANSIpPII Quality Cdteda, DSB49 and BCBI Building Cornwriont Tanpa, FL 33610 Safety Information avagoble from Truss Plate Institute, 218 N. Lee Street, Sdte 312 Alexandit VA 22314. Job Truss Truss Type Qty Pty Halber Ridge Lifestyle T69498)) 73195 GRO SPECIAL 2 1 Job Reference (optional) Chembers Tmsa, Ina, FMt Pierce, FL 7.66o a Apr 192016 Muek lnduafnea, na. wee dun 2a tu:UULU 2m b rage, ID:7QPecszFdotRumoewatlfLyMyl1-14tS19CV16HMkpAA5wNd9KW 7nMNTRQnjIQUBVFzI$xb 4.7-7 9-2-14 4-7-7 4-7-7 4x6 = 2x3 11 Sx14 = 1 2 3 bk8 = 4.10 11 7x8 = 5.10 II �9 Scale =1:60.3 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 C51. TC 0.43 BC 0.69 WB 0.53 (Matfix-M) DEFL. in Vert(LL) 0.05 Vert(Q -0.10 Horz(TL) 0.10 (lac) Vdeil Ud 5-6 >999 240 5-6 >999 180 8 rda n/a PLATES GRIP MT20 244/190 Weight: 1221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 9-6-8 cc bracing. 1-6:2x6 SP No.2, 3-4: 2x4 SP M 30 WEBS 1 Row at midpt OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 6=1756/0-7-10, 8=2190/0-3-8 Max Uplift6=-1525(LC 4), 8=-1830(LC 4) Max Grav6=2346(LC 15), 8=2913(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-1827/1297, 1-2=-867/553, 2-3=-867/553, 4-7= 748/1391, 3-7=-748/1391 BOTCHORD 5-10=-163/252,4-10=-163/252 WEBS 1-5=-1135/1790, 2-5=-5691718, 3-5=-926/1459 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf-, h=46ft; Cat. II; Exp C; Encl., GCIP14.18; C-C Extenor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 1 5.Opst. 5) Bearing at joints) 8 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1525lb uplift at joint 6 and 1830lb uplift at joint 8. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 992lb down and 569 lb up at 2-4-0, 992 lb down and 569 lb up at 4-4-0, and 992lb down and 569 Ib up at 6-4-0, and 9921b down and 569 lb up at 8-5-14 on bottom chord. The dasign/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13= 100(F— 20), 4-6=-30 Concentrated Loads Qb) Vert: 4=-718 5=-718 9= 718 10= 718 ®WARNING-Vedly design paramefersand READ NOTES ON THSANO MCLUOEO M?EKNEFENANCEPAGEMS74T3 rev. 1"0 015 BEFORE USE ' Design vdld for use only vdin MITek®connectors. TNsdedgn is only upon porometers ",,n. and Is for an hdMdual building component, not Nil a ttusssystem. Before use, fta bullring dedgner must verify the Opvllcab011yof design parometers Orki properly Incorporate ih5 design Into the overall Mgdngde9gn. &acingMn tetl toprevenibuc MoflndNlduollmnwebaW/otcMrdmembersod,. Atl foraltemporarya dtl =anentbwa Q MiTek' balwoys required for stab0ity and to preventcollapae with posstde personal hlury and property damage. Forgenerdg,ldaraeregardngtta fabdcatbn storage, delivery, erec8on and bracing of trusses and tmuess AemS s ANSUTPII Quality criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informatlon avdlaWe from Truss Rate Institute. 218 N. Lee Streel, Sdte312, Alexonddo. VA 22314. Tairya, FL 33610 Job Truss Truss Type Qty Ply Herbor Ridge L.W.W. T89496]8 73195 GRP MONOTRUSS 2 1 Job Reference o tional Chambers Truss. Inc. Fort Pierce, FL TUD a Apr 192016 MTek Industries,Inc. Wad Jun 291 D:39212016 Page ID:7OPecszFdotRumoewatlfl-yMy11-DGFgzVD7TOPDMylMfdws X3DPIk8An?sw4EiShzlSxa PME Adel Scale = 1:62.6 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.76 BC 0.60 WB 0.92 (Matrix-M) DEFL. in Ve all0.16 Vert(TL) -0.26 Horz(TL) 0.03 Qoc) Vdefl Ud 5-6 >999 240 5-6 >627 240 5 n/a r✓a PLATES MT20 MT18HS Weight: 108 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc pur ins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 6-9-12 cc bracing. 4-5: 2x6 SP No.2, 3-5: 2x4 SP No.3 WEBS 1 Row at midpt 4-5 2 Rows at 113 pis 3-5 REACTIONS. (lb/size) 2=2216/1-0-0, 5=3212/0-7-10, 1=144/Mechanical Max Hoa2=969(LC 4) Max Uplift2=1385(LC 4), 5=-2627(LC 5), 1-143(LC4) Max Grav2=2216(LC 1), 5=3212(LC 1). 1=224(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3378/2079, 4-5=-448/357 BOT CHORD 2-6=-2365/2817, 6-12=-2416/2892,12-13= 2416/2892, 13-14=-2416/2892, 5-14=-2416/2892 WEBS 3-6=-1836/2706, 3-5=-3282/2731 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5.4 to 11-6-12, Interior(1) 11-6-12 to 13-8-14; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13851b uplift at joint 2, 26271b uplift at joint 5 and 1431b uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1516 Ito down and 1199 lb up at 7-0-12, 714 Ib down and 520 lb up at 9-0-12, and 717lb down and 536 lb up at 11-0-12, and 6981b down and 545 Its up at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-115, 4-8=-80, 5-7— 30 Concentrated Loads (Ib) Vert: 6=-1515(B)12=-714(B) 13=-717(B) 14=-698(B) ® WARNING -Verify deilgnpamneaterianURiD%ONOTESON]HISANOINCLUDED MR KREFERANCEPAGEM0.7473e,V IsU=0156EFOREUSE. R' Deslgn wild for use only Wffi MlrelMeormeclors. INs design h based only upon parameters shown, and is for on Individual W9ding component,not t`� olsusswd-rn. Beforeuse,tt WlldngdedgnermustvedfytheapplicabBilyofdeslgnpaametemarc opedyblcomoratefhkdedgnlntotheoverall Wdd Rjdedgn. Brachglsldlcol Nto Wevent WcMlrlgoflndlviduall weband/mchordmembersonly. Adc➢Boral temporary and pemlanent bracng NOW Is always required for stabllltyand to prevent collars wpm posdble persond Ron, and property damage. r generaguldanceregordingthe 6904 Parke East Blvd. fabdcatbn. storage, delivery, erectlon arxf lxacing of hussesarld lnlsssystems, SeeANS11711 Quality Criteria, DS849 and BCSI Budding Component Tanga, FL 33610 Safety Informatlon available from Truss Pone InsBlute. 218 N. Lee Sheet. Sulte312 Alexandria VA 22314. Job Truss Trues Type Uty Pfy Harbor Ridge Lifestyle T8949B)9 73195 GRR MONO HIP 2 I 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Adequate Support Required ""a6Z,vLVr....BRNOeanle.. mC.. an JM[a 1':U'i of P.'e ID:7OPecszFdotRumoewatlfI-yMy11-DGFgzVOTrQPDMylMfdushX3FRIk7Aofsw4EiShz1 Sxa 5x8 MT18HS i 3-5-13 3x4 = 3x4 II 4 12 13 5 Scale-1:37.9 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBG2014frP12007 CSI. TIC0.63 BC 0.61 WB 0.88 (Matrix-M) DEFL in Vert(LL) -0.09 Vert(TL) -0.33 Hort(rL) 0.03 Wind(LL) 0.10 OGG) Vdefl Ud 6-7 >999 360 6-7 >503 240 6 n/a n/a 6-7 >999 240 PLATES MT20 MT16HS Weight: 781b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-1-2 Do puffins, except SOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=128/Mechanical,2=1513/1-0-0,6=1648/Mechanical Max Horz2=603(1-13 4) Max Uplifts= 99(LC 4), 2=-1175(LC 4), 6=-1503(LC 4) Max Gravl=134(LC 9), 2=1513(LC 1), 6=1648(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 2-3=-1736/1342, 3-11=-1378/1312, 4-11=-1378/1312, 5-6=-254/289 BOT CHORD 2-7=1315/1374, 7-14=-935/946, 14-15= 935/946, 15-16=-935/946, 6-16=-935/946 WEBS 3-7= 132/315, 4-7= 618/709, 4-6=-1499/1513 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Ops1; h=4611; Cat 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 1, 1175 lb uplift at joint 2 and 1603 Ib uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 683 lb up at 7-0-0,1351b down and 318lb up at 9-0-12, and 1351b down and 3181b up al 11-0-12, and 1351b down and 318lb up at 13-0-12 on top chord, and 3681b down and 422 Ib up at 7-0-0, 94 Ib down and 451b up at 9-0-12, and 94 Ib down and 451b up at 11.0-12, and 94 Ib down and 451b up at 13-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the Imss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A WARNING- Votlry dealgn parameter and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev. rWDY20r56EFORE USE Design valld for usa only Wth Mliek®connectors. TNs doagn 4 based oral upon pxarneteis shown. Carol Is for on WK4duol Watling componenl. not [■•�Y� a truss system. Before use, the bufan,, designer must verify fine oWicoUlty of design parameters and popefly hrcaporate thin design Into the overall finnswel,andloronly. AddlllorwltempaaryorldpennareniGac9g WOW buldingdesIgn. sochl,marcafetllstopevenl Warring ofIndividual chord members lityantllopaeventNfhpos�hflreyondpopedydaYmraagdrBcuegding caocNelm babrICoi TampEast Bad. xl syonal br¢eqsuto9readgel.delly ofCatlgleeri.aro, DrSgBen6e9 CSIComg pn ent Tampa. FL 3U10 Safety Information ayalorlbre from Thuds Plate NIINfe. 218 N. Lw SreeiSJre 312 Perrandfla VA22314. Job Truss Truss Type Qty PN Harbar RidLHestyle 8949879 73195 GRR MONO HIP 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL ID:7QPecszFdotRumoewallf LyMyl l-DGFgzVD7TQPDMyiMfdwhX3FRIK?Aolsw4EiSt1zl Sxa LOAD CASE(S) Standard I Uniform Loads (plf) `\JI Vert: 1-9= 115, 3-9= 80, 3-5= 100(F= 20), 6-8= 30 Concentrated Loads (Ib) Vert: 3=227(F) 7= 368(F) 11=135(F) 12— 135(F) 13= 135(F) 14=-71P 15=-71(F)16=-71(F) ®WARNING -Verify designparomsters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCEFAGEMI1-74"nsK 10=01SEEFOREUSE Design wild for use oNyAM MReIdJ Carinleatorz Ws design is based ody upon parameters shown. and is for an m1h4oWA Wilding component not �• a hies system. Senn. use, the b,,dW designer must vedfy It,, appllcabBlty of design parameters and proWdy Incorporate this design Into iW overall burding design. & Irug lrWkated is to prevent bOOkling of Individual tmssweb and/or chord members only. Additional temporary arsd Permanent braclg1!004GIC halways required for dobllltyand to prevent collapse wM possble mrsonal inluny and propeOy tlamage. rorgenerol guidance regardina the fabnkatlon, storage, delivery, erection and brads of trusses and muss systems, WMSIy1P11 Quality World, DSB-89 and BCSI Building ComponentSafety arke East Ild. Infrmation moflable mom bus Rate Irablufe. 218 N. Lee Stmet. Site 31Z Alexandria, VA 22314. , FL 33610 Job Truss Truss Type Qty Pty Harbor Ridge L4eelyle T89498fi0 73195 GRT HIP 2 i I Job Reference o Gonal Chambers Tmss, Inc., Fmt Piarca, FL Cf i 16 4x5 = 2-7-13 3x4 11 3x6 II --- Zbb — MH axa e 3x4 = Scare = 1:33.9 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2014/TP]2007 CSI. TC 0.47 BC 0.18 W B 0.62 (Matdx-M) DEFL in (too) Vdefl Utl Vert(LL) 0.04 11-13 >999 240 Vert(TL)-0.0310-11 >999 240 Horz(TL) 0.01 10 Na Na PLATES MT20 Weight. 105 lb GRIP 244/190 Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-11 as pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 20 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3.14,610:24 SP No.2 7-10-12 oc bracing: 11-13. REACTIONS. (lb/size) 14=944/0-7-10, 10=944/0-7-10 Max Horz 14=-39(LC 7) Max Uplif114=-1991(LC 4), 10=-1991(LC 5) Max Grav 14=1896(LC 25), 10=1896(LC 24) FORCES. gb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-306/230, 3-4=-1353/1299, 4-16_ 1221/1235, 5-16=-1221/1235, 5-6 1353/1300, 6-7=-305/228 BOT CHORD 14-15=-157/302; 13-14=-128/283, 12-13=-832/912,12-17= 832/912, 11-17— 832/912, 10-11=-155/301, 9-10=-155/301 WEBS 3-14= 1749/1760,3-13= 1179/1100,4-13=-458/220,5-11=-445/213,6-11=-1181/1100, 6-10= 1749/1761 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.0psf; h 46tt; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trues has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1991111 uplift at joint 14 and 1991 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 310 lb down and 189 lb up at 7-4-0, and 310 lb down and 189 lb up at 8-10-4, and 310 lb down and 189 lb up at 10-4-8 on top chord, and 379 Ib down and 8171b up at 7-4-0, and 1541b down and 131 It, up at 8-10-4, and 379lb down and 8171b up at 10-3-12 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 80, 2-4=-80, 4-5=-100(1`=-20), 5-7=-80, 7-8=-80, 9-15=-30 A WARNING - Vadry desfgn pammerera antl READ NOTES ON THISAND INCLUDED MMEK REFERANGE PAGE MIF747J rev. 10/004?015 BEFORE USE Design vdk!for useonlywi111 MITek®corrteclon.U*dedgn kbasedonlyupon paraneremstwwn.antl is foram individual WBdhrg component, nor a Inrsssystem. Before use, the WidW designer must verify the OppllcabTlty of desfgn parameters antl properly blcorperate this design into the overall Wlldrgde9gn. &a hglndlcatedWtopreventWCWingoffn Mdualtus band/%c dmembersoNy. Aticlillonmtempouvyancipemocra, tbrminc; MiTek' always r for and tti prevent collapse with possible B n damage. For general ce renadrlg fie 6904 Parke East Blvd. elivelly. sprml Quality xaws e see d Bost f . storc and bracing C4lerla, DSB-89 and BC51 BUI1tlNg Component bn. storage, y. s Nexa reef. Tanga. FL 33610 , 18 N.santl Sstems om Iron dd VA22 Safety Intormalion avcnade flan Rust Rate Institute. 218 N. Lee Sheet. edte 312 Plexantlda VA2231d. safety I allabl Job Truss Truss Type aty Ply Harbor Ridge Lileslyle T8949B80 73195 GRT HIP 2 1 Job Reference (optional) Chambers Tnu.%Ina, Fort Pier., FL LOAD CASE(S) Standard Concentrated Loads (Ib) Veit: 4=43(F) 5=-43(Fj 13=147(F) 11=147(F) 16=-43(F) 17=4(F) '-u aA9(1 tl.,a MII aR InaYSrf185, in.. W.d Jan 29 10.3922 2016 Pa9ac ID:r5OfzBCg7uDNmgfnw5EKLz64Jz-hSpCArElEjX4z6KZCLP5ElcSdgB_VJyOgIa Bz1SYZ ®WARNING- VedlydeslgnparametemandREAO NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEM0.7473Me 10WIVIS BEFORE USE Design wild form only with INscesign b basedoNyupon parameterssfowm arW b form Individual W9dVtg component not a tunas system.Before use, tDe bWl,9np deagner mast verity the q WicaWlty of deslgr par metarsofld Vaperly Incorporate Mils design Into the overall buldigdeslgn. Bachglndlca istoprevenl WckliWofhidWd tmssweba /ofchofdmembersoNy. AdmBorollemporaryantlpermanentbraclrg MiTek' halwoys required fa stabllltyand to Weveni colfopse with possMe pemo hILffY and pfopertydomage. For general gWdaoe regat➢rg 81e fc Mcallon, storage, delivery ereo n and orating of tn)S:eS lmnsystems, seeANSVTPII Quality Cdleda, DSB-89 and BCSI Bubding Component 8904 Parkf Parke e Cast Blvd. Safety Information wakable Cm buss Plate Im11Me, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Ta nPa33610B Job Truss Trws Type Oty Ply Hadror Ridge Litestyk T6949881 73195 it MONOTRUSS 12 1 1 Job Reference (optional) Chamfers True , Inc., Fort Pierce, FL 7,640 s Apr 19 2016 Mu Fee Industries, Inc. Wed Jun 29 10:3923 2016 Page 1 ID:70PecszFdotRumoewatlfLyMy11.9fM1b0BFN71 hbGvlm2wKmy8gUZXAevre001oWazlSxY -36-0 1-0-0 36-0 - -r 1.0-0 ' Adequate Support Required LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ocio) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(CL) 0.00 7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a Na BCDL 15.0 Code FBC2014rFP12007 (Matrix-M) Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M30 SOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 Scale = 1:18.4 PLATES GRIP MT20 2441190 Weight: 10111 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. SOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except 6t=1ength)1=Mechanical, 2=0-7-10. (lb) - Max Horz2=289(1_04) Max Uplift All uplift 100 Ib or less at joint(s) 3,4 except 1=-178(LC 4), 2=296(LC 4) Max Gmv All reactions 250111 or less al joint(s) 3,4 except 1=256(LC 9), 2=618(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1_=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of wihstanding 100111 uplift at joint(s) 3, 4 except @=1b) 1=178, 2=296. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING -Verily design parameters and HFJIO NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. iNUMIS BEFORE USE *� Design valid for use only v4tlt MlTeM connectors. this design Is based only upon parameters she". and Is for an IrsdMdual WOtling component, not a Imes system. Before use, the Wlldl designer must walty the oppllcout ly of design papmeles and properly Ircorpoiate Inds design Into tree overall b110alng design. eaclnghsdkat Nloprevenl WoMingoflndMduallrussweba lorchordmemb mrs AddltlorW temporary and peitnanenl braclrg a•�Yp� MiTek' y. BOlwaysrequ9edf0tstaWllya topreventcollopwwlthpos epeaorx9911s¢ycndVop rtyd Me. ForgenerolgddanceregaU➢rg the East B 6904 Parka East Blvd. 6904 P loodcallon. sloroge, delNery, erecdon arW bracing of liussesand lnatsyslemA seeANSIAPH Quality Cdteda, DSB49 and SCSI Building Component rk salary Information avdtable from Teas Plate Institute. 218 N. Lee Str"L Suite 31Z Alexandria, VA22314. Job Truce Truis Type Oy Ply Harbor Ridge LBeslyk T8949882 73195 J1T MONOTROSS e 1 Job Reference o tional Chombene Truss, Inc., Fon Piece. FL v Z''ezeromu.Rmausn�es, me. ..e�.en �e io.oe�o��,o.1y.,I ID:r5OfzBCg7uDNnv9f"5EKLZ64JZ-9tMbOBFN?1txbGvlm2wKmy8ZCZUEesC900joW az1SxY 3.4-0 3 4-0 Scale = 1:18.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(Q 0.00 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) -0.15 4 Na rda BCDL 15.0 Code FBC2014/1PI2007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2(4 SP No.3 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. Qb/size) 4=-327/Mechanical, 5=-497/Mechanical, 6=1200/0-7-10 Max Horz6=309(1-C 5) Max Uplift4= 327(LC 1), 5— 497(LC 1), 6=-1837(LC 4) Max Grav4=418(LC 4), 5=698(LC 4), 6=1244(LC 10) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 6-7-252/309 WEBS 3-6=-6811785 Structural wood sheathing directly applied or 3-4-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=46fk Cat. II; Exp C; Encl., GCpi=0.18; C-C Extefior(2); cantilever left exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (t=11b) 4=327. 5=497, 6=1837. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING- Vedlydadgnpar4maten and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMR-74n rev. 10N.LR015 BEFORE USE. Design vWd for use odywlh MITek20 connectors. Mdedgn h based onlyupon pGFGmefers shown and MOT an kMMdual building component rwt a Ima system. Before use, ite bWldflg designer must verify the appilcob9lry ofdedgn pofoneters and properly Incorporate ti s desgn Into Ihs overall inufldigcleslgn.Bacing Udicoted is to prevent buckling of lndNldud huaweb and/or chord members only. Additional temporary and nelmovent broclrg M!Tek' b always required for stab01ty and to prevent collapse Wth poalle personal intury and property damage. For general guldonce regarcing he fabrtcalkm, storage, delivery, erectlen and bracng of Inn aes and tnra sydems seemsl/IPI1 Quality criteria, DSB-89 and BCSI BuiltlNg Component 004 Parka East Blvd. Safety Information ovagable from loss Rate Insglule. 218 N. Lee steel. SWIe 312. Alexandra VA Mid. TaWa, FL =10 Job Truss TrussType Oty, Ply Harbor Ridge LXestyle T6949683 73195 J3 MONO TRUSS 12 1 Jab Reference(optionaft Chambers Truss, Inc., Fod Pierce, FL T.640 s Apr 19 2016 Wfl ek Industries, Iw. Wed Jun 2910:39232016 Page 1 I D:7OPecszFdotRumoewatlfLyMy11-9f MbO6FN?7 fxbGVlm2wKmy8gCZXXevrgOOjo W az1 SxY 3-0-0 Scale: 12'=l' Plate Offsets (X.Y)-- f2:0-0-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in goc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.23 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 4-7 >999 240 BOLL 0.0 ' Rep Stress ]nor YES WB 0.00 HOrt(TL) -0.00 1 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 4-7 >999 240 Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 Do purins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 2=0-7-10. (ib)- Max Horz2=412(LC4) Max Uplift All uplift 100 lb or less atjoint(s) except 1= 170(LC 4), 3= 154(LC 4), 2=-286(LC 4) Max Grav All reactions 250lb or less at joint(s) 3, 4 except 1=251(LC 9). 2=622(LC 9) FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exledor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170lb uplift at joint 1, 154 lb uplift at joint 3 and 286lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING -Ved/ydesignparamatarsandREAD NOTES ONTHIS AND INCLUDED MREKREFERANCEPAGE MO-T4T0rev.iM0320f5BEFOREUSE. aaae �*a' Design valid for use oNy WM NrIeWconnecbrs. lNsdedgn b basedonlyupon paramefers shown, and is for an Individualbu0tlb19 component. not a toss system. Before use, the bulldog designer must verify the applicability of design parametersd properly ipo erly hcoraie Ink; design into fine overall a��J��1 "ingdedgn. Brmhglr Icatedktoprevent WCklhgof Mr Ucltn Weband/orchordmembersoNy. Adc111brg1 temporary and permanent bracing MiTek' k always required for sloUlityend to preventcollopse with possible persarwl noy and properly damage: For general9uldance regardrg the fabibaflon, storage, delivery, erecflon and! bracing of trusses arvi I=systems, seeANSVIAl Quality Criteria, DSB49 and SCSI Building Component 6904 Padce East Slid. Safety Informallon aWlable from lnst Role k Ufiule, 218 N. lee Street Suile 312, Nexandda, VA 22314. Tanga. FL 33610 Job Truss I russ i ype Ory Ply Haft, Ridge Lifenyle T394B864 731R5 JST MONO TRUSS 6 1 Job Reference (optional) Chembem Tnusa, Ina., Fort Pierce, FL 7.640 a Apr 19 2016 NLrek Intlusiriea, Ix. wed Jun 2910:3924 2016 Peg. l ID:r50tzBCg7uDNnv9fnw5EKLz64Jz.et bXF?ILnoDOU)KmRZJAhnlzmvNKZId2SM20zlSxX 3- 54-0 5-4-0 Scale - 1:24.3 LOADING 4W) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/1PI2007 CSI. TC 0.49 BC 0.53 WB 0.16 (Matrix-M) DEFL. in Ven(LL) -0.03 Vert(TL) -0.03 Horz(TL) -0.00 Qoc) Well Ud 5-6 >980 240 5-6 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-0-15 oc bracing. REACTIONS. (Iblsize) 4=11/Mechanical, 6=640/0-7-10, 5=-60/Mechanical Max HorZ6-138(LC 5) Max Uplift4=-10(LC 3), 6— 865(LC 4), 5-134(LC 5) Max Grav4=105(LC 6), 6=704(LC 10), 5=185(LC 7) FORCES. gb) - Max. Comp./Max: Ten. -Aft forces 250 glo) or less except when shown. BOT CHORD 5-6=-397/316 WEBS 3-6=-3891240, 3-5=-434/545 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pal bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101b uplift at joint 4, 8651b uplift at joint 6 and 1341b uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING- Vodlydaslgaparam I.a dREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEMII.74nJ v.1GTGV2n5BEFOREUSE ♦�wR DmIgn volid for use only W]h MileM connectom this dedga b booed only upon parameters shown. and is for an havldual butdirg component not a tmss system. Before use. the bWdng designer must verify the applicability of design Ixxamelers and properly Incorporate fhb design into the overall buOdngolougn.&achglydkaladNtOprevent bucWhoOflndNltlualhusswebad/or chord members only. Adal8ona11emporasyandpermanenlbracing Mew Isdwoyslegrdre fwstabBlryardtopreventcollq> WthpossUepemnalhpm/a popeGydanage. Forgenemlguldanceregadingthe fabrication.storage,tlHNery,erecllorsand brachoof lruaesoM lrtrss systems seeAN51/IPtl Quality Cdeda, DSB49 and BCSI BUYdIng Component 6904 Panke Ent Sfud. Solely Infomudlon available Ran Luss Plate Imiitute, 218 N. Lee Street. SMe 312. Alexandria VA 22314. Tarry., FL 33610 Job Truss 1 less ype Dty Ply Harbor Ridge LBestyle T8949885 7319S JS MONO TRUSS 11 1 Job Reference (optional) Chambere Truss, Inc., Fort Pierce, FL Ad 7,640 a Apr to 2016 Mgek Induebiea, Inc. wad Jun 2910:39:24 2016 Page 1 D:70PecszFdotRumoewat1f LyMy1I-ewbXF91LnoDOUxKmRZJAhpkzn5NM5ld2SM20zl SxX Scale - 1:29.9 Plate Offsets (XYI-- f20-1-130-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(fL) -0.08 4-7 >748 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 15.0 Code FBC2014TFP12007 (Matrix-M) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc puffins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except 0t=length) 1=Mechanical, 2=0-7-10. (lb)- Max Horz2=541(LC4) Max Uplift All uplift 100lb or less at joint(s) 4 except 1=-131(LC 4), 3=-263(LC 4), 2=-386(LC 4) Max Grav All reactions 250lb or less at joint(s)1, 4 except 3=296(LC 6), 2=832(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpI=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 01=11b)1=131 , 3=263, 2=386. 6) *Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. Q WARNING- wrllydasrEn parameters and READ NOTES ON THIS AND WCLUOED MITEKREFERANCEPAGE M67473rev. 10/032V1SBEFORE USE ' Design MU for use only withM ad]) Connectors. INsdeslgn Isbased only upon parameters shown, and Is for an individual building, component,.. a fea system. Before use. the b4Wing designer must verify the oppllcabuly ofdesign parameters and property Incorporate this design Into the overall WutlBgdenign. BrOONIl [CfeAistoixevent WCldIWGfMNldaalimaweba /Mchordmemb MWV. Atlalikxpltempororyorltlpermonenibrachrg MiTek' holwoysregdred for stablllryand to prevent collapse wild possrole personatiyylay arxt propedyd®nage. Fa general gWtlax;e reg,aralng, the fobrlCaibrt storage, tlelNery,erectionand bracing oftmsesantl IleasystemsscaMSI/TP11 Cuaaly Criteria,DSB-89 and BCSI Bullding Gmpononf 004 Parke East BNd. Safety Intormatlon evollable from Trus Rate Institute. 218 N. Lee Street State 312. Alexandria VA 22314. Tarlpa, FL 32810 Job Truss I rus5 Type any Ply Harteor Ridge Ldeslyle T8849B86 73195 J5A MONO TRUSS 1 1 Job Reference (optional) OnoTeere Tr use. Inc., rM Place, rL 'eev- I I v x.,o MII eY. I11aUe1rI85, lilt. WBa Jun Ctl 1V:JML9 [V 10 �a9el ID:70PesszFdotRumoewatlfLyMy11-emzbXF7lLnoDOUxKmRZJAhpo zgJNM51d2SM20z1SxX 5-0-0 I 2 4xS = 3 Scale - 1:20.8 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(LL) 0.07 3.6 >859 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Ven(Q -0.13 3-6 >463 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hoa(TL) 0.02 2 Na n/a BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Weight: 17111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (III/size) 2=171/Mechanical, 3=96/Mechanical, 1267/0-7-10 Max Horz 1=317(LC 4) Max Uplifl2= 287(LC 4), 3=-58(LC 4). 1=-129(LC 4) Max Grav2=330(LC 6), 3=137(LC 6), 1=339(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCD1-=3.0ps1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 3 except (t=1b) 2=287 , 1=129. 6) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify 4es1gnparzmedereand READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEM67473rev. IG031019 BEFORE USE. Design void for use oNyWM Milek®connectors. iNsdedgn is based orty upon parameters shown. and is for an ludMWal building component. not a Ims system. Before use, the Wailing designer must verify the applicability of design parameters and properly ImcorParate this design Into the overall buldngdesIgn. Bracing lndi:atedIstoprevent bucidingofln[AMua husweband/or chard members only. Atlollonaltemporaryantlpermanenttxaclrg MiTek' kdwCpteCOredforsfabllltyon toproventcolla{ue Wth WssUepersono MYWaxlprop rtydamage. For general guldanxx,cgaong Me 6M4 Parke Eesl Bind. fabrication storage, dellsery, eoafan and bracing of lmsesand lmsssystems ecaANSIIVII Quality Chard, DSB49 a ad BC5l Building Component solely Information avolable from Truss Rate Imllfule. 218 N. Lou Slreel, S lti Alexoodtla, VA 22314. Tennis, FL 33610 Job TrusS Truss Type Qly Ply Harbor Ridge Lifestyle TB94988] 73195 JST MONOTRUSS fi 1 Job Reference o tional Chambers Truss. Inc.. ron YIerCe, Fl- /.E4V 6 APT 19201 C MII SK Inausmcea, Inc. WBa Jun Ze IV:JYL>CV10 regal ID:r5OfzBCg7uDNrw9fnw5EKLz64Jz-61 ULotGd Wevfga26uTyosNDXKN736m1SriCVbTziS%W 3 7.44 7.4.0 scale - 1:30.1 3.4 11 6 3x4 = 2x3 11 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.08 5-6 >657 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.08 5-6 >670 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.22 Horz(TL) -0.01 4 n/a rVa BCDL 15.0 Code FBC20147TP12007 (Matrix-M) Weight: 351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (lb/size) 4=123/Mechanical, 6=666/0-7-10, 5=22/Mechanical Max Horz6=549(LC 5) Max Uplilt4=-174(LC 5), 6=-784(LC 4), 5_ 147(LC 5) Max Grav4=280(LC 6), 6=768(LC 10), 5=213(LC 7) FORCES. (lb) - Max ComplMax. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 5-6=-510/409 WEBS 3-6= 529/346, 3-5=-459/573 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-5-5 Go bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=461h Cat. It; Exp C; Encl., GCpi=0.18; C-C Extedor(2); cartlever left exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=174, 6=784, 5=147. 6) "Semi -rigid pitchbreaks including heels Member end fixity model was used In the analysis and design of this truss. O WARNING - Verily 4estan parsmerers and READ NOTES ON THISAND INCLUDED MfTEKREFERANCEPAGEMII.74T3rev. iN 13GOISBEFORE USE DerIgn vend for use oNy Wf n Milelt® connectors. ftdesign Is based only upon parameters shown. and Is fa an bldivldual b ldklg comporlenl, not a Inm system. Before use, the buildrx, designer Intel verify the appgcaMlty of deslgl parameters and property bloaporate it tr design Into the overall butclugdesign. Brcghdlcatedlstowevent Wcklingof0ltllvldualfrusweb lotctwrdmembersoNy. MdUorlaltemDorayondpelmalentbm1w MiTek' Is always required fa slaMlly antl to Prevent collapse with posBxe personal Injury and property damage. For General guidance regackng the fablcatbn storage, delivery, aectloo and brading of tenses and Pens systems seeANSI/IPII Quality Criteria, DSB49 and BCSI BuB41ng Component 6904 Parke Ernst Blvd. Safety Information avallabte from Tnm Rate Inslitule, 218 N. tee Street. S4te 312, Plexandlla VA 22314. Tanga, FL =10 Jo TrussTruss Type Cy Ply Hadior Ridge Llleslyle T8949e69 73195 J7 MONO TRUSS 14 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 192016 NITA Industries, Ise. Wed Jue 29 10:3925 2016 Pride ID:70PecszFdotRumoewatlfLyMyl1-61 ULotGOWevfga28uTyo NDwgNA56pLSriCvbTzlSxvv 3so Tao 3E-0 7-0 0 Scale . 1:35.5 Plate Offsets KY)-- f2.0-1-13,0-2-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.12 4-7 >658 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.27 4-7 >304 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 HOrz(TL) 0.03 3 TVa Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 29 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except 6t=length) 1=Mechanical, 2=0-7-10. (lb)- Max Horz2=651(LC4) Max Uplift All uplift 100lb or less at joint(s)1, 4 except 3_361(LC 4), 2=-509(LC 4) Max Grav All reactions 250 lb or less at joint(s)1, 4 except 3=418(LC 9), 2=1075(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCD1_=3.0psl; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011c uplift at joint(s) 1, 4 except f t=1b) 3=361, 2=509. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING -VeNyydesr9a Raremetere and READ NOTES ON THMMDINCLUDED MI/EKREFEMNCEGAGE MIF74n rev. IMMOI68EFORE USE. Design valid for use onlyvilth MITela conneclom TNsdesign Is bared only upon paramefelschown. and "or an IndNdual Wilding component not �• a Ism system. Before use, the building designer Must Vedy the applicability of deslgn paramefeisand properly Incorporate this design Into the overall bu0dngdesign.Brachg Indicated Is to prevent Welding of IndMtlual lnmweb and/or ctlord members only. Addnorwltemp yandperma ntbwing MiTeW Is always required for stability and to prevent collonse with posslisle personal Injury and properly damoge. For general guidance regarding Me fabrication storage, delivery, erection and bracing of cusses and truss systems $&PANSI/IPI1 Quality World, DSE-89 and RC5l Building Component 690 f Parke Eesl slid. Safety Information available from Trust Rate ins9lute, 218 N. Lee Slreel, State 312 Alexandria VA 22314. Tarrya. FL 33610 Job Truss I =9 I We Oty Ply Harbor Ridge Lifestyle TBB49809 73195 JA MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 a Apr 16 2016 MrTek Industnes, Inc. West Jun 29 10:39:25 2016 Pa90I ID:70PecszFdotRumoewatlfLyMy11.61 ULotGdWevtga28uTyosNDz9N5A6lhSriCbbTzlSxW .36-0 -0 3&0 1e-0 Scale. 1:23.0 3 � 11' Adegu, 3x5 II 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DER. in Qoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.01 5-6 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Ved(TL) -0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(Q -0.02 1 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) PLATES GRIP MT20 244/190 Weight: 19 lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-8-0 cc pur ins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-8 cc bracing. REACTIONS. All bearings Mechanical except 6t=length)1=Mechanical, 6=0-3-8. (Ib) - Max Horz6=559(LC 5) Max Uplift All uplift 100lb or less at joint(s) 3 except 1=-205(LC 4), 6=-231(LC 7), 4— 745(LC 5) Max Gray, All reactions 250 lb or less at joint(s)1, 3 except 6=470(LC 5), 4=71 O(LC 7) FORCES. (Ib)-Max. CompJMax.Ten. - All forces 260(lb) or less except when shown. TOP CHORD 2-6=-626/400 ROT CHORD 5-6=-421/386 WEBS 2-5=-920/1003 NOTES- 1) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exlerior(2); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcur int with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except (jt=lb) 1=205 , 6=231, 4=745. 6) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. QWARNING - Verify deslgnperamefers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114I7423 rev. 1N 015BEFORE USE Design valltl for use only Vlh MITekSConnector. INsdesgn Is based oNy upon per meters shown. anal Is for an Individual brlNdilg component.not a truss system. Before use, the builtIDg designer must verify the appllcaUlty of design parameters and property Incorporate thk design Info the overall bldInQdedgn. III lrldkafed Is to prevent buckllrg oflndNkival husweb arxlyor clwrd members oNy. Adalflorlaltemporayondpermaneni Mming MOW E always required for stability and 10 prevent collapse Wth possfAe personal Injury oral property damage. For general guidance regarding One fabllcalbn.storage. delNery. erection and maclrg of trusses and hus systenkc seeANSI/1PIt Quality Cdteda, DSB49 arM BCSI Building Component 004 Parke East BNd. Safety Infcrmatlon wa9able Dom Tn1s Rafe Inslltufe. 218 N. Lee Street. Suns 31Z Alexandra VA 22314. Taw., FL 33610 Job Truss Truss Type Oty Pry Hmbor Ridge LBestyle TB949a9D )BIAS JA7 MONO TRUSS 2 1 ' Job Refereroe o clonal Chambers Tmsa, Inc., Fort Pierce, FL 6xB — Style-1:26.2 Plate Offsets (X Y)— 11:0-1-12 0-3-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 3.6 >725 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.21 3-6 >383 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight 2911b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; purlins. BOT CHORD 2x6 SP No-2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=209/Mechanical,3=167/Mechanical, 1=378/0-7-10 Max Horz 1=434(LC 4) Max Uplift2=-346(LC 4), 3=-112(LC 4), 1=.187(LC 4) Max Grav2=403(LC 9), 3=241(LC 6). 1=483(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 2=346. 3=112, 1=187. 6) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. Q WARNING-Verllyd.19aparereetercenCREAD NOTES ON rHISANDMCLUDEDMR KREFERANCEPAGEMlF74"mre IOW2015 BEFORE USE Deslgl valid for use oNyw1D1 M1rekO conneclors.rn%deslgn 6 based only upon parameters drown, and is form Mlaklud buBtlNg component,nor �R a tim sWem. Before use, the bulldng designer must verify 11-e oppllcaUBity of design paramelen and properly Incorporate iMs design Into flan overall Br fmcMrdmemb mrs Addllorxxtemporaymtlpemwnentbrocing ■F MiTek' bWtlhgdedFn. d gindkate 6loprevenlbucMingoflMMdualhussweban y. Is always rrnulred for stabllly mcl to prevent collapse wllh posMe permed bhAy and property damage. For general gridarae regordlan the Parke 6904 Peeks East EastB Blvd. fabtbalbdn.Storage,elivery, erecBon and brocing of busses arM runs s dem%rOoANSUlPII Buallty Criteria,OSB-89 card SCSI BUBding Component Te stye. Solely Informatlon avdlable hom Tms Role Instllule, 218 N. Lee Street, Sulte 312, Nexand0a. VA 22314. J Truss Truw Type ry Pry tlabor Ridge LBesryle T8949891 73195 JB MONO TRUSS 1 1 Job Reference o 8onal Ghomben Truss, Inc., Fal P,.c., FL 7.640 s Apr 192015 Mn ex Industries, Inc. Wed Jun 2910:39:242016 Fare ID:7OPecszFdotRumoewatlfLyN1y11-aE2jODHGHy1 WSkdKRBU1Obm91mMNrAcb4MxT7vzlSxV -3E-0 0-11-1 141-0 34 O I �0-11-1 F08.15 Scale-1:23.0 4 d: Ad 3x5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Ooc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.01 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) -0.12 1 n/a rVa BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Weight 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 1-8-0 oc puffins, except BOTCHORD 2x4 SO No.3 end verticals. WEBS 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. All bearings Mechanical except Ot=length)1=Mechanical, 6=0-7-10. (Ib) - Max Horz6=559(LC 5) Max Uplift All uplift 100lb or less at jolnt(s) except 1= 184(LC 4), 4=-482(LC 5), 5=-464(LC 5), 6=-220(LC 7) Max Grav All reactions 250 lb or less at joint(s)1 except 4=381(LC 7), 5=341(LC 7), 6=635(LC 5) FORCES. (Ib)-Max. ComplMax.Ten. - All forces 250(lb) or less except when shown. TOP CHORD 2-3=-307/347, 2-7=-427/316 WEBS 3-6=-1176/930, 2-6=1378/1502 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132nrl TCDL=4.2psQ BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Thls truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1B4lb uplift at joint 1, 482 lb uplift at joint 4, 464 lb uplift at joint 5 and 2201b uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify des19aparamef.. and READ NOTES ON THIS AND INCLUDED MREKREFEMNCE PAGE M674T5 row. 10/022015 BEFORE USE R Design volld for use only Min MITelaS, connectors. This dedgn b Wred only upon parameters shown. ontl h for an htlMtluol Wrong component. not ®■ a truss system. Before use, the Mailing designer mull verify thNity e OWlec of design parameters anal properly hgmaafe ofhk design Into the overall blNtlingdedgn. Brm4o1d.i1 lstoprevenl WcHimoflMNldualinnsweband/wcMrdmemWmerJy. AddlllorwlfemporaryandpelmanentbracBg MiTek' h dways requiredfan stability and to prevent cdlalOse Mth possfole Personal Injury and properly damage. For general guidance regarding the fabdcatbn, storage, delNery, erecilon and bractrg of misses aM truss systems seeANSi/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdlable from To=Plate Institute. 218 N. Lee Sheet, sure 31Z AtexaWrla VA 22314. Taaga, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge Lifestyle T6849892 78195 JD MONOTRUSS B 1 Job Reference (optional) Lharevere I rues, Inc., con Mince, rl 7.64D s Apr 19 2016 MRek Industries, Inc. Wed Jun 29 10:39:26 2016 Page 1 ID:7OPecszFdotRumoewatlfLYMyll-aE2jODHGHy1 WSkdKRBU1 Obm8rmMgrDTb4MxT7vzlSxV 5-2-0 52 I � d _m. 3x611 7 6 2x3 II Scale = 1:24.9 Plate Offsets(X,Y)-- f1:0-2-1,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gulp DOL 1.25 TC 0.39 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.90 Vert(TL) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress lncr YES WE 0.20 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBG20141TP12007 (Matrix-M) Wind(LL) -0.00 6-7 >999 240 Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (lb/size) 4= O/Mechanical, 7=463/1-4-0, 6=94/1-4-0 Max Horz 4= 448(LC 4), 7=775(LC 4) Max Uplift7=-795(LC 4), 6=-266(LC 4) Max Grav7=463(LC 1). 6=468(LC 6) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 279/603, 2-3=-623/453, 3A=-390/279 BOT CHORD 1-7=-384/614 WEBS 3-6=-615/670 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purling. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsl; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7951b uplift at joint 7 and 266 lb uplift at joint 6- 6) 'Semi -rigid pitchbreaks including heels" Member end Indly model was used in the analysis and design of this truss. ® WARNING -Veriytles/9nparameters andNEADNOTESONTHISANDINCLUDEDM?EKREFERANCEPAGEMM17VSee,fp/0320IS19 FORE USE *� Design valid for use only vith fdTek®connectom TNsdadgn 6 bound only upon parameters shown. anal is for an individual buhdig component not a truce system. Before use, the building designer mini vellfy the opplicoblity of design parameters arxi property Incorywate Ih5 design Into fhe overall +•��p bullmngde9gn. &=Oglrr afetl toprevenfWckligoflrxllvldWtnmweband/orctwrdmemb mrs y. Addllonaltemporaryondpearanenilxacing WOW 5 always regWredfor dabilry and to prevent collapse wish possible personal hnllnyand property damage. for general guidance regarollg the tabrk:alkm, storage, delNery, erection alai broci g or inures and taue Wilemz WeANsl/Wtl Quality Criteria, DSB-89 and BCSI Building Component 69M Parke East Blvd. salary Infrnmarlon avallabie from Truss Rafe InsilMe, 218 N. Lee Sheet, suite 31% Alexandria. VA 22314. Tanya, FL 33610 Job Truss Type Oty Ply Hmbor Ridge LBestyla T6949893 73195 JU MONO TRUSS e 1 Job Reference (optional)_ Chombers Truss, Inc., FM Pierce, FL -"-8 Id-0 03A 7.640 s Apr, 19 2016 MITek Industries, Inc. wad Jun 2910:39:27 2016 Page 1 I D:r5OfzBCg7uDNnv9fm5EKLz64Jz-2Oc5DYlu2GAN4tC W?U?GxOJM7AsfalzfJOhOfLz1SXU Scala - 1:12.1 6 Provide bearing connection(s) to resist 3x4 II horizontal reaction(s) shown. 4 zXJ II 1 d-0 1-0-0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 5 rUr 120 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.00 5 nlr 90 BCLL 0.0 ' Rep Stress [nor YES WB 0.06 Horz(TL) 0.00 n1a n1a BCDL 15.0 Code FBC201471PI2007 (Matrix-M) Weight: 8111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. b/size 3=-O/Mechanical, 4=168IMechanical Max Horz3= 80(LC 44 . 4=166(LC 5) Max Uplift4--336(LC 4) Max Grav4=216(LC 10) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 Qb) or less except when shown. Structural wood sheathing directly applied or 1-4-0 oc purling, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132ri TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. A WARNING -Vedly NkOgnpar aetersaad READ NOTES ON THI.9AND INCLUDED MTTEKREFERANCEPAGEMIF7473mv IGIUAVIS BEFOREUSE. Design valid for use only wlrh MlTeMofonnectom m[sclCi B based only upon Manneters 9town, Lintl is for on idivdual WBtllrx, component. nor Nit � a Inns Windom.Befote use, the buddrxl designer muss vedfy the applioakklly ofdesign paamelersaM property bcolporale th design into the overall bu0altxldedgn.&ochglM atedlstoprevenlWCWiWOfbd ualtassweband/mcWrdmembersody.AdrAlioraltempworyordpamlanenlbrmhg MiTek' 6alwOysreguiredforsta lly MdfopreventcollaD Wlhp�eperwralbjnyandpropertyd=Me. ForgenemIguldanceregrnNngthe fabkatkM storage, dellvery, erecBonard brocWQ of tntssesand toss systems s ANSVWIi 6uaBly Cdtetla, DSB-09 and BCSI Building Component 004 Parke East Blvd. Safety Informallon avo0ade from TM Male ImIluie, 218 N. Lee Streel. Suite 312. Alexantlrt¢ VA M314. Tama, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge ul.slyle TBB498B4 Miss Jul MONOTRUSS O 1 I Job Reference (optional) Chamber. Tms., Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Minsk Industries, Inc. Wed Jun 2910:39:27 gel Pegs l ID:7QPecszFdolRumoewatlfLyMyl 1-2Qc5DYItQGAN4tC W?u?GxoJl UAfTagZIJOhOfLzl SxIJ 46-0 46-0 6 3x6 II 46-0 46-0 Scale - 1:20.6 de bearing connection(s) to resist xltal reaction(s) shown. Failure to voids this design. Plate Offsets(XY)-- f1:0-2-4.0-1-41 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) -0.03 5 >150 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.03 5 >166 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) D.00 n/a n/a BCDL 15.0 Code FBC20147rP12007 (Matrix-M) Weight: 2416 FT=20k LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (Ib/size) 4=0/Mechanical, 6=483/Mechanical Max Horz 4=-435(LC 4), 6=719(LC 4) Max Uplift6= 971(LC 4) Max Gmv6=653(LC 9) FORCES. (lb) - Max CompJMatc. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-290/686, 23=-741/505, 3-4=-378/239 BOTCHORD 1-6=-4431719 WEBS 3-6=-557/703 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purins. BOT CHORD Rigid ceiling directly applied orb-0-0 oc Imaging. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psh h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extenor(2); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will lit between the bottom chord and any other members. 5) Refer to girdeT(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 971 lb uplift at joint 6. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. AWARNING-yedlyderignparamelereendREAO NOTES ON THISANO INCLUDED MREKREFERANCEPAGEM67473as. faI)OV2016BEFORE USE valid for use only with MiTek® connectors. ft design Is based only upon parameters shown. and Is for an individual building Component, not Nil' a fruss system. Before use, the br4lding designer must verify lire applicability of caslgn parameters and property Incorporate M design Into the overall buflcgckdQn. BfacingirKkaledlafoprevenibucblrgoflydlvdualtnrssweband/orclardmembemo y. Addiloixeltemporary and permanent bracUv MiTek' Salways required for stchAlry and to prevent collapse Win posable penond" and property damage. For general gWdalce regardrg the fobbkalIDM slorai delNenr, erection and bracing of tareasand tl assystemz soeANSI/TPlt Quality Cdleda, DSO.89 and OCSI BuOCing Component 6904 Parke East BNd. Solely Intellection mutable from Imss Rate Inslilute. 218 N. We Slseet. SWfe312. Alexandria VA22314. Tanga, FL 33610 Job Tnuss I rugs I ype 0ty Ply Harbor Ridge LBesNle TBg4g6g5 73195 JUA MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 431m 11 7.640 a Apr 19 2016 I&Tek industries. Ins. Wed Jun 2910:36252016 Pegs I0:70PecszFdotRUmoewatlfLyMy1l-WCAURUI WpZlDhlnjZbW VrOrUyaBWJACuxgOZBnz1SxT 3x5 11 Scala. 1:14.7 Provide bearing connection(s) to resist horizontal reaction(s) shown. LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.42 Vert(LL) -0.00 4 Nr 120 TCDL 20.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.02 3-4 rur 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a Na SCOL 15.0 Code FBC2014/f PI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=O/Mechanical, 3=255IMecharical Max Horz2=144(LC 9), 3— 234(LC 6) Max Uplif13= 230(LC 4) Max Grav3=386(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5= 133P274 BOT CHORD 3.4=-255/186 WEBS 2-3=-297/191 PLATES GRIP MT20 2441190 Weight: 111b FT=20% Structural wood sheathing directly applied or 2-6-0 oc purlins, except end venicals. Rigid ceiling directly applied or 6.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design- 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsi; h=46f; Cat. II; Exp C; Encl., GCpi=o.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. QWARNING- Verifydeslgnparamdrers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE VAGEMOJ4M rev. 10d0Y201S BEFORE USE. Design vdkdfor use only WM MlTek9conneclors. ids design is hosed odyupon parameters shown, and Is far on bldlvldud brAdirg component. not I■� a truss system. Before use, the buBdng designer must vedN the appllca iN ofdesm parameters and properly hconrwote this design Into the overdl br0drgdesign.Brmhglndk-atedNtoprevenlbucMingoNMNML lnasweband/wchordmemb moNy. Addlronaltern o ryandpermanen1brOCh9 NOW is always readredf.delb.iw,.fl prevenicollapsov41h pp551Ulepelsor%>I hlurya ForgenerdgB aTBUH ggrC.mf dlN se n Criteria, DSB-a9 arw BC6l Building Component SI/vIl uatyC for bacingot18N. 6.rnpa,904 Basl Blvd. Infotstorage. etromcnonaM Lee SdeN Intormallon ovdlade hom 11tr4 Plate IruI1Me. 21e N. Lee Sheep guile 312 AlexaMda. VA 22314. Safety te31 oxorddaVA 23 L Tarrya, FL 33610 Job TntSs Truss Type Qy Py Ha2or Ridge Westyle Ta849896 73195 JUD MONO TRUSS 5 1 Job Reference (optional) Chambers Truss, In., Fort Pierce, FL 7.640 s Apr 192016 MITek Industries, In. Wed Jun 2910:39:28291e Vega ID:7QPecszFdotRumoewatlfLyMy11-WCAURUIWpZIDhl njZbW VTOrSWaAW BNu%gOZBnz1SxT \I 4x5 11 3 extra II 4 ass II Scale: 1/2'=P Provide beating connection(s) to resist horizontal reaction(s) shown. Plate Offsets (X,Y)— (1:03-e Edgel LOADING(psf) SPACING- 2-0-0 C51. DEFL in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) -0.08 4-7 ntr 120 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.44 Ved(TL) -0.22 4-7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.17 Horz(fL) 0.00 n/a Na BCDL 15.0 Code FBC2014/fP12007 (Matrix-M) Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (Ib/size) 3=0/10echanical, 4=564/Mechanical Max Hog 3=475(LC 9). 4=-673(LC 9) Max Uplift4=-504(LC 4) Max Grav4=851(LC 9) FORCES. (Ib) - Max Comp./Max.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-258773, 2-9=375T758 BOTCHORD 1-4=-7011507 WEBS 3-4=-693/434 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-0 cc putting. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46ft; Cal II; Exp C; Encl.. GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of tmss to bearing plate capable of Withstanding 504 lb uplift at joint 4. 6)'Semi-rigid pilchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Q WARNING -Verflxde9lanpaWntN..edREAD NOTES ON TMISANO MCLUOED MI KREFERANCEPAGEMM17473 nv. laUYL015 BFOREUSE R Design valld for use only will, MnekOconnectors. TNsdeslgn is based onlyupon parameters shown, and is form Ina Mdual Wilding component not ww■■ a truss W.M. Before use, the baddrg dedgneT must verily the oploilcab9ly, ofdesign paameters and properly 9goporafe lhb design Into the overall buldlrgdedgn.BrachgIndicated Istoprevent Welding ofhchd ucltnlawtocnd/or chord members only. Addltlonmtemporaymdpermanentbfmhg MiTek' Is always required for slab6lty, and to prevent collapse won poalble personal hNry, rand property connects. For general gultlalce regarolrg the fabrcalbo, storage, cloWery, erection and bracing of huaes and I=systems nbAtNSI/TPII Quality Cdtado, DS849 and SCSI Bulls ng Component 004 Perks East Blvd. Salary Inlormatlon avdlable from Truss Rote IndBlule. 218 N. Lee Streel, Site 312, Alexantlda VA 22314. Tarry., FL 33610 Job Tess Truss Type Qy ply Harbor ridge LnesyW T894989] 73195 K SPECIAL i 1 Job Reference (optional) Ghemoere lruse, Inc., non rnefee, tt. -34i-0 38-0 10-OA 16-5-2 r.oav s A, rn m,o moan ,nvvsnws, Inc. u , ye , ID:7QPecszFdotRumoewatlfLyMy11--pkseEJ8atQ4JBMv7J1 kODOZQ_Oe2OB2mKA7kExl8 21-1-0 27.5.12 33-108 4m-6-12 1 34i-0 38-0 6d-8 6d-8 4.7-14 6412 64-12 643-4 Scale - 1:84.2 Bx14 MT18H8G 4x4 = 6x8 = 7x14 = 3x4 11 6 7 B 9 25 10 7xS = 6x10 MT18HS = 7.00 t2 4x4= W 3 4 5 m 4xa i 11 2 3x5 � 15 14 12 SxB - 13 1 10x14 = 3x4 I �1 5x8 MT18HS= 9 4x8 = 3.4 11 d 24 22 21 20 19 18 17 16 3x8 11 4x6 = Sx6 = 6x8 6x12 = 3x4 Adequate Support Required 36.0 3-8-0 1 9 1662 194143 1�� cca 27-5-12 30-7-14n 33-10-0 404Y12 I I I I r3.91 a.0.1n I am � Plate Offsets KY)-- 13:0-2-12 0-3-121 15.0-6-8 0-3-121 I6:0-10-8 Od47 18:0-4-0Edgel 111:0-4-8,0-2-81 114:0-3-8 0-2-01,118:0-2-0 0-2.41 122:0-13 0-0-01 122:D-0-12.0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 Tr 0.82 Vert(LL) -0.53 16 >911 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -1.48 16 >327 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(fL) 0.75 24 n/a n/a BCDL 15.0 Code FBC2014,7P12007 (Matdx-M) Wind(LL) 0.63 16 >761 240 Weight 310Ib FT=20°/ LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc puffins, except 1-3: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 19-22: 2x6 SP No.2,16-19: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 10-24. 3-20, 5-18, 15-18, 9-11, 9-14 WEBS 2x4 SP M 30 *Except' 15-18: 2x6 SP 240OF 2.OE, 5-15,7-15,2-21,9-14,17-23: 2x4 SP No.3 2-22: 2x6 SP No.2 REACTIONS. (lb/size) 1=99/Mechanical, 22=2886/0-7-10, 24=2602/0-3-0 Max Horz22=792(LC 5) Max Upliftl =-1 37(LC 4), 22-1838(LC 4), 24- 1728(LC 4) Max Grav1=1 B3(LC 10), 22=3304(LC 9), 24=2892(LC 10) FORCES. (lb) - Max CompJMa c Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2535/1459, 34- 487212907, 4-5=-6230/3566, 5-6=-9628/5620, 6-7-8479/5050. 7-8=-7332/4439, 8-9=-7332/4439,11-24=-2892/1728, 10-11- 315/227, 2-22=-3265/1842 BOT CHORD 21-22= 652/595, 20-21=-1523/2284, 19.20=3119/5030, 18-19=3119/5030, 14-15=-443917332,13-14=-2793/4597, 12-13= 2793/4597, 11-12= 2793/4597 WEBS 3-21- 12507780, 3-20-1971/3405, 4-20=-185111225, 4-18=-823/1700, 5-18=-5743/3438, 18-23=4884/8227,15-23= 4856/8242, 5-15-1078f1764, 7-15=-749/1318, 7-14=-1324/966,9-12=01334. 9-1U-5172/3153, 2-21= 1280/2413,9-14=-1886/3133, 6-15= 2374/4127 NOTES- 1) Wind: ASCE 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h=46ff; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-54 to 16-5-2, Interior(l) 16.5-2 to 21-0-8. Exiedor(2) 21-0-8 to 36.0-8; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137111 uplift at joint 1, 1838lb uplift at joint 22 and 1728lb uplift at joint 24. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING -wrBy design paramefe. and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M&7473 rev. fa/032015BEFOREUSE Design valid for use oNywith Mfelb connectors. lNsdesign k based only upon parameters shown. and is for an htlMdual bullNne component, not �R ®■ a Imss system. Before use, the buOrIDg designer must vent' the applicab9ly of design parameters and properly hlcaroorate thk design Into the overall brEdingdeslgn. gracing IndRoatedktoprevent McWIWOfBMNkluallns5weband/or chord members only. Additionaltemporayandpelmalembracing MiTek' Is always required for stability arM to prevent collapse with possloo personal Nfury and! property damage. For general giidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection antl bracing of maniacs amd tins system¢ seeANSI/V11 6uonty Ciltarla, DSB489 and BCSI Bunding Component Tanya, FL 33610 Satoh, Information avaAade from inns Plate Institute. 218 N. Lee Sheet, S lte 317. Alexandra, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge L4estyle T8949898 73195 K1 SPECIAL 1 1 Job Reference(optional) wamDers buss, Ido, von runce, rL 7.00 FIT exl4 MT18HS9 10x10= IM14 MT18HS= 5 3x6 2 3 4 21 20 19 5x8 MT18HS l 3x8 = 4x6 22 1.640 SApr 192016 MIlax Industrlee, Inc. Wail Jun 2910:39292016 V8901 ID:7QPecszFdotRumoewatlfLyMyl l--1kseEJBatQ4JBMV7Jl kODOXe_Q12032mKA7kEz1SxS 4x4= 7x8 WB= &14= 6 7 8 24 14 13 12 11 1 N14 MT18HS = S3x4 II 4x411 x6 MT18HS= 3.10 = 18 17 16 15 We Bx12= 3x4 It 6x8 3x4 II 4x4 II 9 23 Scala= 1:77.6 T�. P LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20147rP12007 CSI. TC 0.94 BC 0.81 W B 0.98 (Matrix-M) DEFL. in Vert(LL) -0.33 Vert(TL) -1.22 H02(TL) 0.71 Wind(LL) 0.63 goc) Vdefl Ud 15 >999 360 15 >395 240 23 n/a n/a 15 >764 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 291 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc pudins, except 1-2: 2x4 SP M 30, 4-5: 2x8 SP 240OF 2.OE, 5-7: 2x6 SP 240OF 2.0E end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-4-13 oc bracing. 12-14: 2x4 SP M 31 WEBS 1 Row at midpt 9-23, 2-18, 4-18, 4-17, 8-10, 8-13 WEBS 2x4 SP M 30 *Except* JOINTS 1 Brace at Jt(s): 22 2-18,4-18,4-14,6-14,1-21,1-20,16-22: 2x4 SP No.3 14-17: 2x6 SP 240OF 2.OE OTHERS 20 SP No.3 REACTIONS. (lb/size) 21=2490/0-7-10, 23=257810-3-0 Max Horz21=451(LC 5) Max Uplift2l=-1893(LC 4), 23=-2041(LC 4) Max Grav21=3073(LC 9), 23=311 O(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. - All forms 250 (Ib) or less except when shown. TOP CHORD 1-2= 2975/1872, 2-3= 4762/3155, 34=-4757/3151, 4-5=-10109/6615, 5-6= 892015900, 6-7= 7802/5204, 7-8=-7802/5204, 10-23=-3110/2041, 9-10=-359/276, 1-21=-3007/1901 BOT CHORD 20-21=-495/442, 19-20=-1878/2673, 18-19=-1878/2673, 17-18— 3823/5800, 13-14=-5204f7802,12-13=3280/4917,11-12=3280/4917, 10-11=-3280/4917 WEBS 2-20_ 1067/798, 2-18= 1883/2901, 3-18=-931/842, 4-18= 1217/680, 4-17= 6144/4193, 17-22=-5747/8686,14-22= 5726/8705,4-14= 2047/3071, 6-14=-802/1285, 6-13= 1405/1120,8-11=0/330,8-10=-5531/3700,1-20=-1626/2662,8-13=-2204/3305, 5-14=-2876/4474 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 17-9-2, Interior(1) 17-9-2 to 21-0-8, Extedor(2) 21-0-8 to 36-0-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 23 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18931b uplift at joint 21 and 2041 lb uplift at joint 23. 8) "Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Cpntinued on pagpe 2 wAflNING-Ved/y des[an parameters and RErl0 N0TES ON THIS ANO INCLUDED MREKREFERANCE PA GE M67473 rev. 10132015 BEFORE USE ' Design vdld for use only with MirekD connectors. Ihb design is based m oNy upon parameters shown. coal is for an hdlvklual balloting component. not l �� at. system. Before use, the bWdlg designer must vestry the applicability of design parameters arxl propedy Incorporate this design Into the overall bulldrgdeslgn. BrmhgkldlcatedbtoWevenl WCldirgoflMMtlualM1 weborW/orc"dmemb moNy. AddlllonaltempormymdpermanentUccing bdwoysreglNedforstaWltyandto Weventcdlap Wth Possmle Parsorlalhjwyancipropedydamage. Forgeneralguilanceregardugftre MiTek' tabdcallon, storage. delivery, erection anal bracing of busses arxi Inrs systems, seeMSIRPII Quality World, DSB49 and BCSI Building Component 6904 Parke Ear BNd. safety Intormafim ovallable from truss Rafe InsBtute, 218 N. Lee Street, Wle 312, Alexarxfda, VA22314, To"., FL 33610 Job Truss TrUffs Type City Ply Harbor Ridge LBesryle 78949898 23195 K1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Pan Pismo, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 80, 2-4=-100(F_ 20), 4-5= 80, 5-9-1 OO(F=-20), 15-21= 30, 10-14— 30 7 "0 8 qgr 10 2016 M11 as lnauslues, Inc. won Jun 2010'Atl2e 2e1 E rag. Z I D:7C PecszFdotRumoewatlf' 9Myl1-_pkseEJ8atCi4JSMv7J1 kODOXe_012032mKA7kEz1SxS J A WARNWG-Verify deslgnparameterc and READNOTES ON THIS AND WCLUDED MR'EKREFERANCE PAGEMIF74TJrev. 10=015 BEFORE USE Dedgn VdU fm Ilse oNy wtlh MBek& connectors. M desgn Is based oNy upon parameters stuwm. and Is for an BdlNdud W9dl1g component not a inns system. Before use. the bdidrg designer must verlfY the OPplicab1Ityofdesign parameters and properly hcory to this design Into the overdl Wpdngdeslgn.&Whglndk:atedlstopevenl WcMlrgollndvldual weband/mc rdmemWmoNy. Addilorwltemporaryardpermanenibrochg M!Tek' balwayaregdredfwstoNlitymdtoprevenfcdlopsewllhposWelx wrdNNycndlx rtyd We. ForgenerdguWanceregardrgthe 69G4 Parke East Blvd. fdx lbastorage.delNery.ereotbnondbrochgoflmae fmsssystemzs msi/rP116ua1INCtlferla,DSB-89aM lBueding Component Safety Informallon avdlode horn truss Rate Bstlfule, 218 N. tee Sheet. Sulie312. Alexancift VA 22314. Tarry., FL 33610 Job Truss runs Type a Herb., Rd a Ldestyle T8949899 73195 K2 SPECWL 1 �f 2 I Job Reference (optional) chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MTek intluatries. Inc. Wed Jun 2910:39:30 2016 Page 1 ID:7OPecszFdctRumoewatlfLyMy11-S7HEsaKmLBYx Lx5gOYzZRxoBOmOnsgB7_vgGgzISxR sEE 1 12-toE 1sE-z Izt-1-0I z7-il-s 34-s-s 41-11E 6EE 6d-9 6-4-9 1-9-14 6-10-5 61b5 7-1-13 J Scale = 1:79.2 5x8 MT16H&= sx8 = 7x8 MITI SHS = r 3x4 11 5 4x8 4x4 = 4x8 = 30 11 5x8 = 7 c 22 yp� F! 20 19 18 17 Z3 16 1s 3.6 II 3x4 = 3x6 = 3x10 = 3x4 11 y{£E 6E-0 12-1041 19E-2 27.0E 27-_.I1-5 34.9-9 4f-11E 6E-0 6-0-8 64-9 640-5 ]-1-13 Plate Offsets(XYl- f2:0-"0-2-41 f4:0.5-4,Edgel.f5:0-0-00-1-111 f14:0-3-BEdge1 f16:0-3-80-1-81120:0-0-100-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.30 15 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.72 Ved(TL) -1.10 13-14 >454 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.94 Horz(Q 0.66 21 n/a nta BCDL 15.0 Code FBC2014/rP12007 (Mainz-M) Wind(LL) 0.58 15 >861 240 Weight: 573 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 6-7,7-9: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3'Except• WEBS 9-21,2-19,3-17,4-16,14-16,4-14: 2x4 SP M 30, 1-20: 2x6 SP No.2 REACTIONS, (lb/size) 20=2569/0-7-10, 21=2677/0-3-0 Max HoQ20=446(LC 5) Max Uplift20=-1962(LC 4), 21=-2116(LC 4) Max GTav2D=3280(LC 9), 21=3250(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3434/2101, 2-3=-4714/3108, 3-4=-4714/3108, 4-5=-11855/7774, 5-6=-8674/5770, 6-7=-5477/3626, 7-8= 5477/3626, 8-22=-547713626, 9-22=5477/3626, 10-21=-3250/2116, 9-1 0=-31 40/2124, 1-20=-3193/1977 BOT CHORD 19-20= 541/513, 18-19=-2038/3010, 17-18=-2038/3010, 17-23=-3573/5447, 16-23_ 3573/5447,5-14= 4006/6258,13-14=-6852/10405,12-13= 5772/8673, 11-12=-5772/8673 WEBS 2-19= 832(681,2-17=-16242491,3-17=-889/813,4-17=-957/547,4-16=1233818274, 14-16=-8974/13706, 4-14=-5327/8053, 5-13= 1932/1205. 6-13= 324/823. 6-11=-3604/2420, 8-11- 891/770, 9.11=4025/6058,1-19= 1657/2828 Stmctuml wood sheathing directly applied or 4-6-5 oc puffins, except and verticals. Rigid ceiling directly applied or 6-0-0 or; bracing. 1 Row at micipt 9-21, 4-16, 9-11 NOTES- 1) 2-ply Imss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9.0 Ga. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Go. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 19-3-2, Intedor(1) 19-3-2 to 20-10-12, Exierior(2) 20-10-12 to 35-10-12; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent Water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 14 = 8% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q WARNING -Verity design parameters end READ NOTES ON THIS ANO WCLUVED MOEK REFERANCE PAGE M0.7473 rev.10N 015 BEFORE USE • DesIgl valid for use only win MITek9 cord oloa. Tints design Is based only upon parameters Shown, and IS for an IndMtlud bugding corniaollent,not L a land system. Before use- ibe bullring designer must verify the applicability of design parameters and properly Incorporate" desgn Into the overall buldag design. Bracing Indicated is to prevent buckling of hdWual hus web and/or Chord members only. Additional temporary and permanent bracing M!TeK Is always recldred for Stability and to prevent collapse With possde personal hfury antl property damage. For general guidance regarding he fabkatlam storage, delNery-.radian and broclrg of Losses and truss sydemz seeANSI/TPII Cuallry Criteria. DS5E9 and BCSI Buldng Component 6904 Parke East SNd. Solely IMarmalton cNa lade fran Truss Nate IIwIWte. 218 N. Lee sheet. SNte 312 Alexandria VA 22314. Tarepa, FL 33610 Job Truss I ype Ory Ply Hmbor Ridge LBesryle T6949899 73195 K2 SPECIAL 1 q G Job Reference (optional) Chamber. Truss, Inc., Fort Pierce, FL 7.64D s Apr 19 2016 MRek Industries, Inc. Wed Jun 2910:39:30 2016 Pod.2 ID:7OPecszFdctRumoewat1fLyMy11-S?HEsaKmLBYxldx5gOYzZRxoBOmOnsgB? vgGgzlSxR NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 1962lb uplift at joint 20 and 2116Ib uplift at joint 21. 11) "Semi -rigid pitchbreaks including heels' Member end fi) ty model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 `v1 Uniform Loads (plf) Vert 1-2— 80, 2-4=-100(F-20), 4-5-80, 5-9= 100(F=-20),15-20=-30, 10-14=-30 ® WARNING -V.dfy design parameser. antl READ NOTES ON THIS AND INCLUDED MREKAEFERANCE➢AGE MIP7473 rev. 10/0.i20158EFORE USE Design VON for use only With MReW connectors. Thin design Is based only upon parameters shown, and Is for an h1dtAdual bulldig component, rot �R f■� a Bth Buss system. Before use, e buildnwg designer must verify Itie appiloo 911y of design parameters and properly lr ale IhN design Into the overall buldngdeslgn. Wacbglndicatedl toweventWcWti ofBWlvlduallnrsswebond/wctordmembersoNy. AdcHllondfemporaryandpermarrenibracing MiTek' balwaysregWedfws UiPlandtoprevenlcollapsewlihpos opersondhjWcrndpropedyd cage. Forgenerdguldaxeregw<&sglhe fdb ICOtIo . storage, deiNery, erecllon azrtl bracing of husesand Buss systems seeAN61/IPII Quality Cdterla, DSB49 and BCSI Building Component 6904 Parke E.M BMd. Safely Information avdlable Bom Russ Rate Instcale, 218 N. Lee Slseet. sale 312. Alexantlda. VA 22314. Tampa, FL 23610 Job Truss Truss Type Oty Ply Harbor Ridge Lifestyle T6999900 73195 K3 SPECIAL 1 if 2 Job Reference tional Chambers Truss, Inc., Fort Pierce. FL 4-10-12 9EU 1534 21-0-8 7.640 s Apr 19 2016 MHek Industries, Inc. Wed Jun 291039:31 2016 Page 1 I D:70PecszFdotRumomatlfLyMyl l-wBrc3wLO6UgoYV W HEK3C5eT_Nn8FWKfKEefEo6zl Sx0 23- 27-9-2 3433 41-116 4-10-1z T71 5-8-0 5-9-4 -2-1 1 Sti-0 6-ni 7-2-1a Jscale = i fix 7 5x6 = 3x8 = 3x4 l 7 8 9 4x5 = 5,a _ 4x12 = 5x6 = 7.00 F12 3 4 5 6 3x4 i IL2 ul 3x4 11 1 15 10 4x5 = 14 13 12 25 11 26 7x10 MT18HS = 3x4 11 36 = 3x4 = 3x10 = 3x4 It 21 20 22 23 19 18 24 17 16 6x8 = ace = 3x6 4x5 = 3x4 11 s 12 153-0 2.: 21.0.a z.9- 2T-s-2 3A-8-U 41-11ii o 5-9-0 5-0-0 -2-1 53-0 6-113 7-2-14 Plate Offsets (X Yl-- f1:0-2-12,0-2-121 f3:0-3-0,0-1-121 (7:0-3-0 0-1-121 115:0-8-0 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in goo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.15 16 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.53 16 >935 240 WT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(R-) 0.36 21 r/a n/a BCDL 15.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.29 16 >999 240 Weight: 626 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 5-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3*Except* WEBS 9-21: 2x4 SP M 30, 1-20: 2x6 SP No.2 REACTIONS. (lb/size) 20=2493/0-7-10, 21=2616/0-3-0 Max Horz20=827(LC 5) Max Uplift20= 1778(LC 4), 21-2166(LC 4) Max Grav20=3314(LC 9), 21=3488(LC 9) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 1-2=-312/189, 23=-3670/2136, 3-4=-3185/1967, 4-5= 8666/5290, 5-6= 8182/4919, 6-7=-4952/2904,7-8=-4329/2651,10-21= 348812166,9-10=-365/329,1-20=-393/270 BOT CHORD 20-22=-2116/2985, 22-23=-2116/2985, 19-23=-2116/2985, 18-19= 2752/4276, 18-24= 2752/4276, 17-24= 2752/4276, 5-15=-921Vl370, 14-15= 562318982, 13-14= 5167/8367,12-13=-1755/2857, 12-25=-175512857, 11-25=1755/2857, 11-26-1755/2857, 10-26-1755/2857 WEBS 2-19-1421606, 3-19=-604/1219, 4-19=-1583/932, 4-17=-2820/1983, 15-17=-3343/5179, 4-15= 3454/5666,5-14=-1730/1315, 6-13=-5137/3196, 7-13= 919/1707, 8-13=-133912200, 8-11=01458. 8-10=-0126/2535, 2-20-360812011 Structural wood sheathing directly applied or 5-2-5 oc purling, except and vemcals. Rigid ceiling directly applied or 6-7-14 oc bracing. 1 Row at micipt 9-21, 6-13, 8-10 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-M oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-M oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except H noted as tram (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 22-3-2, Inlenor(1) 22-3-2 to 27-9-2. Exterior(2) 27-9-2 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) e This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 5.0psf. 8) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1778 lb uplift at joint 20 and 2166 lb uplift at joint 21. t, nmlueu on page e WARNING-yer/fydeslgnparametersandREADNOTES ON THIS ANDINCLUD£D MmEKREFERANCE PAGEMIF7473rev. 10AM&O16aEFOREUSE *R' Design said for use only WM Mlfeb cmmcforc rrssdesm Is based only upon parameters Mom. and is form Nuvldual building component - rut p=.r-0YG]j`il a tru csWem. Before use, the Wrlltlfng desigrlef must verily fhe miAlcabli tyof deslm parametersand properly Incorporate tt4s design Into the overall bupolrlgdedign. F4acVglydkatetllsfofxevenlbucklingoflydivkfudimsswebard/orcMdmembersoNy. Addldorx9lemporaryan mlanentbmlc WGIC 6aWv regdre fwstaWltyandfoprevenlcollapse pos epersorlollnluryandpropellytl mWe. for general9uximce regarWxl7he faMcatbn,storaijadellvery, ere Monad! braciWoftnrssesantl tmsssyJems xaAN51/TPII Quality Critedo,05B-89 and BC5l Building Component 6904 Parke Eesl Bird. Safety Information available from Tnas Rate Institute, 218 N. Lee Street Sure 312 Nexandda, VA 22314. Tempe, FL 33610 Job Truss I runs Type 0 by Ply Harbor Ridge Lifestyle T8949900 73195 K3 SPECIAL �f 2 Jab Reference (optional) Chambers Truss, Inc.. Fml Pierce, FL T640 s AT, 19 M16 Meek Industries, Inc. Wed Jun 291 D:39:31 2016 Page 2 1 D:70PecszFdotRumoewatlfLyMy1 l-wBrc3wL06UgoYVW HE0059T_NnBFWKfKEefEo6zlSxQ LOAD CASE(S) Standard 1 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 J Uniform Loads (plf) Vert: 1-3=-80, 3-6=-100(17=-20), 6-7=-80, 7-9= 100(F=-20),16-20=-30, 10-15=-30 ® WARNING -Vedlydeel9n peramaf. and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMR-7473 rev. IGM015 BEFORE USE Design valid for use ody Wlh kited s connecrors. lbodeslgn Is based any upon parameters shown, and Is for an Indvklual burding component, not a truss system. Before use, the buildrxl designer must verify the appllcablilyof design parameters and properly Incorwrole Ink design Into the overall buldngdeslgn. Brwhgfr rdmemb ens Addiunnoltempomwordpeimanentbrocing MiTek' otedlsfopreventWCNirxgofhdNldfaltmswebarul/oTet y. Is always required for stabIlty and to prevent collapse with poshle peroral Injury, aced property damage. For general guk/ance regarding the fabrication storage, delNery, erection and brocang of tenses and tens systems, seeMSUTPII Quality Marla. DSB-89 and SCSI Bulking Component 6904 Parke East Blvd. Tampa. FL 3361 D Safety Information avallade from Truss Rate minute, 218 N. tee Street. Suite 312, A sscmdkx VA 22314. Job russ russ type ry y Harbor Ridge Lifestyle T8949901 73195 K4 SPECIAL. 1 1 Job Reference (optional) Chambers Truss, Inc., Fo 5x8 MT BHS,i 1. n11o1e 20 19 10 17 <L 16 15 4x6 11 4x6 = 4x6 = 3x8 = 6x8 = 3x4 11 4-8-1 11-0.0 16-0-0 21-0-e 23-9-2 27-90 34-8-8 41-11-6 4-e-1 6-4-0 5-Od o 2-8-10 4-0.0 6-11-6 7-2-14 Plate Oflsets(XY)— 13:0-5-00-2-41 (70-4-00-1-111 f8:0-3-00-3-41 f11:0-3-80-2-81 f14:0-4-40-3-41116:0-3-80-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) -0.22 14 >999 360 MT20 2441190 TCDL 20.0 Lumber COIL 1.25 BC 0.91 Vert(TL) -0.8613-14 >577 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.56 21 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Malrix-M) Wind(LL) 0.42 5-14 >999 240 Weight: 330 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural mod sheathing directly applied, except end verticals, and 7-9: 2x6 SP No-2 2-0-0 oc pudins (2-7-0 max.): 3-6. 7-9. BOTCHORD 2x4 SP M 30'ExcepV BOTCHORD Rigid ceiling directly applied or 3-6-1 oc bracing. 5-15: 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 14-16, 4-14, 7-13, a-13, 8-11, 9-11 WEBS 2x4 SP No.3 *Except* 2 Rows at 113 pts 9-21, 4-16, 6-13 9-21,14-16,4-14,9-11: 2x4 SP M 30, 1-20: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 20=248410-7-10 (min. 0-3-13),21=2625/0-3-0 (min. 0-1-8) Max Harz 20=819(LC 5) Max Uplift 20= 1777(LC 4), 21=-2191(LC 4) Max Grav 20=3236(LC 9). 21=3480(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2997/1674, 23=-3624/2157, 3-0=-3140/2022, 4-5=-6787/4301, 5.6= 6800/4303, 6-7=-4860/2988,7-8=-4283/2702, 8-9=-2828/1799,10-21= 3480/2191, 9-10= 3310/2205, 1-20=-3175/1781 BOT CHORD 19-20=-843l724, 18-19= 2128/2996, 17-18=-2128/2996, 17-22= 2552/3881, 16-22= 255213881, 5-14=-472/440, 13-14= 4309/6739, 12-13= 1799Y2828, 12-23= 1799/2828,11-23= 1799/2828 WEBS 2-19=-1318/847,2-17= 80/450, 3-17=-563/1096,4-17= 1271/742, 4-16=-2777/1997, 14-16=3208/4885, 4-14=-2822/4456, 6-14= 358/410, 6-13— 401112622, 7-13=-1027/1790, 8-13=-1335/2154, 8-11— 2621/1933,9-11=-2597/4068,1-19=-I548/2855 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h=46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Elderlor(2) 0-2-12 to 23-9-2, Interior(1) 23-9-2 to 279-2, Exterior(2) 27-9-2 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Bearing at joint(s) 21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1777lb uplift at joint 20 and 2191 lb uplift at joint 21. 9) "Semi -rigid pitchbreaks including heels Member end lixiry model was used in the analysis and design of this muss. 10) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. AWARNING- Verltydeslgnparamefemand READ NOTES ON THISANDMDLUDEDMR KREFERANCEPAGEMM-7473re1 1WX3015 BEFORE USE Design valid for useordy vdrh NJiek®connecfom ltdsdesign 6basedonlytMon porametersshow cod is form IndiAc Ual building componant.not [i•��JO■ a truth System. Before use, the building destgnet must verify the applicabglly of design parameters antl properly incorporate tlnbtleslgn Into the overall boudwcesign.&actrrgOndlcOtedls}opreventWcklirrgofBWivkivalfrussvreband/orctwrtlmembersoNy. AdcHtlorwltemp mra pemnonenlbraclst0 MiTek' Balways reauked for stability anal to prevmicollapsewith posaNe persona, hrlmv and property damage. Forgeneraiguldooceregaraingthe 6904 Parke East Blvd. fabrkalbr storage. tlelNery, erectlon and brackna of trusses mtl imsssystems, seeAN51/iPll QualityCriteria, DSB.89 and BCSI BuBding Component solely Informa0on ove laWe from Inds Rate Institute. 218 N. Lee street. Suite 312 AexarWda, VA22314. Tenpa, FL 33610 Job Truss russ I ype Qty y Hamor RMga LBeSyle T6949901 73195 KO SPECIAL 1 1 Job Reference (optional) Chambers Truss. Inc., Forl Pierre, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 -3=-80, 3-6=-100(F=-20), 6-7= 80, 7-9=-100(F=-20),15-20= 30, 10-14=-30 7."05 Nov 102015 MiTek Industries, Inc. Weal Jun 29 13:08:31 2016 Paget ID:7QPecszFdotRumoewatlfLyMy11-X2TR_hbdjQ4Gg9kl6MVw3flfOZHgAbzD_XFHa=1 QIk WARNING -Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MIA7473 rev. 10032015 BEFORE USE. Design wild for Use only Wfh MITelt®conrreclors. TNs design is baeod only upon pGrametels drown. and is for m lncllNtlual Wilding component not �! p` a tRXe System. Before use, Me building designer must very the appllcabMty ofde9gn parameters Grit! properly Incorporate this design Into the overall buWdingdedgn. BFWhgOxllcafedktopseventWC goflrWNlduall webandlo chordmembersoNy. Addbondtempora mdpermonentbraring MiTek' kchw requlredforsfabllllymdtoprevenfmllopsewilhposvblepeisorrnlhlusyondprop dydamcge. Forgeneralgrltlarceregarmra the fabdcatlon, storage, delivery. erectioncnd bna lrg of trissesand fmnsydems. WOANSIfTPI1 Quality Criteria, DSB-69 and BC51 Building Component 004 Palke Ease Bkd. Solery Information Ovallable from lrusc pate InsBMe. 218 N. Lee Street, Suite 31Z Alexa x21c, VA22314. Terry., FL =10 Job Truss I russ Type Oty Pty Haor Ridge Lifestyle Hann., 78949902 73195 K5 SPECIAL 1 1 Job Reference lional Chambers Truss, Inc., Fon Piece, FL T.640 A 4-0 4-0-0 1 ".10 20O -w111`1 7xB MT18HS = See MT18HS= 3x4 11 6x8 = 7 4xl( 19 18 17 16 15 5x6 II 3x8 = US Sx12 = Sx4 11 k lndustfhs, Inc. Wad Jun 2910:39:322116 Pagel _GGMOtoofAf5UoRaRes03i8RAFm5USIOnKZz1: 1 74-2-14 Scale = 1:82.0 7xe = 3x4 II s-Tnz 1a-0-0 17-0-a 21-0E zs-a-z Iz7-g-zl 34d-0 at-11$ 6-Z12 6.41 4-0d 4-0.4 4-8-10 2-0-0 6-11 Plate Offsets (xy)-- 13:0-5-6 0-2-0) n:0-4-oat-11) f lO:0-4-6 0-2-8) 114:0-5-o 0-2-81 116:0-6-o 0-2-Ot 118:0-8-8 0-1-8t 119:0-0-6 0-2-121 LOADING (Pat) SPACING- 2-0-0 CS]. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.83 Verl(fL) -0.7513-14 >669 240 MT16HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.51 20 n1a n/a BCDL 15.0 Code FBC20147rP12007 (Matrix-M) Wind(LL) 0.35 5-14 >999 240 Weight: 334 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 7-9: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 5-15: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except' 9-20,4-16,14-16,8-10:2x4 SP M 30, 1-19: 2x6 SP No.2 REACTIONS. (lb/size) 19=2472/0-7-10, 20=2637/0-3-0 Max Horz 19=819(LC 5) Max Upliftl 9=-1 771 (LC 4), 20=-2229(LC 4) Max Grav19=3285(LC 9). 20=3497(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3464/1900, 2-3=-3633/2192, 3-4= 3151/2051, 4-5= 5694/36B6, 5-6— 5715/3695, 6-7= 4945/3101, 7-8=4367/2773,10-20=-3497/2229,9-10=-356/319,1-19=-3194/1784 BOT CHORD 18-19=-891/800, 17-18=-2272/3321, 16-17=-2272/3321, 5-14=-599/545, 14-21=3485/5417, 21-22=-3485/5417, 13-22= 3485/5417,12-13— 1837/2897, 12-23=-1837/2897,11-23-1837/2897,11-24— 1837/2897,10-24=-1837/2897 WEBS 2-18— 882/636,2-16=-291/274,3-16=-623/1144,4-16= 3066/2054,14-16=-3158/4743, 4-14= 1785/2863, 6-14=-486/613, 6-13= 3427/2318, 7-13-1136/1935,8-13— 1383/2178, 8-11=0/435, 8-10=4173/2654, 1-18-1518/2917 Structural wood sheathing directly applied or2-8-3 oc purlins, except end vedicals. Rigid ceiling directly applied or 3-11-4 oc bracing. 1 Row at midpt 3-16, 14-16, 4-14, 6.13, 7-13, 8-13, 1-18 2 Rows at 113 pts 9-20, 4-16, 8-10 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h.46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-2-12 to 25-9-2, Intedor(1) 25-9-2 to 27-9-2, Exterior(2) 27-9-2 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1771 lb uplift at joint 19 and 2229 lb uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING-VWYdeslgnparamefen: end READ NOTES ON TNISANDINCLUDED MREKREFERANCE PAGEMIM" rev. 10/DY2015 BEFOREUSE. Design valld for use onty with Mnek®connecron. Bds design b lxaetl only upon pmamefxc Yhow and h for an lndlvxlual Whew component.not o truss system. Man ace, the bulldkg deslgmr must vedfy the applicabslty ofdonJgn paranletemancl popedy lncomotate lhh design Into the overall buldlgdeslgn. Br d gN catedhtoVeventbuckiingoffrWlvltl tmzwebm fora ldmemb wordy. AddBbnaltemporaryandpetmanentbrocing ��-��•YYY MiTeW holy (e Ir-dfwsta lNandtopreventcollcpse WthposdMepers Plpsya MopenydmnWo. Forgeneralguldanceregadrgme fobrbatbn. slomge, delivery, erection a bfMc Q of Inmesand truss systems s AN51/IPII Quality Cdteda, DSB-09 and BCSI Building Component 004 Perk. East Blvd. Solely Infctmallon avagable from Inert Rate katltule, 218 N. Lee Street Sale 312 Alexcridra. VA 22314. Tampa. FL 33410 Job Truss Truss Type Oty Ply Harbor Ridge Ldestyle T8949902 73195 KS SPECIAL 1 1 Job Reference a liana Chamber. Truss, Inc.. Fad Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3 80, 3-0=-100(F=-20), 6-7= 80, 7-9=-100(F= 20), 15-19=-30, 10-14=-30 1.e40s npr 1a zorb mu ex mausawa, arc. vvea dun ze to:aaae zmo re9e z I D:7QPecszFdotRumoewatlfLyMy11-POP_GGMOtoofAf5UoRaResO3i8RAFm5USIOnKZziSxP A WARNWG- Vadyatagapararretarcend READNOTE5 ON THXMD WCLUDED MITEKHEFEBANCE PAGEW7073 rev. 1N032015 BEFORE USE DesIgn wild for use only MM MTeMoonnectors, Thlsdedgn Is barretl only, upon paameters shown, and N form hdvldual bu9ding component, not a trussystem. Before use, the building designer most verify the oppIrodAity of design parameters and aopedy Incorporate ih5 design Into the overall buLdhgdeslgn. Wring indicated is to preventbuc4ingoflrMMduol1,usswebandlor chord membersonly. AtlmibrroltemporaYmtlpermanenlbracing M!Tek' B alWays regdred for stobliiy, and to prevent collapse with pemble personal hMY and property damage. For general guMmce regorc ng the 69e4 Parke East BNd. fabrIcalbn. storage, delivery, erec9on mc! bracing of trusses and lrus systems. seeANsilpi1 QuaBly, Warta, DSB49 and BCSI BuBding Companenh Taropa, FL =10 Safety InhormaBon avdlable from Truss Rate Institute, 218 N. Lee Street, Suite 31Z Alexonaft VA22314. Joe Truss I ruse Type Cry My Harbor Ridge Lllemyle T6949903 73195 K6 SPECIAL i 1 Job Reference (optional) cnamoers iFuss. Inc., ran Fema, rL 7.00 12 4x12 5x12 MT18HS = I D:70PecszFdatRumcewatlfLyMy11-PSFNOtrontjlrOr3rGNr046FE000b3hJplqupDzl DIP 27-11-7 34-10-3 41-11-6 6-9-15 6-11_11 7-13 Scale = 1:85.8 3x4 II 4.5 = 4x6 = 5x8 = 3x4 = 19 18 17 lb L1 15 14 5x6 11 4x6 5x10 = 3x4 11 4x8 = LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 " BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Incr NO Code FBC20147rP12007 CSI. TC 0.90 BC 0.72 WB 0.99 (Matrix-M) DEFL. in (loc) Vdefl Ud Ven(LL) -0.14 13 >999 360 Vert(TL)-0.5912-13 >839 240 Hofz(fL) 0.43 19 Na n/a Wind(LL) 0.28 13 >999 240 PLATES GRIP Mi20 244/190 MT18HS 244/190 Weight: 3081b FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-6,6-8: 2x4 SP M 30 2-0-0 oc pudins (2-11-1 max.): M. BOT CHORD 2x4 SP M 30 "Except- BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. 4-14: 2x4 SP No.3 WEBS 1 Row at midpt 2-15, 3-15, 13-15, 3-13, 4-12, 7-12, 1-17 WEBS 2x4 SP No.3 "Except' 2 Rows at 113 pts 8-19. 7-9 8-19,13-15,4-12,7-12,7-9: 2x4 SP M 30, 1-18: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=245910-7-10 (min. 0-3-14), 19=2649/0-3-0 (min. 0-1-8) Max Horz 18=827(LC 4) Max Uplift 18=-1733(LC 4), 19=-2108(LC 4) Max Grav 18=3282(LC 9), 19=3462(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 0b) or less except when shown. TOP CHORD 1-2=-3605/1930, 2-3=-3541/2130, 3-4 5018/3312, 4-5=-4325/2785, 5-6=-4325/2785, 6-20=-4325/2785,7-20=-4325/2785,9-19=-3462/2108,8-9_ 362/282,1-18= 3184/1748 BOT CHORD 17-18=-924/640, 16-17= 2302/3422, 16-21=-2302/3422, 15-21=231Y2/3422, 4-13=-296/170, 12-13= 3321/5036,12-22= 1710/2782, 11-22= 1710/2782, 10-11= 1710/2782,10-23=-1710/2782, 9-23=-1710/2782 WEBS 2-17=-681/557, 2-15=-587/457, 3-15=-1528/1160, 13-15=.2417/3681, 3-13= 2124/3204, 4-12= 1041pe6, 5-12= 840l746, 7-12= 1585/2274, 7-10=0/452, 7-9=-4060/2500, 1-17=1460/2922 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cal. II; Exp C; Encl., GCpi=0.18; C-C Extenor(2) 0-2-12 to 30-0-7, Interior(1) 30-0-7 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This muss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 lal I by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1733 lb uplift at joint 18 and 2108111 uplift at joint 19. 9)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) Graphical pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F) or back (B). ® WARNING. Verify design paramefers and READ NOTES ON MIS AND INCLUDED MrTEKREFERANCEPADEM044T3 rev. 10/032015 BEFORE USE Design valld for use only with MlTeWcomectors. uosdesign 5 baetl only upon Parameters shown. and is form hdlvkfuel Wilding component, not a inns syMem.Betas use. the bulldngdesigner muslvenry theapelcabBlN of design parameters and properly hcoiporate hkdeugn Into fheoverall bWdngdeam. &a hgl,,di otedlstoaeventW Mingoflallvldwli webamd/orchordmembemo y. AtlNtlonaltemporaryaWpennanenfbracbg -•Y Mew antl topreven Ondaope celdingCrmfie fsalwallm. wuesese Me persond In Forgenerand 6904 Parka East Blvd. udamage. shade, racing of ne BCS1 foloty l for storage, delivery, HoNeerection and bracing of 18 N.santl misssyute 3l seeANSIRPII VA 22y Criteria, DSB-89 and BC51 Building Component Sorely Information available fiom Inns Rate InigMe, 218 N, lee Street. SWfe 312 Plexarxltl¢ VA 22314. Tana, FL 33610 0 N3S rUSS ype ty y Harbor Ridge Lifestyle Ta949903 73195 K6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL CASE(S) Standard 1) De 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 3-8= 100(F= 20), 14-18=-30, 9-13=30 7.640 a Nov 10 2015 MiTek Industries. Inc. Wed Jun 29 13.05:52 2016 Page 2 ID:7QPecszFdotRumoewatllLyMy11-P5FNOVontjltOr3rGNrQ46FE000b3hJplqupDzl QUIP ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMIFKREFERANCE PAGE MII-7473 rev. 10TUA?015 BEFORE USE Design valid for use oNY wlfh MiTek® connectors. INs doctor, Is based My upon paameters shown, antl Is for on WlvlaVol buffcgw component, not a trues system. Betas use, the buliding desUner must verify the applicaUlty of design parameters and! propedy Morporate this design Into the overall la smbem bracing 1possUe iiclorttoewarrn MiTek' to icoentiiapse Win ckflW khalways rreequleggn.d for sttaabiury andtto prey nperso�rwl] hJwY viob � propeM damage.NF r� roo eme�ni 6904 Parke East Blvd. fabrkanco, storage, delivery, erection and rcon, of ins Cod ausssycleM meANSUTPII Quality Cdlerla,DSB-89 and BC5l Building Component Tampa, FL =10 Safety INormation avdloNe from 1Nss Rote BuBNle. 218 N. lee Sheet.6ulte 31Z Alexandria, VA 22314. job I russ rus5 Type y Harbor Ridge Lifestyle T8949904 73195 K7 SPECIAL 4 1 Job Reference (option al Chambors Truss, Inc., Pon Pierce. FL _ _ r.oau. N. n eon MF.k 6x10 MT18HS = I Seale - 1:86.4 7.00 F12 45 = V 4x6 = 6x8 = 04 11 402 19 18 1/ Ld 16 15 5x6 If 5x6 WB= 6x10 = 3x4 II 08 = LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.92 BC 0.83 WE 1.00 Matrix-M) DEFL in goc) Vdefl L/d Ved(LL) -0.16 4 >999 360 Ved(TL)-0.7513-14 >664 240 Hom(TL) 0.50 20 n/a n(a Wind(LL) 0.33 4 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 309 Re FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied, except end verlicals, and 2-3,1-2: 2x4 SP M 31 2-0-0 oc pudins (2-7-14 max): 3-7, 8-11, 6-9. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-9-11 oc bracing. 4.15: 2x4 SP No.3 WEBS 1 Row at midpt 9-20, 2-16, 14-16, 3-14, 4-13, 6-8, 8-13, WEBS 2x4 SP No.3*Except* 9-11.1-18 7-11,9-20,14-16,6-8,9-11: 2x4 SP M 30, 1-19: 2x6 SP No.2 2 Rows at 1/3 pis 3-16 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. Qb/size) 19=2459/0-7-10 (min. 0-3-12), 20=2650/0-3-0 (min. 0-1-8) Max Horz 19=1234(LC4) Max Uplift 19=-1644(LC 4). 20=-2235(LC 5) Max Gmv 19=3186(LC 9), 20=3352(LC 9) FORCES. glo) - Max Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 1-2= 348811820, 2-3=-3400/1996, 3-4=4906/3288, 4-21=-3974/2566, 5-21=-3974/2566, 5.6= 3974/2566, 8-11=-2944/2155, 7-8= 379/343, 8-9=-4704/3149, 10-20=-3352/2235, 9-10=.3263(2235, 1-19=-3088/1659 BOT CHORD 18-19= 1330/1200, 17-18_ 2615/3591, 17-23=-2615/3591, 16-23=-261513591, 414=-309/174, 13-14= 3708/5200,12-13=-3083/4621, 11-12= 3083/4621 WEBS 2-18= 647/522, 2-16=-618/462, 3-16= 1577/1316,14-16=-2756/3847,3-14=-2263/3207, 4-13= 130511021,6-13=-578/1181,6-8=-4602/3068,8-13=-503/121, 9-11=-3750/5571, 1-18= 1362/2815 NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exledor(2) 0-2-12 to 30-0-0, Interior(1) 30-0-0 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 15.0psf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1644 lb uplift at joint 19 and 22351b uplift at joint 20. 9)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Cue on page 2 9WARNING- Vedtydeslgnpvameleraend READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMII.7473 mv. iN0Y1?015BEFOREUSE Design volld for use onlyW h MiTek® connectors. lNsdeagn, 8 based only upon parameters clown, and Is for an Ind Adual bugdi rg component, not a truss system. Before ace, ttne bu0c1ng designer mast venfy the appdicabBity of desgn parameters and pxoperly hrcorporate fhb design Into the overall bildingdestgn. Wmhgintllcate NtopteventbucldingofWNkluoltnssweband/orcMrdmembersoNy. AddfiondfemWccYGndpermanenlbaGng MiTek' Is always required for stabBlly and to prevent collopoe Colin poste paeorb 81h0Y and Moberly damage. For general grAdance regarding the storage. dnd ellvery. erecllon abradrp of buses and buss systemt seeAN51/TPI I Quality Critefla.DSE-89 aM BCSI BuBding Component 6994 Parke Easf Biel.Iabrk;allom Safety Informatlon avarabe from irum Plate InstilWo. 218 M. tee Sheet safe 312. Alexondit VA 22314. Taepa,FL 3a810 job Truss I russ i ype Uty Ply Harbor Ridge LBestyle T8949904 73195 K7 SPECIAL 4 1 Job Reference (optional) ChamSens Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert:1-3=-80, 3-7=100(F= 20), 8-9=-100(F=-20), 15-19=30, 10-14=-30 7.640a N0V 102015 MI l OK MCFUSUIBS, BIC. W00 JM LY I'0'VY:Ia CVae 1a1e[ ID::70PecszFdotFlumoewaIDLyMyt l-f5pCrm96ft?c Og3MjmTZBhNVLShg28nL7Gkjzl0l? V Q WARNING- VeNyy design parameters and READ NOTES ON THIS AND INCLUDED MR£KREFERANGE PAGE MIh74TU rev. IST UG015 BEFORE USE. Design valid for use oNy Win ANTek49 C,nno,tom.lNs design 6 based oNy upon parameter, dq . Ord K for an Individual buRdig component nor a toss system. Before use, Brie build,,, designer must verity Ine applicat1111y of design parometen ontl properly Incorporate iMs design Into the overall 1b,A<9ngdeegn. llrm tot weband/orctlordmemb mOdy. Atldlibrwltemporaryantlpermanenibraclt`g MiTek' glndicatetl evenibuckiirgoflMMduali IS olways requlred for stabuityond to prevent collcpn wlh posble per£011al hlury arW lxoPeMdarrage. ForgenerOlguldanceregarcow One 6904 Parke East 13 d& fabrlcatbn, storage, delivery, erection and bracing of trussesond trumMtems eooAN51/1R1 Cuanty Criteria, DSB49 and BCSI BUBtling CamPonenf Tarnpa, FL 33a10 Safety Infotmolion avolable from Truss Rate Insfituie, 218 N. We Street, Suite 312 Plexaldria. VA 22314. Job Truss fuss Type Oty Ply Harbor Ridge LBealyle T8949805 73195 KB SPECIAL 2 �1 2 Job Reference (optional) Chamber¢Tlass, Inc., Pon Pierce, FL 7.0406APT 19 2e1 b Mir OK Inausines, IrIC. Wed Jun zu 1 u:aa:4n zvl a Page ID:r50fzBCg7uDNmgfnw5EKL264Jz.py57vlOVAjAEI6p3Ta88FUef6Pa1S8Gw8GdRmzlSlim 7443 15-0-0 21-041 28 -11 34.113 41-11-6 ]4-13 7-71 6-0A ] 3 &1P7 ]4)3 scale - 1:82.6 3.4 11 12 5xa = 3x4 11 415 = 3x6 = 3� _ 7.00 4 5 6 7 21 8 9 4x6 4x5 = 20 19 18 17 22 16 16 3x6 11 3x4 =3x6 = 4X8 = 3x4 II ]4-13 L5 0 21-0-9 M 11 34-11-3 41-114i ]4-13 7-74 6" 7. 610.7 7-03 Plate Offsets (XY)-- 13:0-3-0 Edoel 14:0-6-0 0-2-41 114:0-5-12 04.41 119:0-0-11 0-1-121 LOADING (Pat) SPACING- 2-0-0 CS]. DEFL in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) -0.08 14 >999 360 MT20 2"1190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.3213-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.22 20 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.15 14 >999 240 Weight: 61211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2r4 SP M 30 *Except* 5-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except' 9-20: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 19=2464/0-7-10, 20=2655/0-3-0 Max Horz 19=831(LC 4) Max Upliftl9=-1737(LC 4), 20=-2112(LC 4) Max Grav19=3288(LC 9), 20=3466(LC 9) FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3622/1938, 2-3=-3559/2104, 3-4=-3407/2134, 4-5=-5032J3323, 5.6=.4305/2772, 6-7=-4305/2772, 7-21= 4305/2772, 8-21---4305/2772,10-20= 3466/2112, 9-10=-360/280, 1-19=3194/1749 BOT CHORD 18-19=-905/806, 17-18=-2322/3449, 17-22=-2322/3449, 16-22= 2322/3449, 13-14=-3334/5053,13-23=-16942755,12-23-1694/2755,11-12=-1694/2755, 11-24=-16942755.10-24=-16942755 WEBS 2-18-709/578, 2-16- 590/460, 4-16=1517/1158, 14-16= 2420/3685, 4-14=-2110/3182, 5-13- 1078/812. 6-13- 849/751,8-13=-16022304,8-11=0/444, 8-10-4047/2492, 1-18= 1509/2998 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-9-11 oc bracing: 13-14. 1 Row at midpt 9-20, 8-10 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11: Exp C; Encl., GCpi=0.18; C-C Extenor(2) 0-1-12 to 30-0-0. Intedor(1) 30-0-0 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w ilI lit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1737lb uplift at joint 19 and 2112 lb uplift at joint 20. 9)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. b)btd an ar WARNING - Verify aa Parameters and READ NOTES ON MS ANO wCLU0e0 M1frEKREFEFANCE pAGEM14747J rev. id93rzaI5 BEFORE DSE }.,#�t Design valldfor use oNywlth MITeWconneclors. iNsdesgnbbasedonlyrryon parameters shown. and Isfor an Wmdud bu9ding component net a buss system. Be(ae use, the buYdrg desgner mull verify I1te appllcabYityof tlesign parameters and properly Moric orme tNs design Into the overall buddngdedgn. &achgh. olln Wudtr Weband/orcWrdmemb isoNy. Addlflorlaltempaarya Mmarwntbracing +�.•yY� MiTek' cdedbtopreventbuc[dil halways re tulred for slabllltyantl to prevent collapse Win possible personal Injury and propoM damage. For general guidance regar®rig the fadication, storage, delivery, erectional bracing of tm4esarld I=systems 9aeANSI/TPII Quality Cdterl DSB-89 and SCSI Building component 6904 Parka East Blvd. Solely Information me la0le from Truss Rate Imlllute, 218 N. Lee Street. Sulte 312, Acrasn irla VA 22314, Tampa, FL 33610 Job Truss runs Ory Ply Harris., Haor Ridge Mst la T8949905 73195 K8 6PECIAL 2 G ek Jab Reference (optional) Chambers Tmsa, Inc., FM Piece, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1 w1= 80, 4-9=-100(F=-20), 15-19_ 30, 10-14= 30 7.640 s Apr 192016 Meek Industries, Inc. Wed Jun 2910:39:352016 Paget ID:r5OfzBCI Nw9fnw5EKIs64Jz-py57vlOvAjAE16p3Ta8BFUef6PalSBGwSGdR=lSxM Q WARNING -Verify deslgn Pa..fercanCREADNOTES ON THISANOINLLUDED MITEKREFERANCEPAGEM11-74naev. 10,122MOISSEFOREUSE Design vdld for use ONywlfh Mllek®connectors. INS design is based only upon parameters shown, and is form Irravkival building component not e■ a truss system. Before use, the Widng desgrmr must vedfy the opplIcomilty, of design parameters and properly incorporate tuts design Into Itm overall buidnodedgn. WachgBW tedlstoprevenlbucklingofMNkluol webcnd/orcMrdmembersoNy. Atldittorratemporaryasdpernmentbraclrg M!Tek' hdwaysreCOredfMstabftmdto Mevenfcdlopsewlihposdblepersorx4hl cnciprop rlydmnage. for generalgNdonce regordrg me fobicalbn, storage, delivery, erection and b=ing of Intaesontl Irusssystem% seeANSIRPi1 Quality Criteria. DSB49 and BC51 Building Component 6904 Parke East Blvd. Safety Information avW able from inns Rate Institute. 218 N. Lee Street, S4te312 Alexandra VA 22314. Tanager FL 33610 Job Truss Toms Type Oty Ply Hot., Ridge Meryle T8949906 73195 MST MONOTRUSS 4 1 Job Reference o Lionel Ohombers Tmsa, Inc., Fort Pierce, FL 7.640. Apr 19 2016 MRek Industries, Inc. Wed Jun 2910:39:35 2016 Peg.1 ID:r5OfzBCg7uDNnv9fmSEKLz64Jz-py57vlOvA4AE16p3TaB8FUechPVLSBMw8GdRxlalSxM 4 1 103-11 M = 3-2-14 33 6-10-4 103-it 3-2-14 -SL 3-2-0 3-5-7 Scala - 1:27.8 Plate Offsets (X Y)- f8:03-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.07 7-B >999 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.61 Hoa TL) -0.02 5 Na Na BCDL 15.0 Code FBC20147TP12007 (Matrix-M) Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD arf SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=1OSfMechanical, 8=1325/0-10-13, 6=-37/Mechanical Max Horz 8=838(LC 4) Max UpIiR5=-235(LC 4), 8=-4047(LC 4), 6=-730(LC 4) Max Grav6=160(LC 10). 8=1325(LC 1), 6=273(LC 7) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 2-9=-603/439, 2-3= 1649/1054, 3-10=-95/387, 4.10=-14/259, 4-11=-304/95 BOT CHORD 9-12=-310/265, 8-12=-310/265, 8-13=-942/832, 7-13=-942/832, 7-14=338/0, 6-14= 336/O WEBS 2-8=-1235/2027, 3-8=-713/2035, 3-7=-1431/832,4-7= 330/125,4-6=0/506 Structural wood sheathing directly applied or 5-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); cantilever left exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 5, 404716 uplift at joint 8 and 730lb uplift at joint 6. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 397 lb up at 4-9-10, 97lb down and 397lb up at 4-9-10. and 2681b down and 123 lb up at 7-7-9, and 268lb down and 123lb up at 7-7-9 on top chord, and 1261b down and 2441b up at 1-11-11,1261b down and 2441b up at 1-11-11, 3731b Lip at 4-9-10, 3731b up at 4-9-10, and 1681b up at 7-7-9, and 1661b up at 7-7-9 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 80, 2-5=-80, 6-9= 180(F=-150) Concentrated Loads (lb) Vert: 10=484(F=242, B=242) 11=199(F=99, B-99)12=-251(F=-126, B=126) 13=673(F=337, B=337) 14=130(F=65, B=65) Q WARNING -Verltydacfiiparameters end NERD NOTES ON MIS AND INCLUDED MITEKNEFENANCE PAGEMIF7477 rev. fO+OY2OI5BEFONE USE Design volld for use only With MIToW connectors. TNs design h txa id only upon parameters shown, and Is for an IndMtluol bulding compononf, nor a huss system. Before use- the building designer mull vedty the approribli fy of dei;x n parameters and properly Incomorare Ihb design Into Its, overall buidagdeslgn. Brochglncl atedlstopieventbucWlrgofNtlNltlualhuaweband/or chord members any. AtldltlorxAtempwaryandpeimorentbraGrig MiTek' balwaysregUredforstabllltyandtopreventcollapsevAlhpossmlepemna hjr cndprop dyd mage. ForgenemIguldonceregadirgme fabrlcallon. storage, d0l ary, erecllon and bracing of lrussesaod trucocyAcoc, seeMSI/Tell Quarry Cdt.rlo, DSB39 and BCSI BuIldirlg Component 6904 Parke East Blvd. Safety Information available Tram Trus Role Imfitrim. 218 N. lee Street, sure 312 Alexor dim VA 22314. Tampa. FL =10 mss russ I ype Oly Ply Hobo, Raise LOeelyle TBB49B0] 73195 KJ7 MONO TRUSS 6 1 Job Reference o Lionel Chambers Truss, Inc., Fort Pierce, FL Adequate Support Required T641) S Apr 192016 Miiek Industries,Inc. Wed Jun 29 10:39:36 2016 Paget ID:7OPecszFdotRumoewatlfLyMy11-H9N6dPXxl l51GOF1 HfNoiBgW ou_BgN4NWM_UKziSxL I5 Scale -1:34.6 LOADING (psi) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/1P12007 CSI. TC 0.57 BC 0.39 WB 0.49 (Matfix-M) DEFL, in Vert(LL) 0.05 Ven(Q -0.12 Hom(TL) -0.02 (loc) Well Ud 6-7 >999 240 6-7 >992 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 50 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or B-4-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. Al bearings Mechanical except 61=1ength) 2=0-10-13, 1=Mechanical. (lb) - Max Horz 2=1207(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 5=-398(LC 4). 2= 756(LC 4), 6=-371(1-0 4). 1=-020(LC 4) Max Grav All reactions 250 Ib or less at joints) except 5=301(LC 18), 2=887(LC 18). 6=516(LC 16). 1=287(LC 9) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11- 1588/888, 3-11=-1378/762, 3.12=-1373/793, 4-12=-1065/640, 4-13= 446/192 BOT CHORD 2-14=-716/821, 14-15=-716/821, 7-15= 716/821, 7-16=-716/821, 6-16=-716/821 WEBS 4-(13/797 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi; BCDL=3.Opsh h=460; Cat II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 5, 756 Ito uplift at joint 2, 371 lb uplift at joint 6 and 420lb uplift at joint 1. 6)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274lb down and 196lb up at 1-6-1. 274 lb down and 196lb up at 1-6-1. 399 lb down and 228lb up at 4-4-0, 399 lb down and 228 lb up at 4-4-0, and 531 lb down and 318 lb up at 7-1-15, and 6031b down and 302 lb up at 7-1-15 on top chord, and 18 It, down and 99 lb up at 1-6-1, 18 Ito down and 99 lb up at 16-1, 23 Ito down and 41 Ito up at 4-4-0. 23 lb down and 41 lb up at 4.4-0, and 111 lb down and 78 Ito up at 7-1-15, and 701b down and 54 Ito up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the tnw are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9= 112, 5-9=-80, 6-8=-30 A WARNING -Vedry design peramelen, and READ NOTES ON THIS AND INCLUDED,IUTEK REFERANCE PAGE W7473 rev. 1W 015 BEFORE USE ■ Design valid for only Wth MIMMronnecfors. this design Isrxned only upon parameters shown. and is for an individual W9ding component.not a It=system. Before use, the Wldfng designer must verity the appllcolAlty of design parameters and properly incorporate this design Into the overall a.�YO Widngdealgn. aachlglndl atedkfolxeveniWcHtWoflMNklualt .ba /uctwrdmemberso y. Atldlionalfemporaryantlpermanenibrackg WOW kahyaybregllredforsta lryandtopreventodlgrs lhpossexepersonaltrilWy propenyd cige. For general gMtlance regal me faWicalb storage, dellvery, erectlon and bracing of trusses and MAzV efeM SoRANSI/Vil Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. salary Information avdlable Dom Lass Rate Institute. 218 N. Lee Street Suite 312 Alexandria VA 22314. Tango, FL 3W10 a Truss Truss Type Gly Pty Harbor Ridge Lifestyle 78949907 ]3195 KJ] MONO TRUSS 6 I I Job Reference (optional) Chenbers Truss, Ina, Fog Pierce, FL 7.640 a Apr 192016 MiTek Industries. Inc. Wed Jun 2910:39:362016 Faga2 ID:70PecszFdotRumoewallf-yMy11-H9tV6dPW 15/GOF1 HfNoiBgW ou_B9N4NwM_UKziSxL LOAD CASES) Standard Concentrated Loads (Ib) Vert: 11=1 B2(F=91, B=91) 12=70(F=35, B=35) 13=-94(F= 57, B=-37) 14=138(F=69, B=69) 15=29(F=15, B=1 5) 16=-78(F=-54, 8-24) AWARNING -VerilydeagnPmatin sendREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEMIP74Mna,10113AI015BEFOREUSE �■� Design valid for use only w%th MBek® con e,ctors. Th> design N based only upon parameters shown. and War an hclvidual Wilding component not a truss system. Before use, the bidding designer must verily the ai olcObOlty of castor, parameters and properly hcorporate Ina design Into Ilse overall buldngdesign. &achglrW tedrstopreventbucldBgothdWtidinrssweband/orcl rdmemberso y. A dilo teMwcwya mrmanentbrachg MiTek' h always required for stability and to prevent Collapse with possoi persarxd hlury and property damage. for genera guidance regarding Line fabrication, storage, delivery. erection and bracing of mines and truss systems, saeANSI/WII 6uisty Criteria, DSB49 and BCSI Building Component 6904 Parka East Blvd. Salary Information avdlade from Inns Rate institute, 218 N. fee Street, Suile 31Z P1exoMtla. VA 22314. Tanga, FL 33610 Job Truss 1 russ 1 ype Cry Ply Harbor Rdge Lifestyle T6949B08 73195 KJD MONOTRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Pon Plerce, FL 7.640 s Nov 1D 2015 MiTek Industries. Inc. Wed Jun 291229AS 2016 Page t I D:70PecszFdotRumoewallfLyMy11-2BcFRNUUohPteAIZW_K9Onl lV8 W V03KIpc2sY4zl RKI 8.71 7-2-15 T7-7 3-7.7 Scale - 1:22.9 5x10 II 7x8 = LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/FPI2007 CSI. TC 0.60 BC 0.60 WB 0.55 (Matrix-M) DEFL. in Ve 1(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.06 Wind(LL) -0.00 (roc) Vdef1 Ud 6-7 >999 360 6-7 >999 240 4 n/a Na 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP M 30 *Except* MiTek recommends that Stabilizers and required cross bracing 3-6: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer SLIDER Left 2x6 SP No.22-5-3 Installation guide. REACTIONS. (I olsize) 4=143ffv1echanical, 7=3347/1-10-10 (min. 0-3-4), 6=-1993/Mechanical Max Harz 7=626(LC 4) Max Uplift 4=-187(LC 15), 7=6042(LC 4). 6=-2233(LC 15) Max Gmv 4=343(LC 4), 7=3916(LC 15). 6=3402(LC 4) " FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 13821632, 2-3=-1467/821 BOT CHORD 1-12=-729/1617, 7-12=729/1617, 6-7- 617/992 WEBS 3-7=-2326/3989, 3-6=-244711521 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL_1.2ps4 BCDL=3.Opsh, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187lb uplift at joint 4, 60421b uplift at joint 7 and 2233 Ito uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end Fixity model was used in the analysis and design of this truss. 8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearing 6. Building designer must provide for uplift reactions indicated. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5621b down and 1621b up at 3-7-8. and 5621b down and 162lb up at 3-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the Huss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-80, 5-8-30 A WARNING-VerHydes/gnparameters and REAONOTES ON THISAND WCLUDED MREKREFERANCEPAGEMIF74T3 few. f0W2015 BEFORE USE Design vdid for use ONywllh MBeM connectors. Mceslgn Is based oNy upon paamelers drown. and a for at mdlvldud butiding component not a Inrsssydem. Before use, tine bu1119rg dedgner must wary the oppllcatAlty of de lM parameters and properly Incomorate thk design Into the overall buIc"cledgn. BracingtWkM htoprevenlbucMingoflndMtl lrussweband/orchordmembersor4y. AdditlonolternWraryandpermonentbroclrg balwaysregWredforstoMiryandtoprevenicdlapsewtihpos epersonaln]Wyandpropedyd CIge. For generdgWdorroe regarAlg the MiTek' fabdcalim storage. dellvery, erection and bracing of mrse oncl Itn asAtems, seeANSI/IP11 Quality Canada. DSB.89 and BC51 Bullding Component 6904 P.rke East BNd. safety Information ovellable from 1nan Rate Institute, 218 N. Lee Streett, SWfe 312. Alexandra VA22314. Tarry., FL 33610 Job rusS truss ype U1, y Harbor Ridge Lifestyle T8999906 73195 KJD MONOTRUSS 4 1 Job Reference (optional) Chambers Truss, Inc.. Fort Mince. FL LOAD CASE(S) Standard Concentrated Loads Qb) Vert: 12=424(F= 212, R=-212) 7.8,10 a Nov 10 2015 MITek Industries, Inc. Wed Jun 29 1229:40 2016 Page t ID:7OPecszFdolRumoewallf1-yMyl1-28cFRNUUohPteAfZ W _K9On11VBW VO3KIpc2sY4zl RK1 J O WARNINO-Verhydesi9nparametersand REAO NOTES ON THISANO INCLUOEO MIFEKREFEMNCE PAGEMO-7473rev. IOMOIS BEFORE USE volld for use oNyv4ih MOekt conneclors. bNs design S bates only upon parameters si cnvg, and Mot On lndlvltluol buDding component. fast Nit a Ihassystem. Before Use, the bulld4ng designer must verify Bre applicability of design poramelersand properly Uwolporole Ihb design Into the overall buBalng eeslgn. Bracing BMlealed is to prevent buskin othc Waal tmaweb o for chord membersoNy. Atlr➢tbfwl tempororyand permacenf lxaci g MiTek' Is always re tulred for xlability and to prevent collapse with possMe personal IrJury and property carnage. For general g kk. regarding the 6904 Parka East Blvd. fabdCalkxn, storage, delivery, erecilon and bracing of mrssesand Inns systems, sesAN5U1P11 Quality Cdterla, D5B-89 and BCSI Building Component Talrya. FL 33810 Safety Information avmode Iran buss Hate Institute, 218 N. Lee Street SW1e 312. AJexoWrkx VA 22314, Job WSS russ ype y Harbor Rldga Lifestyle T8948909 73195 L SPECWL 1 1 Job Reference (optional) Chambers Truss. Imo., Forl Pierce. FL 5x12 MT18HS = 7.00 12 3 5x8 i 2 1 96 0 0 19 18 5X6 11 4X6 = Adequate Support Required 5x12 MTIBHS= 5x12 MT18HS = 3x5 II 17 16 15 14 6x10 = 5x8 MT18HS W B = 4x6 = 3x4 II 7x8 = 3X6 11 4x8 = 7 8 9 22 13 23 12 5x8 MT18HS = 3X4 II 24 fl-0 3-8-0 10.0.9 16.5-2 21-1-0 27-11-5 34-9.9 41-11-6 3-6-0 + 3-8-0 6-0-9 6-4-9 4-7-14 6-10-5 6-10-5 7-1-13 Scale = 1:B1.3 30 I 10 Plate Offsets MY)-- [3:0-9-B 0-2-01 [5.0-7-0 0-2-121 f6:0-4-12 0-3-01 19:0-4-0 0-4-41 [13:0-3-12 0-3-0] LOADING (psf) SPACING- 24}0 CS]. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(L-) -0.20 15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.7515-17 >662 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Haa(TL) 0.22 11 Na n/a BCDL 15.0 Code FBC2014/TP12007 Matrix-M) Wind(LL) 0.39 14-15 >999 240 Weight: 306 lb FT=20Y LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 3-5: 2x4 SP M 31. 6-8,8-10: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3'Excepr' WEBS 10-11,2-19:2x6 SP No.2, 3-17,5-17,9-13,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=87/Mechanical, 11=2647/0-3-0 (req. 04-1). 19=279110-7-10 (min. 0-4-3) Max Horz 19=798(LC 5) Max Uplift 1- 146(LC 4). 11=-2098(LC 5). 19_2125(LC 4) Max Grav, 1=177(LC 7). 11=3423(LC 10). 19=3545(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2767/1698, 3-4=-5383/3387, 4-5- 5383/3387, 5-6=-5495/3276, 6-20= 4350/2709, 7-20=-4353/2709, 7-8=4348/2705, 8-9=4348/2705, 10-11=-070/331, 2-19= 3504/2129 BOT CHORD 18-19= 663/608, 17-18=-1726/2494, 16-17=-440617l l2,15-16=-4406/7112, 14-15=-440717108,14-22=-2959/4822,13-22=-2959/4822,13-23= 1709/2799, 12-23=-1709/2799,12-24- 1709/2799, 11-24=-1709/2799 WEBS 3-18- 1469/971, 3-17_ 2326/3B10,4-17=-894/823,5-17=-1968/1022,5-15=0/256, 5-14=-3281/2073, 6-14- 1425/2567, 6-13= 697/373, 7-13=-905/835, 9-13=.1462t2274, 9-12=0/434,9-11=-4038/2472, 2-18-1555/2698 Structural wood sheathing directly applied or 2-7-12 oc pudins, except end verticals, and 2-0-0 Go purims (2-10-14 max.): 3-5, 6-10. Rigid ceiling directly applied or 3-5-11 oc bracing. 1 Row at midpt 3-17. 5-17, 5-14, 6-14, 6-13, 9-13 2 Rows at 113 pis 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATIONS) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--1.2psF, BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2) -3-5-4 to 16-5-2, Intedor(1) 16-5-2 to 21-1-0, Exterior(2) 21-1-0 to 36-1-0; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL= 15.OpsL 7) WARNING: Required beading size at joinl(s)11 greater than input bearing size. 8) Refer to girder(s) for Imss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14611a uplift at joint 1, 209816 uplift at joint 11 and 2125111 uplift at joint 19. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the lop and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING - Verily design parameters and READ NOTES ON THIS AND/NGLUDED MMEK REFERANCE PAGE MIAT4T3 ms. RIM2015 BEFORE USE. Design valid for use only Win M roM connectors. Tints deslg115 based only upon parameters shown, cad Is for on Indlvidtrai buBding component, not a truss system. Before use. the bNWtg designer must verify the applicabllly of design paramelem and ploWdy hcomorate ihk design Into the overall baBdingdedgn &achglrx9 edlsiopreventbucklhgoflWNldu lwr weband/orchadmembeisonly. Addlilonaltemporaryandpemcranntbractm Welk' b always required for stabnlry and to prevent collapse with posRNe personal hhxy an! properly damagn. Forgenaol guWarce regaalng the fabkatkm, sbrage, delNery, aectlon arxl bracing of tneseaontl tmssystema seeANS1/1Pll Quality Criteria, DSB-89 and SCSI BuBding Component 6904 Parke East Bkd. Safely Information avmable from Truss Rate bslltme, 218 N. Lee Street Sulfe 312, A rnanndda VA 22314. Tanga, FL 33610 0 NSa Nab I ype y Harbor Ridge Lgeslyle Ta949909 ]3195 L BPECIAL 1 1 Job Reference (optional) Chambers Twss, Inc., Fog Plerce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=80, 2-3=-80, 3-5=-100(F= 20), 5-6=-80, 6-10=-100(F=-20), 11-19=-30 7.640 s Nov lD 2015 MiTsk Indusmes, Ind. Wed Jm 2913:12:052016 raga 2 ID:70PecszFdolRumoewatlfLyMy11-kOzi6CCU5UAm7CgMC?sKH?BR20tK2grtOUggtl z1 QIN ®WARNING -Ved/yEeslgnparamefersend READ NOTES ON MIS AND INCLUDED MMEKREFERANGEPAGEMc.74]3 re¢ IfW1Q015 BEFORE USE Design wild for use only WM MITek.G conneclors, Mcleslgn Is based only upon parameters album. and Is form MhAcuol buldng component. not o lnrs system. Before use, the Wiring designer must vent' the appllcabAlty of design paranetors aid properly Incorporate thisdesign hfo the owoll bIDt&gdecgn.BrOCIflglndtcatedistoprevent budding ofIndividualtmsweband/or chord members only. Additlorloltempwaryaldpertnaientblacing MiTek' ltalwal rector fastabgryandtopreveni=NofvAtn pos¢Ne persorlal h7Wandprocertydana0e. ForgenercgBCS]ceregarommn bracirq of18N.Lald truss systems see DSB-89 and BC51 Bugdhg Component BNd. Safety information exand9D VA 223Ctl1erIO, hussaW Safely Intormallon avdiaAe (tom Inns Hate InsgNle, 218 N. lea BlreeL 54te 312 Poexarx7da VA 22314. horn a, FL 3361East Tarrge, FL 33610 Tama, job Truss russ ype ly y Haber Ridge Lileal T8949910 73195 L2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 a Nov 102015 MiTek Irduslries, Inc. Wed Jun 2913:12:58 2016 Page 1 ID:7QPecEcFdotRumoewat1fLyMy11-DQ6N0_g6rTjOMCfLFwoXOzlKfBQrEKrXNZQvSul QhZ 5-0-0 11-0-9 17-1-2 21.1 -0 27-71-5 34-9-9 47-113 5-0-0 6-6-9 6-0-9 33-14 6-10.5 6-10.5 ]-0d3 j. Scale = 1:74.B 7xe fvFT18HS = 6x8 = 4x8 =7x8 = 3x4 11 18 17 16 10 14 13 G1 12 e[ 11 v 10 5x6 II 416 = F'LIIr'iiLS9 51B MT18HS= 3x4 II 5x10 = 17-9-2 4x8 = 5x8 MT18HS = 3x4 11 6x10 = 21-1-0 27-11-5 34-9-9 41-11-6 S-G-0 L64-9 6-4-9 13-3-14 6-10-5 6-10-5 7-1-13 Plate Offsets (X Y)-- 12:0-7-8 0-2-01.14:0-5-4 Edgel r5:0-4-0,0-1-111 16:0-3-8 0-3-01 r8:0-4-0 0-4-41 f 12:0-3-12 0-3-01 LOADING (Pat) SPACING- 2-0.0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) -0.18 14 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 125 BC 0.83 Vert(TL) -0.67 14-16 >739 240 MT18HS 244/190 BCLL 0.0 Rep Stress liner NO WB 0.98 HoQ(fL) 0.20 10 n/a rda BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.34 14 >999 240 Weight: 305 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or3-0-9 oc pudins, 2-4: 2x4 SP M 31, 5-7,7-9: 2x6 SP No.2 except end verticals, and 2-0-0 oc pudins (2-11-1 max): 2-4, 5-9. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-8-4 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-16, 4-16, 4-13, 5-13, 6-12, a-12 9-.10,1-18: 2x6 SP No.2, 8-12,8-10: 2x4 SP M 30 2 Rows at 1/3 pis 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation quide. REACTIONS. (Ib/size) 10=266110-3-0 (req. 0-4-1), 18=2571/0-7-10 (min. 0-3-13) SPECIAL ANCHORAGE, DESIGNED BY Max Horz 18=446(LC5) OTHERS IS REQUIRED AT SUPPORTS) Max Uplift 10=-2094(LC 5), 18= 1955(LC 4) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Grav 10=3424(LC 9), 18=3236(LC 9) REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. pb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-3096/1909, 2-3-5011/3229, 3-0=-5011/3229, 4-5=-5432/3356, 5-19=-4762/3002, 6.19=4765/3002,6-7=-4350/2736,7-8=-4350/2736,9-10=-369/331, 1-18= 3168/1963 BOT CHORD 17-18= 502/456,16-17= 1898/2763,15-16=-3949/6217,1445= 3949/6217, 13-14=-3950/6214,13-21= 2737/4351, 12-21= 273714351, 12-22= 1726/2800. 11-22=-1726/2800, 11-23-1726/2800, 10-23-1726/2800 WEBS 2-17=1165/836, 2-16= 1952/3119,3-16=-891/819,4-16=-1445/767,4-13=-2808/1833, 5-13= 1241/2121,6-13=-387/632,6-12=-1361/1127,8-12-1484/2275, 8-11=0/430, 8-10-4040/2497,1-17— 1656/2771 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsF, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 17-9-2, Interior(1)17-9-2 to 21-1-0. Extedor(2) 21-1-0 to 36-1-0; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 2094 lb uplift at joint 10 and 1955lb uplift at joint 18. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does net depict the size or the orientation of the puriin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Em=MNMNFNFRoj� A WARNING -Vadrydes/gn paremerem and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-74" rev. 1"J44515 BEFORE USE -- valid for use only with Make connactom This design le based only upon parameters drown. and II for an tritlMdual building component. rot q` Sol' a Inns system.Before use, the bulldog desli must verily the applicathi of desgn parameters Grid properly incar le this design Into the overdl buBdrgdesign. BracingnldicatedhtopreventWcldlrgofUMividuolirussweband/orchadmemb moay. Addfiorwltemporaryandperma ntUw g MiTek' hdwa reside orstabBltyandtopreventcdlcpsewlmpo epewo bijmy Wopertyd Me. Forgenerol gtHtlatce regardBg the fabrlcotlon, storage, delivery, erection and braclrg of lnrsses t=$YStems, WeANSI/IPI I Quality Ciliate. DSB49 and BCSI Building Component 6904 Pada East Blvd. Salary Information wdlade noon truss Plate Instil 218 N. Lee Sheet. Wife 312, Alexon ido, VA 22314. Tarrya. FL 33610 Job rass rus5 I ype QtY 11aNcl Ridge Ldestyle T69A991a 73195 12 SPECIAL 1 jPIY 1 Job Reference o tional Chambers Truss, Inc., Fort Marce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert 1-2=80, 2A=-100(F= 20), 4-5=-80, 7.6406 Nov 10201a MI1 eK Inauslnas, Inc. wee dun ee 1a:1e:ae eels rage e ID:7QPecszFdotRumoewat1f1-yMy11-D06ND_g6rTiOMCfLFwoXOzlKfBOrEKrXNZOvSz IOhZ ,OWARNING- Vadfydaslgn Paramafalaand REAO NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGEMIP7473 rev. 1dNYH0158EFOREUSE vatic! for use only wth Mrek® connectors. gill design Isbased only upon parametemshown, and Is form hdivldual buldlrg component, not IMF a hurnsystem. Before ride, the bNlcing designer must vodty ppl the aica Ity ofdeWM parameters and property Incorporate gill design Into Ito overall bu9alrgdedgn. Bracing Indicated Is to bucsWingofIndividual trucamband/or chord members only. Admtior temPorayondpermomntUming MiTeK prevent Is always rec"red for slatordyan i to prevent collopse with possible Deal Inplry and properly damage. For general guidance regording Ble 6904 Parke East eNd. fabdcaibn. storage, delivery, erecdm and brac0ig of tmsesand Imst systems seeANSI/IPII Quality Cdfeda, DSB49 and BCSI Bugling Component Tanya, FL 33610 Safety Informa9on available hoar Inrss Rate Insulate. 218 N. Lee Street. Site 312. Plexandda. VA22314. Job I russ Truss Type Cty Ply Harbor Ridge Lflesyle TB949911 73195 0 SPECIAL 1 1 Job Reference (optional Chamber. Tmsa, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MTek Ind..Irles, Inc. Wed Jun 2910:39:38 2016 Page 1 ID:7QPecszPdotHumoewatlfLyMyl l-DXmGXJQnSeYpuaYe8ihrt7G64cUlfrUMrEr5YCzl Swl ]-0-0 13-49 19-9-2 21-1-0 2]-11-5 34.9-9 41-11E ]-0-0 6-4-8 6d-9 t-3-td 6-t03 js-10-s ]-i-1a I Scale = 1:76.2 71dt W18HS ei a�11\i 5xe MT18HS i 6x8 = 41 = 71 = 3.4 II -.—I- 5x6 = 6x8 = 5 19 20 18 17 11 1610 cc 14 13 " 12 1 11 ao 10 4.5 II 5x12 = 5x8 MT18HS= 3.4 114,6 = 5x8 MT18HS= 3x4 II &to = 3x4 = f— 7g 13<-9 19-9-2 1-1 2]-11-5 349-9 41-11-0 7-0-0 6-4-9 6-0-9 J-1 G10-5 6-10-5 "1,13 Plate Offsets(XY)-- 120-5-0,0-2-41.14:0-SA,0-3-OLf5:0-2-1.Edge116:0-3-8,M-Ol 18:D-4-00-4-41 f12:0-3-120-3-01 f15:0-3-11,0-0411 LOADING (psf) SPACING- 2-0-0 CSI. DER. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.82 Vert(LL) -0.17 14-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.78 Ved(fL) -0.6314-16 >795 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.19 10 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.3014-16 >999 240 Weight: 322 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 24,4-5: 2X4 SP M 30 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 9-10,1-18: 2x6 SP No.2, 8-12,8-10: 2x4 SP M 30 REACTIONS. (lb/size) 10=2673/0-3-0 (req. 0-4-2), 18=255910-7-10 Max Horz 18=456(LC 5) Max Upliftl0= 2120(LC 4), 18=-1954(LC 4) Max Grav10=3477(LC 9), 18=3341(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3588/2142, 2-3- 3108/2026, 3.4=-4788/3060, 4-5=-5535(3472, 5-19=-4923/3103, 6-19=-492613104,6-7=4444/2795, 7-8=-4444/2795, 9-10=:368/331,1-18= 3242/1969 BOT CHORD 17-18=-560/545, 17-21=-3113/4831, 16-21=-3113/4831, 15-16=-3428/5431, 15-22=-3428/5431, 14-22-3428/5431, 13-14=-3429/5429, 13-23- 279614446, 12-2,9 2796/4446, 12-24=-1757/2851,11-24= 1757/2851,11-25= 1757/2851, 10-25=-175712851 WEBS 2-17=-487/1007,3-17=-2461/1515,3-16=-298/913,4-16=-866/455,4-13-2561/1652, 5-13=-1286/2182,6-13=4517707, 6-12=-1415/1158, 8-12= 1523/2339, 8-11=0/431, 8-10= 4114/2543,1-17=-1626/2859 Structural wood sheathing directly applied or 2-7-2 oc pudins, except end verticals. Rigid ceiling directly applied or 3-11-7 oc bracing. 1 Row at midpt 4-16, 4-13, 5-13, 6-12, 8-12, 1-17 2 Rows at 113 pis 3-17, 8-10 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDI.-4.2psf; BCDL-3.Opsf; h-46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-2-12 to 19-9-2, Interior(1)19-9-2 to 21-1-0, Extedor(2) 21-1-0 to 36-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21201b uplift at joint 10 and 19541b uplift at joint 18. 9)'Semi-rigid Ptchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (Fj or back (B). LOAD CASE(S) Standard O WARNING- Verilydeslgnparameten, and REAONOTES ON MIS AND INCLUDED MIIEKREFERANCE PAGEMIP7473 rev. 10/Oi2016aEFORE USE Design valid for use only VAM MileWcorvrectors. IMs design G based My upon parameters vlovm, anal 5 for as IrxIMdK9 bulding component, not a Ina system. Beforeuse,thebuidtl designermustverlNtheapplWabklyofdesignpaamefema aopedy Ncoryoratethisdesignintotheoverall "d cedgn. Wachghdtl afe NioprevenfbucWingollr dual webarsd/orcWrdmemb wordy. AtltlllfotwlfempaaryaWpermanentbraclnD MiTek' bofwaysrequk forsfabllyandfoprevenicoilap Mthpo epersonmtrs}uy proWdydamage. Forgeneral g0dance regardn,, the fobrkbibR slorcUo, delivery, erection orW brain, of imaesontl irusssystems s ANSIRPll 9ua111y Criteria, DSB-89 and BC51 Bu114ing Component 6904 Perk. East Bkd. Solely Inform avolloNe Irom Ina Rate InstlMe. 218 N. Lee Street, Side 312. Nexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8949911 73195 L3 SPECIAL 1 1 Job Reference (optional) Chambers Truss. Inc., Fod Pierce. FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 80, 2-4=-100(1`= 20), 4-5=-80, 5-9= 100(F=-20), 10-18— 30 Z640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:39:36 2016 Page 2 1 D:7OPecszFdotRumoewatlfLyNy11-DXmGXJQnSeYpuaYe8ihrt7G64cU IfTUMrEr5YCzl SZJ ® WARNING-Vedfydeaign paramdtersand READ NOTES ON THISAND INCLUDED M/(EKREFERANCEPAGEMIF7479rev. 10/dYla15 BEFORE USE Design wild for use onlyw185 MTeka connectors. Iris design B based o y upon parameters shown. and IS (Or an l h6clual cu9dN component, not � a WssWem. Befae use, the Wilding designer must Verify the appiicabOlN of deslgn parameters and propedy Incomomfe ihkdedgn Into the overall -*Y IxAdkgdesgn. ErachlglndlcatedlstopeventWcWln oflrWivld"I=weband/orctwrdmemb mody. Mc1fi rsditernwaryandpemianenibracing MiTek' kalways regWretl for s1ad11Nantl to prevent collapse wim poss¢Ne peiwntl hlluy and propeM damage. Fowenemlgddanceregardirg me fabrlcotbn, storage, delivery, erection and nociret of Inssesantl puss systems. SeeAN51/IPII Quarry Criteria, D58-89 and BCS1 Building Component 6904 Parke East BNd. safely Information ovolloble ham Tres Plate InsllMe. 218 N. Lee Street Suns, 312, Alexandria VA 22314. Tampa, FL 33610 Job russ Fuse I ype Qty y Harbor Ridge LOestyle Te949912 73195 L4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fog Plerw, FL &G-0 4-4-8 4-4-8 5x8 MT18H5 i 4x5 = 3x4 11 6 7 8 18 17 le lb 15 Zu 14 zl 13 2Z 12 za 11 6x10 = 3x8 = 5x8 MT18HS = 3x4 = 5x12 MT18HS = 6x8 = 4x5 11 3x4 If 9A-0 15-0-9 21-9-2 27-9-2 32-1-10 31-1-2 41-11-6 0.0.0 6-0-9 6-4-9 6-40 4-4-8 4-4-8 S&4 Scale = 1:84.7 Plate Offsets (X,Y)-- f3:0-5-8 0-2-01 16:0-4-0 0-1-111 19:0-5-4 0-4-B) rl l:Edge 0-5-8) [13:0-5-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) -0.15 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.6412-13 >928 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.18 11 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.24 14-15 >999 240 Weight: 334111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP M 30 2-0-0 oc pudins (2-11-9 max): 3-5, 6-8, 9-12, 9-10. Except: WEBS 2x4 SP No.3 *Except* 1 Row at micipt 9-12 8-12,4-17,4-14,5-13,10-12: 2x4 SP M 30, 10-11,1-18: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. WEBS 1 Row at midpt 10-11, 4-17, 5-13, 7-13, 7-9, 9-13, 10-12, 2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=2607/0-3-0 (req. 0-4-5), 18=2491/0-7-10 (min. 03-14) Max Horz 18=1250(LC 5) SPECIAL ANCHORAGE, DESIGNED BY Max Uplift 11=-2240(LC 5), 18=-1677(LC 4) OTHERS IS REQUIRED AT SUPPORT(S) Max Grav 11=3631(LC 9). 18=3270(LC 9) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3631/1974, 3-4= 3158/1835, 4-5=4434/2300, 5-6— 3205/1583, 6-7= 2795/1507, 9-12=-2956/2065, 9-10=-2416/1456,10-11=-3516/2245, 1-18=307/211 BOT CHORD 17-18= 2375/3095, 17-19=3070/4751, 16-19=-3070/4751, 15-16= 3070/4751, 15-20=-3070/4751, 14-20=3070/4751, 14-21=-2995/4918, 13-21=2995/4918, 13-22= 1448/2392,12-22= 1448/2392 WEBS 2-17=-208/764, 3-17=-478/1143,4-17= 1782/865,4-15-0/372, 4-14=0/327, 5-13=3007/1751, 6-13=353/907, 7-13= 888/1807, 7-9=-3223/1949, 9-13=-255/170, 10-12= 2473/4059, 2-18=-3598/1889 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Etderior(2) 0-2-12 to 21-9-2, Interior(1) 21-9-2 to 27-9-2. Extedor(2) 27-9-2 to 36-4-6. Interior(1) 36-4-6 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joints) 11 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2240111 uplift at joint 11 and 16771b uplift at joint 1 S. 9) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). ® WARNING -Vedlydes/gn paramecamand HEAD NOTES ON TNISAND INCLUDED MNEKREFERANCE PAGEMII-7473 rev. 101%3w015 BEFORE USE Design volld for use my w rh MITeM connectom thisdesign is based any upon parameters shown. ands boron lntlMtlual b.BcIng componem.not Nil � a buss system. Before use. the bNldW designer must verity the opolcab6llyofdeslgn parameters arxl properly lncaporafe this design Into the overall bulldlrigdedgn. BrMhglndbaledhtoprevenlWMIl ofin lvkbu011naswebond/MChardmembeRONy. AddtlonNtemporaryandpe umntbracing KWIC hdways reaNred for SIONIly and to prevent collapse with PorlNe personal Gpury and properly damage. For generalgNtlmceregan&lg the fabticafbn, storage, delNery, erectlon and bracng of tomes and Imsssystems, seeAN61/tPll Quality Criteria, D58-69 and BC51 Building Component 6904 Parke East Blvd. Solely InfOrmaOcn avdlable from Tuns Plate Institute, 218 N. Lee Street. SNte 312. Alexandra VA 22314. Tanga, FL 33610 JOD Truss rush type Qty y Harbor Ridge Lifestyle T6949912 73195 L4 SPECIAL f 1 Job Reference (optional) Chambers Truss, Inc., Fog Plsrce. FL 7.640 s Nov 102015 Minsk Industries, Inc. Wed Jun 29 13:13:28 2016 Page 2 ID:7QPec6zFdotRumoewatlfLyMy11-KBwjJFBwnhV7ypx67 EKZCHYOUHhCGwmxGEhV W Dzt Qh5 LOAD ) Standard 1 1) Dead , RoofRoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 \v1' Uniform Loads (plf) Vert: 1-3=-80, 3-5=-100(F= 20), 5-6-80, 6-8=-100(F--20), 9-10=-100(F=-20), 11-18=-30 AWARNING -Verify design parametersmdREAO NOTES ON THIS ANDWCLUDED MITEKREFERANCEPAGE MY74T3 rev. 10403sUgS BEFORE USE. Design valld for use only Wth MIieoe connectors. N. design Is based only upon parameters shown, cool Is for M individual bkAdhlg Component not a truss system. Before use, the building designer must verity the applicabhity of design parameters anti property Incorporate th6 design Into the overall bulking deugn.BMCh9 irdoatecl is to prevent buckBng of Individual truss web and/or chord members only. AddItoral temporary and permanent bracing MiTek' halwaysmqulred for NoWlN and to prevent collapse Win possible personal Igrn y and propedy damage. Forgeneralguldaceregardingthe fabricolkrct storage. delivery, erection anti brockV of trussesand lrus systems SosANSIR911 Quality Criteria, DSB-89 and BCSI Building Component 6904 Perks Ees1 Blvd. Safety Information available from lms Pale Insktute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tanya, FL 33610 Job Truss Truss Type O1y Ply Harbor Ridge Lreetyle T8949913 73195 15 SPECIAL 1 1 Job Reference (optional) Chambers In.., Inc 5x8 MT18HS= 4x8 4x6 = — 19 18 17 ,v eo 15 " 14 " 13 " 12 11 Sxb I - Sx8 = 3, = 5x6 WB= 4x8 = 3x4 11 6xi0 = 3x4 11 6xI0 = 5-7-12 11-0U 174-9 M-9-2 2]-9-2 l 32-1-10 36-6-2 41-116 SSA 649 63-9 400 44E 4" 5-54 Plate Offsets MY)-- 13:0-5-80-2-01 f6:0-3-00.1-12119:0-2-8,0-2-01 f13:0-5-OEdoel 118:0-3-80-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ved(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Ven(TL) -0.49 12-13 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.16 11 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(L-) 0.1914-15 >999 240 Weight 353111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. 10-11,1-19: 2x6 SP No.2, 5-13,9-11: 2x4 SP M 30 WEBS 1 Row at midpt 3-17, 3-15, 4-15, 5-15, 5-13, 6-13, 7-13, 7-9, OTHERS 2x4 SP No.3 9-13, 9-11 REACTIONS. (lb/size) 11=2620/0-3-0 (req.0-4-4), 19=2479/0-7-10 SPECIAL ANCHORAGE, DESIGNED BY Max Harz 19=1193(LC 5) OTHERS IS REQUIRED AT SUPPORT(S) Max Upliftl 1=-2235(LC 5), 19— 1682(LC 4) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Gmvl1=3623(LC 9), 19=3275(LC 9) REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) - Max ConrpJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 3256/1698, 23=-3662/2053, 3A=3911/2261, 4-5=-3911/2261, 5-6= 3229/1704, 6-7=-2811/1560,9-12=G/452,10-11=-344/313, 1-19=-3189/1691 BOT CHORD 18-19=-1246/1108, 17-18=-2478/3422,16-17=-2448/3560, 16-20=2448/3560, 15-20=-2448/3560,15-21=-2631/4229,14-21-2631/4229,14-22=-2631/4225, 13-22-2631/4225, 13-23-1392/2328,12-23= 1392/2328, 12-24-1409/2339. 11-24=-1409/2339 WEBS 2-18= 1133/676, 2-17= 28/375, 3-15=-632/1283, 4-15-883/814, 5-15=-316/230, 5-14=0/294, 5-13=-2804/1694, 6-13=-514/1104, 7-13=-815/1661, 7-9=3205/1976, 9-13-3401294,9-11-395612375, 1-18=-1418/2864 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsi; h=461t; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 23-9-2, Interior(l) 23-9-2 to 27-9-2, Exterior(2) 27-9-2 to 36-4-6, Interior(l) 36-4-6 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are Mr20 plates unless otherwise indicated. 5) This muse has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2235lb uplift at joint 11 and 1682lb uplift at joint 19. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING- Vedtydasigeparameremand READNOTESONTHISANUWCLUDEDRR KREFEfl NCEPAGEMIF7473rev. 10032015BEFOREUSE DeSlgnv ldforuseoNywith Mlle�c ctom, lNsdeegnbb c1oNyupon paramelersslgtm,andisforan BWlNdua bu9dBgcomponent. nor � atnrss system. Before use. the Wading designer must verify the oppllcablity ofdedgn parameters and propery noomorale thbdeslgn Into the overall ■Dal, WOalsg design. Brache lndkated is to prevent WckBrg of Individual imssweb and/or chord memcers only. Addllionaltempororyandmarronenfbraclrg MiTek' 6 always reaWred for stability and to prevent collop a with possVo personal Injury and property damesage. nor general guidce regarcIng fire fabrication. storage, delivery, eredlon and bracing of flsnses and hum sysiemz seeANSI/IPII Quality Ctllerlo, DSB-89 and SCSI Building Component 6904 Parke Eest Blvd. Safety Information available tram lnsm Plate Ins6Me, 218 N. Lee Street Sate 312 Alexandra, VA 22314. Tanga, FL 33610 ob russ toss ype Qly Pry Harbor Ridge LBealyle T8949913 ]3195 LS SPECIAL 1 1 Job Reference (optional) ,raraa.ai lNes. mc„ eon ererae,IL /.fi906hpr1U2016 Milek lapUSViea, Ne. wed Jun 2910:38:402016 PegB2 D:7QPecszFdotRumaewatlfLyMy11-AwuOylS2_Fo W 8tiOG7kJyXLTbQC17MxfIVKCd5zl SxH LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) `V1, Vert: 1-3= 80, 3-5 100(1`=-20), 5-6-80, 6-8— 100(F=-20), 9-10— 100(F=-20),11-19=-30 A WARNING- 11441,,designparamefera and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIN475rev- IaV=0I5SEFORE USE Dedal vad for Lad oNywlm MreW connectors. Nsdudgn h bored only Upon porori shown and h form hdlvldual bu9ang component not a truss system. Before use, the building designer must verify the oppllcab9lry of deslm paraneler, and properly Incorporate f-its deaUn Into the overall bUldigdedgn, BrachgB .tedistowevenlWcld gofMtvfd alhusswebaM/orct rdmemb moNy. Ad9iforKdtemmrarya perms nfbmirg MOW h always regWred for sfabnityOKI to prevent calcyae with Double peramcl h jw/ and propedy damage. For general guidance, regarding the fObdcalloR storage, delivery, erecflon and brocBg of tri and D= systems- seeANSI/lpll Quality criteria. DSB-89 and SCSI BuIlding Componenl 6204 Parke Enid Blvd. Safety Inf. mallo , mcdoole from Tnrst Rate hntltute, 218 N. fae Street Suite 312. Nexadda. VA 22314. Tarry., FL 33610 Job r11s5 I rusS I ype Uty Harbor Ridge Lit"ge T8949B14 73195 L6 SPECIAL 1 JVIy 1 Job Reference (optional) Chambers Truss, Inc., Fog Pierce. FL 5x6 = 5x8 Mr18H5 i A 418 = 3X4 11 5x6 = SX6 = 6 7 8 Scale = 1:81.1 18 17 lu 161b 20 14 21 22 13 23 12 24 11 5x6 11 08 = 5x8 MT18HS = 3X4 = 5X10 = 3x4 11 6x10 = 3x8 = 4]-12 13-0-0 19-6-5 25.9.2 2]-&2 32-1-10 36.6.2 41-11-6 s]-1z s-a-aE2aa 1 z-ao 1 a-aa 4.4-B 1 ss4 l Plate Offsets (X,Y)-- f3:0-5-0,0-2-41,16:0-3.0,0-1-121. f9:0-2-8,0-2-01 f11:0-4-11 0-3-01, f13:0-5-0 0-3-01 f17:0-3-8,0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Ved(TL) -0.57 13-14 >874 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.15 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(L-) 0.18 14 >999 240 Weight 350111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* BOTCHORD 10-11.1-18: 2x6 SP No.2, 5-13,9-11: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 11=2632/0-3-0 (req.0-4-5), 18=2466/0-7-10 (min. 0-3-15) Max Horz 18=1193(LC 5) Max Uplift l l=-2240(LC 5), 18=-1676(LC 4) Max Gmv 11=3638(LC 9), 18=3320(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2-3506/1789. 2-3-3681/2057, 3A=-3176/1927, 4-5=-3634/2135, 5-6= 3258/1804, 6-7= 2837/1605,9-12=0/421,10-11-344/313,1-18=-3231/1688 BOT CHORD 17-18= 1265/1137, 17-19=2550/3610, 16-19=-2550/3610, 15-16— 2594/3954, 15-20-259413954, 14-20— 259413954,14-21=-2328/3628, 21-22=-2328/3628, 13-22= 2328/3628,13-23-1418/2333,12-23-1418/2333,12-24=-1433/2345, 11-24=-143312345 WEBS 2-17=-885/598, 2-16=-328/280,3-16=-469/108114-16=-871/391,4-14=.289/482, 5-14-509/626, 5-13-2665/1752, 6-13=-642/1266, 7-13=-845/1675, 7f9=-3233/2022, 9-13=-347/299, 9-11=3965/2421, 1-17-1414/2956 Structural wood sheathing directly applied or 2-7-8 oc purling, except end verticals. Rigid calling directly applied or 4.6-14 oc bracing. 1 Row at midpt 4-16, 4-14, 5-14, 5-13, 6-13, 7-13. 7-9, 9-13, 9-11, 1-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=1.2psh BCDL=3.Opst; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exlerior(2) 0-2-12 to 25-9-2, Interior(1) 25-9-2 to 27-9-2, Exterior(2) 27-9-2 to 36-4-6, Interior(1) 36-4-6 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IS.Opsf. 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 8) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 2240111 uplift at joint 11 and 1676lb uplift at joint 18. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). OWARNING-Vedlydesignparemefersend READNORES ON MIS AND INCLUDED MIFEKREFERANCE PAGE MR-7473ray. lG1%eY01S BEFORE USE �■�' Design valid for use oNywlfh MRea]) onnectors. rNsdesign h based ody upon Parameters shown, and h for an Individual buffi component Rag a truss system. Before use, the building designer must verify the applicability of design paameters anal property Incorporate this design Into the overall bDAdirgtlesign.GrOthg rKilcated is to prevent bucking of bellvlduOl tnsweb arx1/or cxad members ody. Addi9orwltempaaya permanentb.IW MiTek' hdwaysreguiredfasfa ityandfoprevenlcolla Wlhp=Vecersonolhhdy prop Ayala e. Forgeneratguddaiceregardin e fabrk:atbn storogo, dellveW, erecllon and bmcing of trusses and lnm systems e4cANSPITPI l Quality Cdterlo, DSB-89 and BCSI Bugding Component 6904 Parke East BNd. Safety Information ovdlabie um True, Rate Institute, 218 N. We Street Suite 312 Nexon l VA 22314. Tanpa, FL =1 D JOD Truss I russ I ype y Harbor Ridge LBestyla T69a99t4 73195 L6 SPECIAL 1 1 Job Reference (optional) tlnaweirs I mse, no. Yon Warta, rL 7,640 S Nov 102015 MI rex InaaalneS, I.C. Wed Jun 2912333 Me Pagge 2 ID:7QPecezFdoWumoewatlfLyMyll-nJY9LY4kPRMWJ30i3wAL5vuH4PXCXkmoovlB2hz1 RGh LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) V11 Vert: 1-3=-80, 3-5=100(1`= 20), 5-6= 80, 6-8=-100(F=-20), 9-10=-100(F= 20), 11-18=-30 A WARNING - Vadfy dea/9n parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIh7473 rev. I MU9Qd15 BEFORE USE Design wild for use oNy Wth MgeMconnectors. mis design h basetl only upon porameleu shown. orld is form Individual bu0ang component.not �• a true, system. Before use, the buidrug designer muss vedly the oppllcoblilly of desgn Mometers and properly trlcorporate Mh design Into the overoll �-f.YY uuldrgdeslgn.U=hgndknledtstopreventbucldngofWtVidualfmssWeb /achordmembersoNy. AdmllorwltemporaymdPelmoruentbracing MiTek' kolwaysrequir.dforstabBltym lolxevenlcoBcpsewllhposMae rsortolnp¢yandgoperNdamcge. ForgeneralgWdauceregac➢nglhe fobdcatbn storage, dellvery. erection a1d bradng of auaarsond Inns syslema seeANSI/IPII Quality Criteria, DSB49 and SCSI Bul ding Component 69N Parke Ewt BNd. Safety Imormallon avaAable from Truss Rate dulltute- 218 N. Lee Street. Wte 31Z Mexanddo, VA MIA. Tarry., FL 33610 Job Truss rus5 I ype ty y Har0or 61dBe LBaslyle a949915 ]31B6 V SPECWL 6 1 Job Reference o tional 10x10 G 3x8 11 4x8 = 6x8 = 3x4 11 7.00�12 _ 18 17 u m 15 " 14 " 10 12 11 "' 10 4x5 II 0e = 5x6 WB= 3xe = 48 = 3x4 = 3x4 II 5xe = 3x4 = Scale = 1:81.0 LOADING (pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.91 BC 0.62 WB 0.97 (Matrix-M) DEFL. VeN(LL) Vert(TL) Horz(TL) Wind(L-) in (loc) Udell Ud -0.12 14-15 >999 360 -0.36 14-15 >999 240 0.14 10 n/a n/a 0.1414-15 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 348 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-5,5-7: 2x6 SP No.2, 8-9: 2x4 SP M 30 2-M oc pudins (3-7-8 max): 3-7. 8-11, 8-9. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-15, 3-14, 4-14, 6-14, 6-12, 8-12, 8-10, 9-10,1-18: 2x6 SP No.2, 8-10: 2x4 SP M 30 1-17 OTHERS 2x4 SP No.3 2 Rows at 1/3 pis 6.8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=264410-3-0 (req. 0-4-5), 18=2454/0-7-10 (min. 0-3-15) SPECIAL ANCHORAGE, DESIGNED BY Max Horz 18=1178(LC 5) OTHERS IS REQUIRED AT SUPPORT(S) ' Max Uplift 10=-2302(LC 5), 18=-1651(LC 4) LOCATION(S) TO ALLOW FOR THE MINIMUM Max Grav 10=3637(LC 9), 18=3339(LC 9) REQUIRED SUPPORT WIDTH SHOWN BELOW. FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-3670/1828, 2-3=-3637/2007, 3-19= 3315/1971, 4-19=-3318/1971, 4-5=-3314/1968, 5.6= 331411966,8-11=0/371,7-8= 339/303,9-10=343/313,1-18=-3238/1666 BOT CHORD 17-18=1275/1165, 17-21=-2562/3720, 16-21= 2562/3720, 15-16— 2562/3720, 15-22— 2255/3381, 14-22= 2255/3381, 14-23_ 190af2954, 13-23=-1908/2954, 12-13— 1908/2954,12-24— 1442/2325,11-24— 1442/2325,11-25=-145Bt2339, 10-25= 145812339 WEBS 2-17= 712/522, 2-15-598/442, 3-15=-265/677, 3-14— 154/617, 4-14=-925/855, 6-14— 82711128,E-12= 393/571,6-8=-322211967,8-12=-729/927,8-10=-3954/2459, 1-17=-1365/2975 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=.4.2psf; BCDL=3.Opst; h=461t; CaL II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-2-12 to 30-0-0, Intedor(1) 30-0-0 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL= 15.Opsl. 7) WARNING: Required bearing size at joint(s)10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2302lb uplift at joint 10 and 1651 Ib uplift at joint IS. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). 0 WARNING- Vetlydeslgnparamererc and NEAO NOTES ON THISAND INCLUDED MREKAEFEWINCE PAGEM11-7423rex. 10N3/1015eEFOFE USE *�' Design vditl (or use oNywlih Mliek6J connectors. l de9gnkba doNyuponpm=efersshown.andlsfomkidMduai WUdgcomponent,nof a truss system. Before use, the brNtlkg tleslgner muss verify iM a0pitc ityof design pmometers and properly Incoryorate th dedgn Info the overall buYdpgdesign. &achgWl to IsloprevenibucklingofhtlMtluaiB weband/orchordmemWrsoNy. Admlroraltempororyontlpennanenibradrg +.•F71YC7 MiTek' k always reciuliedfor stab0llyond to preventcallOpse will, possVe personal lntury and propeM carnage. ForgeneralguldanceregarMgthe fab0catiom storage, del vew erecton and bracing of inns Cod Irusssyslems. sesANSInAl Hual ty crllerla, DSB49 and BC51 Bulltling Component 6904 Parke East Blvd. Safety Informatlon avaliotNe from Truce Rate Institute. 218 N. Lee Streel. Suite 312. Alexandd¢ VA 22314. Taapa, FL 33610 Jet) N66 I ru66 I ype ty y Harbor Ritlge L'Aaslyle T8949915 73195 L7 SPECIAL 5 1 Job Reference o [tonal �narnoers Imes, LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 3-7=-100(F= 20), 8-9=100(1`=-20), 10.18=-30 7.640 s Noy 10 2015 MiTek Intlushies, Inc. Wed Jun 2913:13'592016 Page 2 ID:7QPecszFdotRumoewatlfLyMyl I-w91 RgrZNUCPkAZp4KE0gMqri bnl SOw7V PZie5wzl Qgc ® WARNING -Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MIEK REFERANLE PAGE MIP74n mv. 1"34015 BEFORE USE. Dedgn vdld for uae only W it1 Mlrelt® conneciols ThB deag1 is based only upon parameters shown. and is for an htllvaud building component not a truss system. Before use, the bulitlhg designef must vela, the appllcaarry ofdeeign parameters and property hcomorafe ails deagn Into the overall buldfgdesign.@achg Indicated l to prevent buckling ofhdMdual lnaaweb and/or chord members only. AddllonaltemporaryaMpermanentbrac9g MiTek' kdwaysreauired(ofsfaUltyafldf.Wevenfcdlcps thpos.hlepefaondhlwyY plop rlyd mcge. For generalgdtlance regardrlg the fobrha8om storage, delivery, erection chat braclfg of fncaesand fuss systems aaaMSI/Mll Quality Cdlefla, DSB-89 antl BCSI Building Component 6904 Pafka East Blvd. Safety Information avdlade tom ina Role InstiMe, 218 N. Lee StreeL State 312 A1exandla. VA22314. Tampa, FL 33610 Job Fwss I runs I ype Ury Fly Harbor Rltl9e LMestyle T6949916 73195 Le MONO HIP 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Rerw, FL ...` 6x8 MT18HS i V V .. V .. V 3x4 = 7.00 12 3x4 = 4x6 = 5x6 = 6,8 = 4x12 Scale = 1:83.0 17 16 LV ro 14 el 13 GL le 11 4a 10 « 9 05 II 4x8 = 5x6 WB= 3x4 = 4x5 = 6x8 = 5x8 MT18HS II 3x8 = 4x6 = O 29 [9 5- 27 5/-1 37-150 1--i-t6 4692 77-77-1122 7&P I Plate Offsets(XY)-- f2:0-6-00-3-01 f3:0-4-8,0-2-01 f6:0-3-OEdgel flO:0-3-8,0-3-01 f16:0-3-80-2-01 LOADING (pso SPACING- 2-M CSI. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94-0.12 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.58-0.39 FD.EFL.L 11-13 >999 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0900.11 9 n/a n/a BCDL 15.0 Code FBC20141TPI2007 (Matrix-M) 0.18 13 >999 240 Weight: 339111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 3-6,6-8: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP M 30 *Except* WEBS 8-9,1-17: 2x6 SP No.2, 2-16,2-14,1-16: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=2644/0-3-0 (req. 0-4-5), 17=2454/0-7-10 (min. 0-4-0) Max Horz 17=827(LC 4) Max Uplift 9=-2185(LC 4), 17=-1750(LC 4) Max Grav 9=3653(LC 9), 17=3391(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-2= 3736/1950, 2-3=-371212157, 3-0= 3199/2032, 4-18=-3432/2161, 5-18=-3432/2161, 5-6= 2963/1848, 6-7=-2963/1848, 7-19_ 1841/1131,8-19— 1841/1131, 8-9= 348312197, 1-17=-3292/1766 BOT CHORD 16-17= 926/841, 16-20=-2318/3534, 15-20= 2318/3534,14-15=-2318/3534, 14-21=-2161/3432,13-21= 2161/3432,13-22= 1848/2963, 12-22=-1848/2963, 11-12= 1848/2963,11-23=-113111841, 10-23= 1131/1841 WEBS 2-16=-728/561, 2-14=-588/437, 3-14=-460/1010, 4-14=-539/256,4-13= 519/575, 5-13=-619/926,5-11_=-1584/1258,7-11=-1415/2214,7-10=-2783/1978, 8-10=-2230/3621, 1-16= 1476/3037 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc pudins (3-6-0 max): 3-8. Rigid ceiling directly applied or 4-10-0 oc bracing. 1 Row at midpt 2-14, 4-14. 4-13, 5-13, 5-11, 7-11, 1-16 2 Rows at 1/3 pts 8-9, 7-10, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsF, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-2-12 to 36-2-9, Intedor(1) 36-2-9 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 6) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2185 lb uplift at joint 9 and 1750lb uplift at joint 17. 8) 'Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING- Verlfydeslgn parameters and READ NOTES ON THISAND INCLUDED MDEKREFERANCE PAGEMlh74M rev. 01 IIb=IS BEFORE USE valld for use only "M MITekb connectors. this desgn Is based oNy upon parameters shoum, and Is for an Individual bu lding component. not Mal, a truss system. Before use, the bullWsg designer mull verify the appllcaUlty of denim pommaters and properly incorporate i-ts design Into the overall bldngdodgn. Bracing kxik:atedistolxevenlbuCklingofadividualbraweband/or chord members only. Addltior temp Taymdpammentbwhg MiTek' Is always ragWred for staWry and to prevent collapse With pos8xe persenal" antl property damage. For general guldance regarding the fabrication. storage, colNeW, smorlon and braoing of lases antl fms sysfams seeAN81/TPI 1 HuaIlry C6leric,DSB-89 and BC5l Bullding Component 6904 Parke Easl BNd. Safety Information walloble from lnm Rate Institute. 218 N. Lee Street. Suite 312 Alexandria VA 22314. Tampa. FL 33610 Job nuss inuss Iypq y Harear Ridge Lilestyle T8949916 73105 18 MONO HIP 3 1 Job Reference (optional) anamoers 1 run, lnlr., Von Fierce, rL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-8=100(F=-20), 9-17— 30 7.o"D 6 Nav 10 2015 M1 ISK N0YerneS, Ind. wea Jun 2913:14:252016 Pa a2 ID:7QPecszFdotRumoewatliLyMy11-ggsGHldhMB92IZo3risxQJPgdFA46hXKNc?0?Qz1 �gC 1 ,&WARNING•Verlyydonlgnpalametevaend READ NOTES ON TN/SANDINCLUDED MITEKREFERANCEFAGEMP74"rev. I&VT f5 BEFORE USE. Design valid for use only with MgelvD connectors. Olsde9gn 9 based only upon Paamefersshown, and Is for a1 hldlvidarl building component, not a ITUA system. Before use. line bullcug desgrler must verily The applicability ofdeslgn paranefea and properly Incorporate fhk design into the overall bWalngdeAgn.W.InglrK9caled"aprevent buclungollncHvklualflumweband/orchordmembersonly. Atl®RonallemporayaidpermalenlDracag Me[( IT always reQUred fa slodiily, and to prevent collop`o with possmle personal Injury Owl properly damage. For general guidage regarding the 1a1Xlcali01lstorage, delivery,.,echo. and trOouQ of busses and Imss systems s NSUIPII Quality CtlUda, DSB-69 and SCSI Bulding Component 6904 Parke Earl Blvd. Safely Inlonnatlon wa lable from A w; Rate ImIlMe, 218 N. Lee SLoel, Suite 312, Alexandria. VA22314. Tawa, FL 3361) Fuss fuss Type ty Pty Harbor Ridge LHestyle TBB4991T Lob T3196 M MONO HIP 2 1 Jab Reference c tional Chembars Truss, Inc., FM Pus.. FL x.eao s npm 'eeu'.mnexmausmes,c. wea dun an la:aap2 rvro rage, ID:7OPecszFdotRumoewatlfLyMyl 1-6JOmNhTIW t2ENBsPNYmn2yRrVDzvbJlylrpJh-ZlSxF 3-6-0 11-9-0 i L i 3L-0 737.65.6 4.2-10 T 4x8 = 3x4 I I 6 J1111 Scale - 1:49.3 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CS1. TO 0.54 BC 0.35 WB 0.80 (Matrix-M) DEFL Vert(LL) Vert(f L) Horz(fL) in (loc) Well Ud 0.08 10-13 >999 240 -0.19 10-13 >999 240 0.02 7 n/a Na PLATES GRIP MT20 244/190 Weight: 106 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 54A oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEDGE WEBS 1Row at midpt 5-7 Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=944/0-3-0, 2=1232tO-7-10, 1=103/Mechanical Max Horz 2=858(LC 4) Max Up1ill7=-895(LC 4), 2=-746(LC 4), 1=-79(LC 4) Max Grav7=1323(LC 9), 2=1662(LC 9).1=151(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-3=1347/509, 3-4=-1196/523, 4-5=-745/376, 6-7_ 259/244 BOT CHORD 2-10= 877/1332, 9-10=-877/1332, 8-9— 877/1332, 7-8=-411/625 WEBS 4-10=-20/318, 4-8>7056/694, 5-8=450/859, 5-7=-11701766 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0psf; h=46ft; Cat Ik Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8951b uplift at joint 7, 746lb uplift at joint 2 and 79lb uplift at joint 1. 7)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the inks are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=115, 5-12=-80, 5-6-1 00(F=-20), 7-11=-30 0WARNING-Verifydesignparameters end READNOTES ON MIS AND INCLUDED M17EKREFERANCEPAGEMR7470 rsv. 1d 015BEFORE USE Deign valld form only With MITeWconnectors. lh6deaM is based only upon parameters shown, and is form Individual Wildog component. not Nil � atrusssystem.Betweuse.Ihe cRngdeslgnermmtvenfytheaprA�a lNofdeslgnpmameiema Vopeltyhcorporateftdestpnlntolheoverall bIDc&gtlesIgn. &achgl atedlstopevenibucklkgoflndNlduolln weban lorchwdmembersoNy. AddtlondlemporaryandloermanenibracBq MiTek' Is oivcys ree"red for stabBlty and to proven] collapse Wth posscle personal k>pAy and property damage. Far general gWdmnce regarding the 004 Perko East Blvd. fab catlon, storage, delivery. erection and bracing of husses and truss Wslems, s ANSI/TPll Quality Cdletla, DSB49 and BCat Bulldhg Component Tanta, FL MID Solely Information avdlable from Tnas Rate Institute, 218 N. Lee street, Sulte 312, Alexand,im VA 22314. Job Truss TruseType Oty Pry Harbor Ridge Lileslyle T8949916 73195 Mt MONO HIP 1 i Job Reference (optional Obemberc Truss, too.. Fort Yierce, FL r.eaa prmrvro run ea maussies, inc. v.. eun zn man:w au,o rug., ID:70PmszFdotRumoewetlfLyMy1I-aVa9al UwHAB54LRbxFHOaAz_ndHNKpp5_VZsDOz1SxE 34i-0 t 8.245 H 13-9-0 i6-36 36-0 8-2-15 56-i 2-f:6 , — rr� Adequate 4x8 = 3x4 11 Scale-1:55.7 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.70 BC 0.40 WB 0.64 (Matrix-M) OEFL. in Vert(LL) 0.11 Ved(Q -0.28 HOrz(TL) 0.02 (loc) Udefl Ud 9-12 >999 240 9-12 >689 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 113 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc pudins, except ROT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. WEDGE WEBS 1Row at midpt 6-7.4-8.5-7 Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=90910-3.0, 2=124410-7-10. 1=87/Mechanical Max Horz2=970(LC 5) Max Uplifl7= 901(LC 5), 2= 709(LC 4), 1=-58(LC 5) Max Gmv7=1362(LC 9), 2=1667(LC 9),1=122(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1230/353, 3-4=-988/370, 4-13=-428/111, 5-13=-305/132 BOT CHORD 2-9— 838/1284, 8-9=-838/1286, 7-8=-225/351 WEBS 4-9=-17/382, 4-8=-1275/833, 5-8=-4851913, 5-7— 1254/805 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL-3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 3-5-4 to 11-6-12, Interior(l) 11-6-12 to 13-9-0, Exmdor(2) 13-9-0 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 901 lb uplift at joint 7, 709 lb uplift at joint 2 and 5B lb uplift at joint 1. 8)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-115, 5-11=-80, 5-6=-100(F=-20), 7-10=-30 Q WARNING -Verl7y design Param.farsand READ NOTES ON THIS MD INCLUDED M/TEKREFERANCE PAGEMIF7413 rev. IM22015 BEFORE USE Design valld for Use odywlth Mllek0conrectms. lNs Heslgn Is based only upon paamelels shown. and is for an zscafduol buldlrg component. nal a truss system. Before use, the bullring dedgner must vedfy the applicability of design Wraneters and properly hcoroorote Blb design Into the overall buldngdesign. &achg4dlcdedlstotxeventt WlWoflntlNMtl tnsstwebcd/orchadmemb mr y. Addtlonaltemporaryadpennareatbraciig ■,.�Y{� MiTek' b always regdted for stabllilyand to prevent collapse wlih poffloe personal hTay ad Property dalnoge. Forgeneralgdtlarceragardagihe fabrlcatbo. storoge,dellvery. ere tfionand bracIngofmisesand IMIS3y3IBmsse-AN51APH Quality Cdteda, DS949 and BCSI Building Component 6904 Parke East 8W. Safety information avdldxe hominut Plate lrnllMe,218 N. Lee Sheet SJte3lS Alexandria VA22314. TarrVa, FL 33610 Job Truss I fuss I ype Gty Ply Harbor Ridge Lifestyle T8949919 73195 W MONO HIP 1 1 I Job Reference (optional) wamoers lds6, inc., ran Wert•, IL /.b4u s npr 1e 201b MA eK lnauslne;Ina Wed Jun 2910:39:432016 Pagel ID:7GPecszFdolRumoewatlfLyMy11-aVa9al UWHAB67LRbxFHOaAzxfdGBKnl5_VZsDOz1SxE 3.6-0 8-2-15 15 9.0 13 3460 &2-15 76-1 Adequa 4.4 II 3-&0 8-2-15 16J-6 361I 6-2-15 8-0-7 I Scala - 1:60.7 Plate Offsets (XY)-- 12:0-2-9.Edge1 12:0.0-0 0-0-131 15:0-2-6 Ednel [7:0-4-0 0-3-O] LOADING(pst) SPACING- 2-0-0 CSL DEFL- in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC OA5 Vert(TL) -0.27 6-7 >729 240 BCLL 0.0 • Rep Stress [nor YES WB 0.71 Horz(TL) 0.03 6 rda rVa BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.10 7-10 >999 240 Weight: 94111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1221/0-7-10, 6=868/0-3-0, 1=103/Mechanical Max Horz2=1059(LC 4) Max Uplilt2=-629(1_C 4), 6— 918(LC 5), 1=-67(LC 4) Max Gmv2=1594(LC 9), 6=1429(LC 9), 1=146(LC 9) FORCES. (Ib)-Max Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-11= 1197/227, 3-11= 1179/242, 3-4=-955/259, 5-6=-477/385 BOT CHORD 2-7=-883/l359, 6-7_ B83/1361 WEBS 4-7=0/449,4-6= 1587/1030 Structural wood sheathing directly applied or4-5-10 oc pudins, except end Verticals. Rigid ceiling directly applied or 7-4-7 or; bracing. 1 Row at midpt 5-6. 4-6 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-SA to 11-6-12, Intedor(1) 11-6-12 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 Wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629lb uplift at joint 2, 9181to uplift at joint 6 and 671b uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING- Verily design Raremelere and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGEMUJ473 rev. 10A1Y2015 BEFORE USE *� Design valid tot use only with Mnek6 connectors. This design Is based only upon parameters shown and R for M trnvldual Wxdhlg component. rot a tons system. Before use, the "ding designer must ved the applicability of desgn Parameters aM property hlcorporafe this design Into the overall +•iii�r buoc&gdeslgn.Br=glMlcoledlstoprevenl W.MlgofiMNaualh .ba lm.l dmembmoNy.Atli➢ibral temporary antl pelmanenl Oracing WOW 5 alwaysregtAredforstaUlly.ndlo Wevenlcollapse4Ah Passmleperso�hlBrryasdpro aydomoge. the fabricalbn storage, dellvery, ereclfon andbracing of InesesaM Imss iWueM seOAN51AP11 Quality Criteria, DSB-59 and SCSI Building Compon erl 004 Palk. East Brad. safety Information oval]able from bras Nate In illute. 218 N. Lee Street. Slate 31Z Nexosfdre. VA 22314. Tenpa. FL 33610 Job Truss Truss Type Oty Pty Hsebor Ridge Lifestyle T89d992o 73195 US MONO TRUSS 26 1 Job Reference optional) Chambers Truss, Inc., Fat Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:39:44 2016 Page 1 1D:70PecszFdotRumoewatIILyMy1-2heXoMVY2UJycV?nVzoF7NW6P1ct3E?FDBIOmszl SxD 36-0 e1 -15 16-3-6 3-60 &2-15 8-0-7 Scale. 1:61.0 -3E-0 r &2-15 163.6 i 3.6-0 ft.9-15 ftdl-] Plate Offsets XY)— f2:0-0-0,0-0-131. f2:0-2-9,Edgel. (5:0-0-13,0-1-81. (7:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (ioc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(ILL) -0.08 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Ved(TL) -0.27 6-7 >729 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(rL) 0.03 6 n/a n/a BCDL 15.0 Code FBC2014/1PI2007 (Matrix-M) Wind(LL) 0.10 7-10 >999 240 Weight: 941b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1221/0-8-0, 6=868/0-3-8, 1=103/Mechanical Max Horz 2=1059(LC 4) Max Uplift2= 629(LC 4). 6=-918(LC 5), 1=-67(LC 4) Max Gmv2=1594(LC 9). 6=1429(LC 9), 1=146(LC 9) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 1197/227, 3-11=-1179/241, 3-4= 955/259, 5-6=-477/384 BOT CHORD 2-7=-883/1359, 6-7_ 883/1361 WEBS 4-7=0/449,4-6=-1587/1030 Structural wood sheathing directly applied or4-5-10 oc pudins, except and verticals. Rigid ceiling directly applied or 7-4-7 oc bracing. 1 Row at midpt 5-6.4-6 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=46ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Extedor(2) -3-5-4 to 1 "-12, Interfor(1) 11-6-12 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629lb uplift at joint 2, 9181b uplift at joint 6 and 671b uplift at joint 1. 6)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - Verily Uedgn paramefem and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE W74]3 rev. 104132015 BEFORE USE Deslgn Valid for use arty with Mllek® Connectors. lois design Is based ody Won parameters shovm, and Is for an Individual building component, not ��- a Inert Wslem. Before use, the buildI g designer must verify one appllceatiy of desIM parameters and property Incorporate Ina design Into the overall buSdngdolgn.Bracing Indlmted lsto prevent brcklhg of lndvidual imsswebarxl/or chord members only. Addllorwltemp cndl manantbraclrg M!TeK B always rectudrect for 6loWlty dour to prevent collapse W h curable personal Injury and properly domaae. For general guldarlce rGgOldrg the eloncatIONstorage. delivery; erecllon and bracing of trusses and lmss systems saaANSUTP11Quality Criteria. DSB49 and SCSI BWdIng Component 6904 Parke Eael Blvd. Safety Information avdloble from trust Rate Institute. 218 N. Lea Sheet Suite 312. Nexan tr VA 22314. Tampa. FL 33610 Job Truss Tows Type ty ply Hobo, Ridge Ldestyie TBB49921 73195 W MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Pan Pierce, FL I 7.640 4xa = 5 a = 5x6 = 3x4 = 6x8 = B-2-15 546-1 M-6 Scale - 1:50.2 Plate Offsets (X,Y)— f4:0.5-8,0-2-01, f8:0.3-0,0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.21 8-11 >928 240 MT20 2441190 TOOL 20.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.46 B-11 >423 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 HOrz(TL) 0.05 1 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight 10611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=932/0-3-0.1=891/0-7-10 Max Harz 1=777(LC 4) Max Uplift6= 928(LC 4), 1= 463(LC 4) Max Grav6=1 401 (LC 9). 1=1162(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1324/412, 2-3=-1082/430, 3-4=-442/136 BOT CHORD 1-B_ 906/1385, 7-8=-907/1388, 6-7= 228/355 WEBS 3-8=-70/418, 3-7— 140M221 4-7=-514/956,4-6=-12671813 Structural wood sheathing directly applied or 4-8-4 oc pudins, except end verticals. Rigid ceiling directly applied or 6-5-2 oc bracing. 1 Row at micipt 5-6, 3-7, 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psh h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 928lb uplift at joint 6 and 463 lb uplift at joint 1. 7) "Semi -rigid pitchbreak; including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the thus are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1A=-80, 4-5=-100(F-20), 6-9-30 Q WARNING - Vorllx Cosign parameters and READ NOTES ON THISAND INCLUDED MREKREFERANGE➢AGEMII.7473 rev. 1a 0155EFORE USE Design valid for use only with MlieW conneclo2 inls de Ign is based only upon parameters shown.and is for an IndMWal Wilcong component not �R w` a truss system. Before use. Ire building desUner must verify the oppllcalosty of design parameters and properly incorporate Bic design Into the overall buldingdeslgn. Bruabgindicatedhitoproven] bucicrigoflndivIdudlmsweband/orclwrdmembersonly. AddUol temporaya ntbrWN perms Is dways required for stability and to "event collapse will, possible personal hprry and property damage. For general guidance regarding the MiTek' faMcathom storage, ddNery. erection and brochig of Inmo, and him systems seeANSI/TP11 Quality Criteria, DSB49 and BCBI Building Component 004 Parke East SIM. Safety Information avdlable from Truss Rate Imlllute, 218 N. Lee Sheel. suite 31E Alexandra, VA22314. Tamps, FL 33610 Job Truss TrussType Oly FlyHarbor Ridge Lifestyle T8949922 73105 M5 MONO HIP 1 1 Job Reference (optional) Chembem Truas, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mnek Industries, Inc. Wed An 2910:30:45 2016 Page 1 ID:70PecszFd0tRum0ewafltLyMy11-W uhv7 WApoFlpEea_3gJUfb3HWRxVohW OSp2zllzlSxC 8-2-15 15-941 1 3 8-2-15 7- 1 L 4.4 II 5, = Sxe = 6xB = AScale =1:55.7 Plate Offsets (x Y)— 13:0-3-0,Edgel, f4:0.2-6,Edgel. 16:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CS]. DER. in poc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.19 6-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.39 6-9 >493 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 HOrz(TL) 0.04 1 Pita n/a BCDL 15.0 Code FBC2014RPI2007 (Matrix-M) Weight: 881b FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SO M30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 1-887/0-7-10, 5=887/0-3-0 Max Harz 1=898(LC 5) Max Upliftl= 390(11(3 4). 5=-940(LC 5) Max Gmvl=1117(LC 9). 5=1463(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 1-10= 1274/275, 2-10= 1247/307, 4-5= 468/379 BOT CHORD 1-0=-938/1442, 5-6=-938/1444 WEBS 2-6=-16/474, 2-5=-1688/1097 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-6-10 oc bracing. 1 Row at midpt 4-5, 2-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opst; h-16f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 15-0-0, Interior(1)15-0-0 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3901b uplift at joint 1 and 940lb uplift at joint 5. 5) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this Imes. Q WARNING -V firydae/9n parametim and READ NOTES ON THMAND INCLUDED MI ENREFERANCE PAGEMS,74Y rev. teTs2015 BEFORE USE Design valid for use onlywlth MITek® connectors, INsdesgn Is based! only area Parameters stwwn. and Is for an Individual buffri component nol a Inassyslem, Before ass, fine Wic➢ng designer must verity tins applicaWllyof design Parameters and Mloady, Incorporate ihts design Into the overall WOdlrgddgn.&achghx atedlstopreventWcklgofhdMdu Oussweba/orcWrdmembersoNy.AddllbraltemPonaryandpermarenibracing MiTelc halways re ttgred for stabklty and to prevent collapse Min possrole new" hlury and properly damage. For generd fafldonce regording the fabrication, storage, delivery, erection and bracing of Inasesand buss grstems. seemsinpll quality criteria. DSB49 and BCSI Bullding Component 004 Parke East Blvd. Safety Information eva lable from Twits Nate Institute. 218 N. Lee Street S4te312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oly Ply Harbor Ridge LBestyle T8949923 73195 M6 MONOTRUSS 10 1 Job Reference (optional) Chambers Truas, Inc., Pon Pierce, FL 7.640 a Apr 19 2016 MITek Industries, Inc. Wed Jun 2910:39:45 2016 Page 1 ID:7OPecszFdotRlxnoewatlfLyMyl I-Wuhv7iWApoRpEea_3gJUfb3H W RxVohW OSp2zllz1SxC 8-0-7 Too F12 Sx8 = Sx8 = 6x8 = B-2-15 B-0-7 Scale - 1:56.5 Plate Offsets KY)— f3:0-3-0,Ed9e1.14:0-0-130-1-81 f6:0-4-0,0-3-01 LOADING(psf) SPACING- 2-M CS]. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.19 6-9 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.39 6-9 >493 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.75 Horz(TL) 0.04 1 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 88 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=887/0-8-0, 5=887/0-3-8 Max Harz 1=898(LC 5) Max Upliftl= 390(113 4), 5=-940(LC 5) Max Gravl =1 1 17(LC 9), 5=1463(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1273/275, 2-10= 1247/307, 4-5= 469/379 BOT CHORD 1-6— 938/1442, 5-6=-938/1444 WEBS 2-6=-16/474, 2-5=-1688/1097 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-6-10 or; bracing. 1 Row at midpt 4-5, 2-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf•, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-1-10; Lumber DOL=1.60 plate grip D01--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 Ib uplift at joint 1 and 9401b uplift at joint 5. 5) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. O WARNING- Vorl/y doelgn parameters a d READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MIA7473 rev. IMMIS BEFORE USE },�� Design validf(or use only with M leM connectors. Ifre design N based only upon parameters shoe ond!N for anh dotal buldirg component,not a Irm system. Before a . the bWldng designer must verify the applicablity of deign parameters and Vopety mm cooMrare design Into the overail bBdngdedgn. lkwhglndcate NtopeventWcWltgof8x MN ltmaweband/orcMrdmemb moNy. Addltlonaltemporaryandpemianenrbracig +.�Y® MiTek' b dwayarecored for stabllllyand to prevent collapse with paa[bie persorxil betty and! properly damage. rorgenerdgWtlatceregardslg Ote WbcaWn. storage, delivery,erecllonoWbracBg of itussesantl lmsssyslemzseeANSI/rPtl Ouonly Criteria,DSO-89 and BCSI BuIlding Component 6904 Pltte East BNd. Safety Information avdlabe from inns Rate IratiNte, 218 N. Lee Street, Wile 31Z Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge lHesryle T8949924 73195 MV2 yALLEY 6 1 Jab Reference (nations]) Chambers Truss, Inc., Fon Pierce, FL 7.640 s Apr 19 2016 Mrek Industries, Inc. Wed Jan 2910:39.47 2016 Page 1 I D:70PecszFdotRumoewallfLyMyl l-SGpfODXRLPhXTyMAA5My108pmEltGmnhv7X4MBz 1 SxA 2-0-0 2-0-0 3x4 G Il LOADING last) SPACING- 2-0-0 C51. DEFL. in Voc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Its/size) 1=80/2-0-0, 2=58/2-0-0, 3=22/2-0-0 Max Horz 1=95(LC 4) Max Uplittl-- 43(LC 4), 2=-103(LC 4) Max Grav 1=105(LC 9), 2=115(LC 9). 3=37(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale - 1:8.8 PLATES GRIP MT20 244/190 Weight: 6 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsl; h=46fl; Cat. II; Exp C; Encl., GCpi-0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This Imes has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity, of bearing surface. 6) Provide mechanical connection (by others) of truss to besting plate capable of withstanding 100lb uplift at joint(s)1 except 61=1b) 2=103. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING- Vadrydastgn pacers t re and READNOTES ON TNISANDINOLUDED M?EKREFERANOEPAGEURJ473 rev. INWR815 BEFORE USE �wR Design vald foruse only WIh MITelr®connectors. Thhdeslgl is based only upon parameters shown and is for an bdivldual building component. not a truss system. Before use, the bulk➢ng designer must verify the apaicabftity of detgl panametersard properly Incorporate this design Into the overall blNArgdas9n.Bracing Indicated Is toWevent bucking of ltdNkival vusweb and/or chord members only. AW ffw fempmaryantlpe"n ntbracirg MiTek' Is dways readied for stabBity and to prevent collapse with pastas persarxt" antl properly damage. For general guidance regarding the foatcatim storage, delNery- ereclkxs and aadng of fuses and Inns systems-sasAN51/TPII Quality World, DSB49 and BC61 BuI1dNg Component 6904 Parke East nhd. Safety Informallon draftable from Iris Rate Ishiufe. 218 N. Lee Sheel, Site 312 Alexandra. VA Ml4. Tanya, FL 30610 o Truss Truss Type Oty Pty Harbor Ridge Lifestyle T8949925 73195 MV4 VALLEY 6 1 Job Reference o lional Chambers Truss, Inc., Fun Pierce, FL r.oau c epr ,s m,c ran es mau...... c. rvee eun zs ,vvn.4e eo,o raga , ID:70PecszFdotRumoewagfLyMy11-xTN2dkY36jpO56JZkotBHDgtgetb?DlrBnGdvdzlSxg 3.4 II 2 3x4 i 30 II LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (roc) Vdetl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) Na - Na 999 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Verl(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 15.0 Code FBC20141TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=182/4-0-0, 3=182/4-0-0 Max Horz 1=216(LC 4) Max Upliftl= 99(LC 4), 3=-225(LC 4) Max Gravl=238(LC 9). 3=312(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she=. TOP CHORD 2-3=-262/235 Scale - 1:14.7 PLATES GRIP MT20 244/190 Weight: 15111 FT=20% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 tic bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=4611; Cat. II; Exp C; Encl., GCpi=0.18; "Ectedor(2); Lumber DOL=1.60 plate grip COL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 991b uplift at joint 1 and 2251b uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ®WARNING. VadlydeslgnparametsrssndREADNOTES ONTHISANDINCLUDED MR KREFEMNCEPAGEMIP74"W..10103,20156EFOREUSE Deign valid for use onlywith MileWconneclorm Brk di is laced only upon pWameterssttonm antl is form lndlvldual buldng component not �R L a truss system. Befae roe, the bildng deslgtrer must verity the oppllcab0lly of design parameters and DroDedy Incorporate fhb tleslgn Into the overall buldr,gdeslgn.BrwhglydlcaledbtoVowntbucWfWoflndh4duallmsswebcndlachordmemb mrs AtldllondfemPoraryor,dpeRnarentbracllg MiTek' y. B dwaysfeq,ired for stabSlty ardtoplevent collapsewlf, possible personal hPOy and properlydomage. Forgeneralgrldarceregardfrolhe labdcalion, storage. delNery, erection and bradrg of Irussesantl Inresyslemx seeMSIAPll Quality Crlteda, DSB49 and BCSI BMding Componenf 69M Parke East BNtl. To" FL 33610 Safety INormatlon avolable from buss Rate Instllure. 218 N. Lee Street. Sulfe312 Alexandria, VA 22314. , Job Truss I runs Type 0ty Ply Hakor Ridge Dlearyle T8949826 73195 MV6 GABLE 4 1 I Job Reference (optionel) l namae18 truss. Inc., '.l 1,e,cal- snW lazmo I-x N2dk 36jp mo, kotBH gs ew dvdz ID:70PecszFdotRumoewatltLyMy11-zTN2tlkV36jp056JZkotBHDgsFew47D1r8nGtivtlzlSz9 2 3 3.4 i 3x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) we - rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a rVa BCDL 15.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=292/6-0-0,3=292/6-0-0 Max Horz 1=343(LC 4) Max Upliftt— 156(LC 4), 3_ 356(LC 4) Max Grav1=380(LC 9), 3=498(LC 9) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-418/372 Scale = 1:20.6 PLATES GRIP MT20 244/190 Weight: 23 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h.46tt; Cal. II; Fxp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 1 and 356lb uplift at joint 3. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- Veriydas/gnpanea.ten: and READ NOTES ON THIS AND INCLUDED MmaKREFERANCE PAGEMIF7473 rev. IcU32016BEFORE USE Design volld for use ordy with MOelkVconnectols this design is based any upon paramefers shown, anal is for an individual berating component, nol ■` a tFUNs Miem. Before use, the btfldirlg designer must velly the appllcaMiy of design parameters and Woleedy Incorporate this design Into the overall bldrxidedgn. Bracinglnd tedlsto WeventbucWlWoflMiNdudh webandlorchwdmembemo y. Atltlitlorwl femponoryantl pxannarent boclsq MiTeK Is CiWays lequked for 51a1,111y arM to prevent collapse Win possmle personal hluy and property domoge. For general guidance regarc➢ng the fabdcatkut storage, deltver,, erection and bracing of tusses and ims systems saeANSI/1P11 Quality Cdfeda, DS849 and BCSI BuIlding Component 6904 Parke East Bbd. 50f9y Information Wallable from Tnss Rate Institute, 218 N. Lee Street. Site 312. Alezanalda VA 22314. TaWa, FL 343610 Jab Truss Truss Type Qty Ply Hoibor Ridge Ldeetyie TB94992] 73195 MV8 VALLEY 6 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 192D16 Mnak Industries, Inc. Wed Jun 291e,39:A92016 Paget I D:7QPecszFdotRumoewatlfLyMyl l.PfxQr4ZhtOxFjGuII W OQgRD7M2Mcke0_MROAR4z1 Exult 3zd G d 2x3 11 3z4 II Scale - 1:27.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vell(LL) r✓a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Ved(TL) rJa - Wait 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.18 Horz(TL) 0.00 We n/a BCDL 15.0 Code FBC20147rP12007 (Matrix) Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=137/8-0-0,4=164/84-0,5=504/8-0-0 Max Harz 1=455(LC 4) Max Upliff4=-192(LC 4), 5=-588(LC 4) Max Grav 1=137(LC 1), 4=277(LC 9), 5=848(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-441/393 WEBS 2-5=-711/615 Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=46ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192lb uplift at joint 4 and 588 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design o1 this truss. ®WARNING -Vedlydectgn Pammerem and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM67473mv.. 1WD32016 BEFORE USE Design valid for use only With MReldconnectors. lNsdesign k based only upon parameters shown. and Is for an hdivdual building component. nol �f n` a Imsssystem, Botore use, the butdna deslgrler must verity tire appticdAityof design parameters and properly hcomorate this design Into the overall b4cliMcesign. BrachgtrW edislopeventbucWlWofkidWudW%webord/orchordmern ersoNy. AtldibntempororyantlPemlanenlbracIng Wek' 1,01ways re"real fa stability antl to prevent Collapse v lh possible person hPury and property carnage. For general gWtlance regardrg the fablk:alb11 storage, delivery- erecron and braclnA of imsesan r1canclems WoMS1/IPI1 Quality Criteria, DSB-99 and 6=1 Building Component 6904 Pane East Blvd. Safely Information available Irom insss Rate kylitute, 218 N. We Sheet. Suite 312 Alexandra, VA22314. Tampa, FL 33610 JoO Truss I fuss I ype ally Ply Harbor Ridge Lifestyle TBB4992e 73195 UN10 GABLE 6 1 Jab Reference o Hanel Cherrbers Truss, Inc., Fort Pierce, FL 3x4 i mu tUII40 Z640 s Apr 192016 kWTek Industries, Inc. Wed Jun 29 10:39A5 2016 Pagel ID:70PecszFdotRumoswatlfLyMy11-Wuhv7iWApoRpEea_3gJUfb3N W RxAopjOSp2zIIz1SxC 4 3x4 11 Scale =1:34.3 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.49 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(fL) 0.00 4 n/a n1a BCDL 15.0 Code FBC2014/TP12007 (Ma[dx) Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (III/size) 1=108/10-0-0,4=273/10-0-0,5=644/10-0-0 Max Harz 1=562(LC 4) Max Upliftl=-86(LC 6), 4=-308(LC 4), 5=-727(LC 4) Max Gravl=206(LC 4), 4=516(LC 9), 5=1105(LC 9) FORCES. (III) - Max. CompJMax. Ten. - All forces 250111) or less except when shown. TOPCHORD 1-2=-568/491,3-4=374/320 WEBS 2-5=-9031767 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beadng. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with my other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, With BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 86111 uplift at joint 1, 308111 uplift at joint 4 and 727111 uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this Imes. AWARNING -VeNFyEealgnpammereraardREADNOTES ONTH/SANOINCLUDED MREKREFERANCEFAGEMP7473rex.101032015BEFORE USE �■�' Design valid for use only with MROWCOn,eclors. Rdsdeslgn is based only upon parameters MOM, and K for an individual buAtllig component, not a truss system. Before use, the bedng designer must verily the opp loabSity0deNgn parameters arxt properly incorporate this design Into the overall ,•��' bRdngdeslgn.WmhglndicatedlstopreventWcWhgotl Mtlualinmweband/orchwdmembersoNy. AtlrlltlorwltemporaryarWpermanenibacirg MiTek' fsdwaysregWredfas ONityandtowr enfcollapWWth Mo epenorwlhjuy n propedydamage. ForgenerolguMonceregarangtho labdcOlhrx storage, delivery, erecBOn arxl braCing of WI152e3Crxf trimsystenxc seeAN511711 Quiddity Cdlerla, DSB49 and SCSI Building Component W04 Parke East Blvd. Solely Information avdlable from Incur Rate InsRlute. 218 N. Lee Street Suite 312, Alexcini VA 22314. Tampa. FL 33810 Job Truss Truss I ype Dty Ply Harbor Ridge Cdestyte T8849B2B 73195 W12 GABLE 6 1 I Job Refererce (optional) Chambers Truss, Inc.. Fod Pnn.. FL 3x4 6 FPE-E] 7."0 s Apr 19 M16 MRek Mari ie., Inc. Wed Jun 29 10:39AS 2016 Page 1 ID:70PecszFdotRumoewa1lfLyMy11-_4FHC2W pa5Zgso9AcNrjCcbY2gEpXGYYgTnW glzl SxB 43x4 11 Scala =1:40.0 LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC20141TP12007 CSI. TC 0.50 BC 0.74 WB 0.26 (Matrix) DEFL. in Ver(LL) We Ven(TL) rJa Horz(TL) 0.00 Qoc) Udefl Ud - n/a 999 - n/a 999 4 n/a n1a PLATES GRIP MT20 244/190 Weight: 521la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=230/12-0-0, 4=257/12-0.0, 5=758112-0-0 Max Horz 1=666(LC 4) Max Llplif14= 282(LC 4). 5=-832(LC 4) ' Max Grav1=230(LC 1), 4=505(LC 9), 5=1328(LC 9) FORCES. (Ib)- Max Comp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 1-2=-61WS54, 3-4_ 353/297 WEBS 2-5=-1033/857 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Ops1; h=46ft; Cat. 11; Exp C; Encl., GCp7i=0.18; C-C Exlerior(2); Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord beating. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 28211b uplift at joint and 832 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING- Vedlydartgapwameteu end READ NOTES ON THIS AND INCLUDED M?EKBEFEBANCEPAGEMII-7473 nn& idA2201S BEFOBEUSE �■�' Design valid for use only wllh MJTekOconnect«s. Widedgn 6 based only upon manometers Ywwn, and is for an hdvkW bidding comporent. not a lives system. Before use. Ina bBtlkxl de9Uner must vedry trierappllcablly of design poromoters and Mloody Incorporate this design Into Ire overall b dlnUdesgn.&achghdlcatedistobudding oflrsdivkivalhussweband/or chordmembersoNy. A dtbr temporcryy r esmanentbraclM +.i■M MiTek' prevent Is always required for doloilly and to prevent collofsse Wh possible Persona; Injury and properly damage. For general gWtlance receding the fabdcatloo, storage, delivery, erec0on and braohg of trusses and Imes swle seemsynilI Quaty Cdteda. DSB49 and BCSI Building Componenl 6904 Parke East Blvd. Safety Informallon available from Truss Rate Institute. 218 N. Lee Street. BWle 312. Alexancift VA 22314. Tampa. FL 33610 Job Truss Truss type Cy PN Hoibor Rid,. LBeayle TBB4BB30 73195 W14 GABLE 4 1 Job Reference (optional) Chombers Truss, Inc., Fat Pierce, FL 3.5 i 14-0-0 14-0-0 TUD a Apr 19 at NUTek Industries, Inc. Wed Jun 2910:39:462D16 Page 1 ID:70PecszFdotRumoewatlf1-yMy11-_4FHC2Wpa5Zgso9AcNrjCobUIgKA%CVYgTnWglzlSxB LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in Qoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ve t(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.00 4 We nta BCDL 15.0 Code FBC2014/rP12007 (Mattix) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 1=330/14-0-0, 4=219/14-0-0, 5=915/14-0-0 Max Horz 1=767(LC 4) Max Uplifts[ -236(LC 4), 5=-980(LC 4) Max Gravl=330(LC 1), 4=444(LC 9), 5=1608(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-679/631, 3-4=-308/255 WEBS 2-5-1219/992 Scale - 1:46.5 PLATES GRIP MT20 244/190 Weight: 611b FT=20% Struclural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. 1 Row at midpt 3-4 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46tt; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 4 and 9801b uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verily de1/9a parameters a ad READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE W7473 rev. 104W1015 BEFORE USE �■�� Design volld for use only Wllh MT.1,6connectooa 1111s dedgn Is bored only upon parameters slno n and is for On IndividualWAtling coromnenf, not a Ines system. Before use, the bulking designer must verify the oppllcabily of design parameters and taopeily hcorporate thk design Into the overall +.��O WOdrxldedgm.&mtnglnd Wet tom.venl WCMhlgoflydl9ldDallnlssweband/orchordmembersonly. Addflonaltemporayonc Mumonentbracirg MiTek' KO1WGya required far stoUlly and to prevent collgxe 9x with pose person 9lh% God PraPedy damage. Forgeneraguldanceregardngthe fobdcatbn stooge, delNey, erecllon and txacM of Uuvesard Isussyetems. seeANSI/IPII 6uallly Cdterla, DSB-09 and BCSI Bunding Component 6904 Parke East BNd. Safety IMormallon ovollable firm Tnrss Rate IncBtute, 218 N. Lee Streol, SWte 312, Alexandria. VA 22314. Tanpa. FL 33610 Job Truss Truss I ype Oty P Harbor Ridge Laestyle TT949931 73195 W16 GABLE 4 1 Job Reference o ti nal Cherub... TNSS, ft.. Yoa Via.., FL 7.640 a Apr 19 2016 MTex Industries. Iwo. wed Jun 2910:39:46 2016 Page 1 ID:7OPecszFdolRumoewallfLyMy11-_4FHC2Wpa5Zgso9AcNrlCobYHgLJXANYgTnW glziSxB 16.0 0 1600 l ,mr- 10 5 3x4 i 6 11 7 6 2x3 It 3x5 11 3x4 II 161 Scale = 1:53.0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve t(LL) rVa - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WD 0.59 Horz(TL) 0.00 6 Na Na BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 741b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-6 REACTIONS. All bearings 16-0-0. (Ib) - Max Harz 1=862(LC 5) Max Uplift All uplift 100lb or less at jolnt(s) except 6=-274(LC 5), 1-218(LC 6), 7-769(LC 5), 8=-594(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 6=501(LC 9). 1=380(LC 5), 7=1387(LC 9), 8=936(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9— 9211736, 2-9— 9211800. 2-3-597/477, 3-4=-574/542, 5-6=-352/285 WEBS 4-7=-1008/814, 2-8=-766/617 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. If: Exp C; Encl., GCpi=0.18; C-C EMedor(2) 0-6-8 to 15-6-8. Interior(1)15-6-8 to 15-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opst. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274lb uplift at joint 6, 2181b uplift at joint 1, 769 lb uplift at joint 7 and 594lb uplift at joint 8. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this muss. 0 WARNING -Verhydesign parametersand READ NOTES ON TNISANDINCLUDEOM? KREFERANCEPAGEM474YJ W. IM114,,015GUORE USE Design valid for use onlywlth KleMCOnnecfoa. M dedgn is based only upon parameeer,shown, end is for an hdlvldual[wilding component, not a truce stem. Before use, the bAWng designer must verify the appllcab0ltyofdeam paiometels and lxopedy incorporote mk design into the overall bWmn0deslgn. Brachglndlcatedlstoprevenlbucldhgofln WLKltrussweba lorctwrdmembersoNy. AdmBonwltemp«oryandpennarentbracing MiTeK 6olwaysregWredfwstcbaltya topreventcollapsewllhp sblepeaonolkljuya propertytlw e. For general gliJtlalce reganNrtg the fobrlcalbn. storage,delMery. erection ancr bracing of nuesseand tma systems, seeANSUIPD Quality Cdterla, DS849 and TICS Trading Component 6904 Parke East BNd. Safely INormatlon avNlabe horn Dues Role Institute, 218 N. Lee Sheet. Sidle 31Z Alexandra. VA 22314. Tampa, FL 33610 Job Tess Truss Type Cry Pry Harbor Ridge Wastyle TBB49932 M195 W19 GABLE 4 1 I Job Reference (optional) Chombera Truss, Inc., Fod Piece, FL 7.640 s Apr 19 2016 Was lnduslas., Inc. Wed Jun 29 10:39:47 2016 P., 1 1D:70PecszFdotFIumoewatlf-yMytl-SGpfOOXRLPhXTykMA5MylO6jUEY6Gashv7X4MBzlSxA 7.00 12 3x4 i 9 12 8 7 6 W 11 3x6 = 2xs 11 3x4 11 18-0-0 soul. - 1:59.8 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (Ioc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.86 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 861b FT 20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0cc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-6 REACTIONS. All bearings 18-0-0. g1o) - Max Horz 1=945(LC 5) Max Uplift All uplift 100lb or less at joint(s)1 except 6=-275(LC 5). 7=-735(LC 5). 9=-720(LC 4) Max Grav All reactions 2501b or less at joint(s) except 6=505(LC 9), 1=341(LC 5), 7=1361(LC 9). 9=1186(LC 9) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 9671796, 2-10= 957/861, 2-3=-582(418, 3A=-559/527, 5-6=-357/286 WEBS 4-7=-9711782, 2-9=-921/735 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46g; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-6-8 to 15-6-8. Interior(1) 15-6.8 to 17-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 1 except 01=11b) 6=275 , 7=735, 9=720. 6) `Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. WARNING -Verilyd uaff. paramet...ad READ NOTES ON THIS AND INCLUDED MITEK REFERANOE PAGE MIF7E7d rev. I&VINOIS BEFORE USE ,0 Design valid for use only wllh WOOD coorrectora. INS desgn E based only upon paametem drown. end is for an WMdual WBtlkg component nol a lmss system.Befose use, the bupdBg designer must verify lire applicability of design parameters Ord propedy Incorporate Mils design Into tro overall Wicirgateslgn. BrOC gMn oiedlttopreventWCkllMotlydMdua tmu webad/orchadmemb mr y. AddltlonaltempwaWandpermanenfbrmN MiTeK EdwaysregrAredfMstOWltyarldtoprevenlcollapsa lhposffixepersorlmbslluyandpop rtyd moge. Forgeneral miccroaregarcrng the fobWOtkxl, storage, delNely erecllon and Waclrg of Imaes Ond Brass Mtems, SOOMISUfPl1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BNd. Safety Information avdtable from Truss Rate rebus. 218 N. Lee Street. Suite 312, Alexandra VA 22314. Tarrya, FL 11610 Job Truss Truss Type Qry Py Halo., Ridge Lnasryle T8849833 73195 MV20 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x5 O 7.640 safe 19 2016 MTek Induslues, Inc. Wed Jun 291o:39Aa 2016 Page 1 ID:7OPecszFdotRumoewetltLyMy11-xTN2dkY36jpO56JZkotBHDgpMes9?7VrBnGdvdzlSxg scale a 1:65.8 5 a 7 6 sxs = W 11 3x4 11 2020-0-0 Plate Offsets (XY)-- f8:0-3-0 Oa-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(ILL) n/a - n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 1.00 VertCTL) n/a - file 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014fTPI2007 (Matrix) Weight: 97 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-6, 4-7 REACTIONS. All bearings 20-0-0. (Ib) - Max Harz 1=1037(LC 5) Max Uplift All uplift 1001b or less at joint(s) except 6_ 283(LC 5), 7=688(LC 5), 8=-898(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 6=521(LC 9). 1=337(LC 1), 7=1276(LC 9), 8=1486(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9— 1028/853, 2-9— 1010/939, 2-3=-564/391, 3-4= 541/500, 5-6=-370/294 WEBS 4-7— 903/737, 2-B=-1134/906 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=461t; Cat II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-6-8 to 15-6-8, Interior(l) 15-6-8 to 19-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I5.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2831b uplift at joint 6, 688lb uplift at joint 7 and 8981b uplift at joint 8. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Vedry design parameter; and READ NOTES ON THIS AND WCLUUEU MITEK REFERANCE PAGE MQ7473 rev. 1WB12015BEFOREUSE Deslgnvolld fora myWth MlreWconneclors. ihlsdesign bbased only upon parametenshown,ordb form WIVIcival Wfldkg component not �! w` a buss syslem. Before use, the buSmng designer must va ly the appllcaWByof design paomefers and txolxnly Incomorate this design into the overall bWtAngdesign. Bracing Incicaced is to lxevent WcWlrg oflndlAdum imssweband/or chord members only. Addlflonaltemporcayandpermonamixocing MiTek' Is alWays lequlred for stability and to prevent collopse with possible personal lnlury and propedy damage. For general guidance regardng 8g fabkatbn. storage, delNery, erection and bracing of hussos and inns systems seeANSI/TPII Quality Cristo. DSE-89 and BC51 Building Component 004 Parke East Blvd. Safety Information ovclloble from Truss Plate ImBNIe. 218 N. Lee Street Suife 312 Aexandda VA 22314. Tarrya, FL 33610 job Truss I runs Type Oty Ply Hertor Ridge Lifestyle T8949934 73195 MVA GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort PIeme, FL 7,"D 5 Ax 192U1ti MI l ex mau5Vle5, Inc. Weal Jun 2tl l VUWAU 2u lti Yager I D:70PecszFdotRumcewatlfLyMy11-PfxOr4ZhtOxFjGull W OOgRD012Mj kbg_MROAR4zl Sx8 3x4 P 13- 134O 40 ass II 30 II AScala=144.3 LOADING (psi) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.65 BC 0.28 WB 0.36 (Matrix) DEFL, in (roc) Wall Ud Vert(LL) n/a - reta 999 Vert(TL) n/a - n1a 999 HOrz(Q 0.00 4 rl/a rue PLATES GRIP MT20 244/190 Weight 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end velficals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=298/13-4-0, 4=234/13-4-0, 5=859113-4-0 Max Harz 1=733(LC 4) Max Up1itt4=-253(LC 4), 5=-927(LC 4) Max Gravl=298(LC 1), 4=468(LC 9). 5=1519(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 658/604, 3-4= 326/271 WEBS 2-5=-1151/943 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extenor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 4 and 927lb uplift at joint 5. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING. Vedry desIgn pruner rs and READ NOTES ON THIS AND INCLUDED MNEK REFERANOE PAGE MI74P0 rev. 10Po32015 BEFORE USE Design valld for use ody with Miiek49 connectors. 1N derlgn 6 based Wy upon parameters shown, and Is for an hdMdud Wilding component, not a inns system. Before use. the deldfng designer must verify the appllcdxllly of design paamelers and properly Incorporate this design Into the overdl buidngde9gn. LPachglnd tetl topevenl WCMhg Otlndlvdmlhusswebasld/orcMrdmembersoNy. AddtlondtemporaymdpermalenlUwhV MiTek' Isdwaysregdledforstabllltyaldtopeventcdlg Wthpo%Vepersorldhjr ya popedydamage. For general guidance regadng rho robrkbliort storage, delivery, erection and bfachg of misses aid Inrsssystems seeAN51/TPII Quality C41eda, DSB49 and SCSI Building component 6904 Padre Easl Blyd. Slaty Information avdlaNe tram ims Pate hstllule. 218 N. lee Sheet Wte 31Z Alexandra, VA 22314. Tanga, FL M10 0 Truss I russ Type ON Ply Harbor Ridge LAestyle TBB49935 73195 N SPECIAL 2 ^ G Job Reference (optional) 2e 1-ae Tsai MTIBHS= 9 3xS G 8 4x5 i 7.00 rl2 3x4 11 7 3x4 II 6 O ax6i 45 2 3 32 31 33 6x8 6x4 W 35 34 4x4 + d 7xe = 4x6 11 Sx14 i 4x4 = luate Support Required npr xnzeromueanoasuies, inc. rr rage, ID:r5OfzBCg7uDN nv9fnw5EKLz64Jz-trVo2OZJeK36KOTwDVfMem9f8YaTxm7b5lkzW zl Sx7 sls 13e Scale a 1:119.9 ]xe Wl SHS= 5x6 = ]xB = M= 1043 11 4412 13 5 C 3X 4.511 3x4 29 15 3x4 11 % 6 30 7x10 MT18H5= 2ai 18 3x5 Q 4x5 � 4x5 � 27 19 4x4 26 25 20 17 Sall21 6x 3.00 12 Ox4� 24 23 22 7x8 = 4x4 = d Determination as to the suitability aix14 - 4x6 of this truss component deflection is the responsibility of the Adequate Support Required building designer. zse s-so -she 1�'4 >ra-to BBs isBO 21 14 z&49 31.ez 36110 43.1.11 49dL 2 52 56N a�rr�€Fi�l�F�1 s1 C 1 V; 1 w2 i114 1�. iT-1�2 IT— o-rs�-�3€� Plate Offsets (X,Yy- [2:0-0-4,0-2-0], [9:0-2-8,0-4-4], [11:0-4.0,0-4-8J, [13:0-2-8,0-4-4], [20:0-0-4,0-2-0], [23:0-5-0,Edge], [24:0-5-4,0-0-12], [29:0-5-0,0-4-12], [34:0-5-0,0-4-12], f35:0-5-4.Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.49 29 >999 360 MT20 244/190 TCDL 20.0 WmberDOL 1.25 BC 0.94 Vert(TL) -1.77 29 >358 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.93 21 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.80 29 >788 240 Weight: 753111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 "Except* TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc pudins. 11-13,9-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6A-9 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' 10-29,12-29: 2x4 SP M 30 REACTIONS. All bearings 0-7-10 except Qt=length) 1=Mechanical, 21=Mechanical. (lb) - Max Horz 2=72(LC 5) Max Uplift All uplift 100111 or less at joint(s) 1, 21 except 2=-2485(LC 5). 20=-2486(LC 4) Max Grav All reactions 250 lb or less at joint(s)1. 21 except 2=4711(LC 9), 20=4697(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4789/2650, 3-4=-524/270, 18-19=-524/270, 19-20=-4786/2658, 5-6= 9653/5391, 6-7=-9768/5547, 7-8= 10391/5883, 8-9— 9271/5323,13-14=-927115277, 14-15=-10390/5848,15-16=-9766/5549, 16-17=-9651/5394, 9-10_ 11942/6924, 10-43=-17895/10194, llA3= 17895/10194,11-44=-17895/10194,12-44=-17895/10194, 12-13=-1194216898 BOT CHORD 2-36=-2071/3807, 35-36=-4379/7955, 34-35=4678/8498, 33-34= 4910/9046, 32-33=-4488/8445, 31-32=-4483/8474, 30-31= 389677619,29-30_ 6170/11626, 28-29=-6142/11626,27-28=-3791/7618,26-27=A374/8473, 25-26=-4379/8445, 24-25=-4811/9045, 23-24= 4615/8495, 22-23=-431717952, 20-22=-2007/3804 WEBS 6-34=-373/342, 7-34=-902/426, 7-33= 4431380, 8-33= 3501720, 8-31= 10571714, 9-31=-548/1024, 930=-2914/5046, 1030=-3980/'2426, 10-29= 3688/6713, 11-29=-494/512,12.29=-3718/6713,12-28— 3980/2463,13-28=-2959/5047, 13-27= 552/1024,14-27= 10571721,14-25=-361I720,15-25=-443(369,15-24=-903/417, 16-24= 3731340, 5-35=-1282/688, 17-23=1282/682, 5-34= 530/336, 17-24— 529/327, 3-36=-1266/2288, 3-5=-3520/1994,19-22_ 1268/2287,17-19=-3517/2003, 5-36= 5136/2859, 17-22=5136/2860 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 DO. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. ,&WARNING-Vadfydas/gnparemeters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGE NIF7473ma 10/01Y01SBEFOR£ USE. Design valid for use only with N9rek® connaclon. Ws design Isbased only unon parameters stawn. and Is for an IndlActual Wilding component not a truss system. Before use, the building designer must verify the appllcabBiN of design parameien and properly incorporate this design Inlo the overall Bracing design. Braciindicated is to prevent lxakllrg of Individual has web and/or chord members only. Additional temporary cod permarwni brackg MiTek' Is always required far staNllN and to prevent collapse Wilk possible personal hury and pfoperly damage. For general gudance regordng the fabrication. storage, delivery, erecBon and bnacln0 of trusses and Inlss systems SeeANSIRPII Quality Crilerla, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safelylnfoimatlonavdlodetromiruss RatelmlINte,218N.Lee StreeLSuite312. Alexandri¢VA22314. Terrya,FL 33610 Job Truss Truss Type Oty Ply Harbor Rid, LBeetyle Ta848835 73195 N SPECIAL 2 of 2 Job Reference a tional Chambers Truse, Inc., Fat Pierce, FL 7.64D s Apr 18 2016 KTek Industries. Inc. Wed Jun 20 10:39:512016 Page 2 I D:r5OfzBCg7uDNnv9fnw5EKLz64Jz-L73AGmmPeBzyZ27PxOwslKPrupCN?HgIVH VyziSx6 NOTES- 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCOL=3.Opsh, hs46ft; Cat. II; E1g1 C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 2-4-4, Interior(1) 2-6-0 to 15-9-0, Exterior(2)15-9-0 to 50-2-0, Intenor(1) 50-3-12 to 56-1-4; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s)1, 21 except ft=lb) 2=2485, 20=2486. 11)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 34-37= 30, 29-34=-30, 24-29= 30, 24-40=-30, 1-38=-115, 4-38=-80,18-20= 80, 20-21=-115, 5-9=-80, 13-17=-80, 9-13= 100(F=-20) Q WARNING - Vodlydoslgnpo..fers and RE4DNOTES ON TN/SANDINCLUDED MBEKREFERANCEPAGEM274TJ rev. iNO3kDiSBEFORE USE Design volld for use only with Kicks connectors. TNsdedgn b basetl only upon parameters shown, and Is for an hdAdual bu0dng component, not sot a tnm system. Before use. Ina, bNtlkg destoner must verify itre oppllccRAIty otcleslgn paamelers and properly hcorporate this design Into the overall bldlMdeegn. f9OCIngIndIcatedIstoprevent bucWDgotlydMtludlnmweband/or Chord members only. Atic9lbnoltemporaryandpermanentbadrg MiTek' B dwoys requOetl fIX S}ObBlty al%l to prevenlcdlapse with possble persorgl Yl}nyand property d9naa2. Forgeneralga broaregIXdlgthe fobdcchoD storage, tlelNery, erecgon and bracingollsustesond buss Rn3ems.seeANSUtPII Quality Corona.DSB-89 and BCSI BMding Component 6904 Parke East BNd. safety Information Ovdleble from Truss Pale Institute, 218 N. Lee Street, Shce 312 Alexandria VA22314. Tenon, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge Ldestyle T8949936 73195 N1 SPECIAL 1 1 Job Reference (optional) Uhamaara lmse, Ine., non nelce, rl. KEY-] 12xl4 MT18HS G 7.00 12 6xa i 3x5 i SA MT18HS W B 4 3.5 4 /7- 6 3.5 i 4 5 /I 3.4 1 3 2 35 o Sx14 i 28 Ike MT18HS = Adequate Su port Required �26 25 2] 4x4 Bx10 IVTISHSG 44 a 1,640SApr1920lb MlleKlnOUstnee,In[. Wetl JOa LY 1V:Ytl:>22a1G regal ID:r5OfzBCg7uDNnv9fm5EKLz64Jz-pEdVT6bZ9xJpajdKzex7S3rVdFKRxs103PEr2Oz1Sx5 ass = 8x14 MT18HS= 6x8 = 8 9 3710 23 24 10x14 MT18HS 11 7x2222 7x8 3.00 F,2 Determination as to the suitability of this truss component deflection is the responsibility of the building designer. Scale- 1:110.8 12x14 MT18HS Q 11 3x5 O 6x8 O 3x5 Se '8 S WBJ 12 H 4xNT 133x5O 14 3x4 II 15 311 21 4x4 20 19 16 6x10 MT18HS- 17 ty ll 6 llJ 18 ° 7x8 MT18HS= O 5x14 Q Adequate Support Required 34 3310 94i-5 15-9-0 22 -_14 26-4-0 31-9-2 36-11-0 43-1-11 49i-6 52-8-0 56-2-0 un Plate Offsets (X1)-- [2,0-0-0,0-2-8], [5:0-4-O,Edge1, [7:0-9-4,0-5-8], [8:0-2-12,0-3-12], [9:0-7-0,0-6-01, [10:0-2-12,0-0-12], [11:0-9-4,0-5-8], [13:0-0-O,Edge], [16:0-0-0,0-2-8], If 8:0-5-0.0-4-12L 123:0.5-11.0-5-01, f28:0-5-0.0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in Qcc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.50 23 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -1.80 23 >352 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.69 HOrz(TL) 1.01 17 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Wind(LL) 0.82 23 >768 240 Weight: 413111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 7-9.9-11: 2x8 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3•Except• 7-24,8-23,10-23,11-22: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 Go, purins. BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 1 Row at nr 4-28, 7-24, 8-24. 8-23. 10-23, 10-22, 11-22, 14-18 REACTIONS. All bearings 0-7-10 except Q1=length) 1=Mechanical, 17=10echanical. (lb)- Max Horz2-5(LC4) Max Uplift All uplift 100lb or less at joint(s)1, 17 except 2-2505(LC 4). 16=-2508(LC 5) Max Grav Al reactions 250 lb or less at joint(s)1. 17 except 2=4564(LC 9). 16=4649(LC 9) FORCES. (lb) - Max CompJMax Ten. - Al forces 250 Qb) or less except when shown. TOP CHORD 2-35-6803/3836, 3-35=-6792/3846, 3-4=-6905/4032, 4-5=-8866/5104, 5-6- 8B40/5114, 6-7=-8520/4981,7-8=-10563/6245,8-36=-14847/8594, 9-36-14847/8594, 9-37=-14847/8594,10-37- 1484718594,10-11=-10563/6249,11-12=-8520/4983, 12-13=-8840/5116,13-14=-886515106,14-15=-6903/4032,15-08=-6790/3846, 16-38-680213836 BOT CHORD 2-28=-3054/5628,27-28=-390817327,26-27=-396817570, 25-26=-396317598, 24-25= 3438/6856, 23-24= 5373/10195, 22-23=-5382/10195, 21-22=-3431/6856, 20-21=-395677597, 19-20- 396117570,18-19= 3902/7327, 16-18=-3049/5627 WEBS 3-28=-450/384, 4-28=-2193/1119,4-27=-39/531, 6-27=-368/93, 6-25=-984/681, 7-25=-547/1002,7-24=-2635/4504,8-24=-0721/2306,8-23=-2822/5086,9-23=-450/485, 10-23=-2818/5087,10-22=-3721/2308, 11-22=-2638/4504,11-21_ 548/1001, 12-21=-984/682,12-19=-368/93,14-19=-38/532,14-18=-2194/1117,15-18- 450/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 11-7-3, Interior(l) 11-7-3 to 15-9-0, Extedor(2) 15-9-0 to 51-11-0, Interior(1) 51-11-0 to 56-1-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will IC nurtue on page 2 WARNING-Verltydaslgnparametars and REAONOTES ON THISANOINCLUOE0 MmFKREFERANCEPAGEMOJ413mv.. fOIOYrolssEFOREUSE R Design valid for use orgy WITI MBekd9connectors. Mdesign is based onlyupon parameters snovm. and is for an hdrdual Wilding component,not pf a trusssystem. Before use, line Wticill designer mull verify the oppllomill WeskM promneterss and propedy hor cporate ink design Into the ovemll d&clingdedgn. WminU x9catedislopevenl WckiNgoflndNlduallmssweband/orctardmembersonty. Addliorlaltemporaryandpermanentbracing M!Tek' 5alwoysregdredfwstabllity« topreventcdlcp WthWsslblepersoncikgmyandproMq Wage. For generd gultlance regart9rg ire Iatalcolbrt storage. delivery- erectkm and bracing of tnnle5anci fnrsssystems soaANSI/@I1 Quality Cdterla, DSB-69 and BCSI Bullding Component Safely Infomlallon available from truss Rate hslitule, 216 N. Lee Street, Suite 31Z Alesondda. VA22314. 6904 Parke East BNd. Tanga, FL 33610 Jab TrUnis Fuss I ype Oty Ply Harbor Ridge Lifestyle T9808936 73195 N1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fat Pierce, FL 7.6A0s Apr 192016 MTok Industries, Inc. Wed Jun 29 10:39:52 2016 Page ID:r5OfzBCg7uDNnv9fnw5EKLz60.1z-pEdVT6bZWpajdKzex7S3rVdFKRxslQ3PEr2OziSx5 NOTES- 7) Peter to girders) for muss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1001b uplift at joint(s)1, 17 except Qtdb) 2=1, 16=2508. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 130= 115, 730= 80, 7-11= 100(F= 20), 11-16-80, 16-17=-115, 28-29= 30, 23-28= 30, 18-23=-30, 18-32= 30 Q WARNING-Vodlydes/gaparaaetensanCREAD NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM 74"nev. 10/02201SBEFOREUSE Dedgn valid foruseonlyWth Mfalisconnectons. Moleskin Is basedonlyuPar I ameters shown. and Isform hdlAdual bufldiag component, not a truss system. Before use. the bulic tg designer must verify the appllcabilty of desgn parameters aril properly hcorfwrate ihk design Into the overall bullalngceggn. eachgVrtlkatedlsfoprevent EucWIWoflndWualhusweband/or Chordmembersody. Adaltlorwltemporaryandpenmarentbaciag M1Te1( Is always required for stabully and to prevent Collapse wllh possible Peisorwl hlary and Properly, carnage. For general UWdance reni the fabrication. storage, delNery, erection arfd bacidna of trusses and Ims systems, saeANSUTPII Quality Caloric. DSB49 and BCSI BuOdhg Component 6904 Parka East BNd. safely Infonmallon wdlode fmm Tours Plate toslitute, 218 N. lee Street State 31Z Atexandda VA 22314. Tampa, FL 33610 Job Truss I rues I ype Qty Ply H.t., Ridge Lifestyle T894993] 73195 N2 SPECIAL g 1 I Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL 7.640 s Apr 19 2016 MRek Industries, Inc. Wed Jun 2910:39:53 2016 P.ge t ID:r5OfzBCg7uDNm9fmx5EKLz64Jz.HQAxgRcCwFRgBtBW%MTM_HOdpfgig IzaH3_OaalSx4 3-0.4 9-1-15 15-511 20-9-2 2E 10 314 2 36-7-10 42-11.5 49-1-0 52-id I 6-i-11 6.3-11 S33 533 6.3 5-343 63-11 j1 6-1-11 34}4 Determination as to the suitability 1 Scale - 1:94.7 of this truss component deflection is the responsibility of the Bx14 1VIT18HS= building designer. V11 ex14 MTIBHS= 700 12 6x8 = 8x14 MT16HS= 6x8 = 4x5 i 7z8 WB6 34 4x5 i 2 24 5x10 = 6x10 MT18H5 = 31 5 6 32 20 21 fist 22 4z4 - 23 6z1 4x4 10 MT18HS 3.00 12 W8 18 1Ox14 MT18HS 11 18 fl 8 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. 9 34 17 - 4x4 16 15 6z10 MT18HSO 4x4 a 14 6x10 MTIBHS= 5xIO = LOADING (Pat) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.48 19 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -1.72 19 >363 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.72 Horz(TL) 0.98 13 rJa Na BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.82 19 >760 240 Weight: 40211b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No-2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc puffins. 5.7,7-9: 2x8 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-20, 6-20, 6-19, 8-19, 8-18, 9-18 WEBS 2x4 SP No.3 *Except* 5-20,6-19,8-19,9-18: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=3077/0-3-0 (req. 0.3-6), 13=3077/0-3-0 (req. 0-3-6) Max Horz 1=-1(LC 4) Max Uplif l=-2336(LC 4), 13=-2336(LC 5) Max Gmvl= 079(LC 9), 13=4079(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6921/4000, 23-903615236, 3-4- 8B37/5251, 4-31-8536/5108, 5-31=-831315110, 5-6=-1064416512,6-32=-14880/8913,7-32=-14880/8913,733=-14880/8913, 8-33= 14880/8913,8-9=-10644/6513,9-34=-8314/5110,10-34=-8536/5108, 10-11=-8837/5251,11-12- 9036/5236,12-13=-6921/4000 BOT CHORD 1-24- 3346/5841, 23-24- 3375/5917, 22-23=-434217755, 21-22=4337/7783, 20-21= 382517078,19-20=-5824/10418,18-19=-5826/10418,17-18=-382617078, 16-17=-43387783,15-16=-434317755,14-15- 3375/5917,13-14= 3348/5841 WEBS 2-24-1589/1016,2-23-936/1807,4-23=371/343,4-21=-820/546,5-21=-299/670, 5-20= 2628/4397, 6.20=-3562/2258, 6-19= 2956/5056, 7-19=-413/453, 8-19-2956/5056, 8-18-3562/2259, 9-18=-2629/4397, 9-17-299/670, 10-17=-820/546, 10-15=-371/343, 12-15-936/1807. 12-14-1589/1016 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 15-5-10. Exterior(2) 15-5-10 to 51-7-10, Interior(1) 51-7-10 to 52-1-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 1, 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 6t=1b) 1=2336, QWARNING-Vedly Eeslgn parameters and READ NOTES ON This AND INCLUDED MMEK REFERANCE PAGE MIA7470 rev. 1W 016 BEFORE USE �■� Design volid for use only ulh MlieeD connectors. This design is based only upon p mmeters shown. and is for on IndMdual building component.not [+•��q o truss syslem. Before use, the b Wdeng designer must verify the oWicablity of design parameters and properly incorporate this design Into the Overall bUBdlrgdeslgn. Bracing Indicated is to preventbucUingoflnciNdualtrussweband/mchord membersonly. Addlflonaliemporaryandp rmanentbmchng MiTek' salways recul for stabBltyaild to prevent collapse with possYxe personal Injury end property damage. Forgeneralgmdanceregat➢ngthe fabricaUon, storage, delivery, erection and! bfacBq of trusses and trusssystems. seeANSIRPI I Quality Crlteda, DSB-89 and SCSI Building Component 6904 P.rke Earl Blvd. Safely Information waflabfe from T= Rate ImIltute. 218 N. We Street. Sdfe312 Alexandria, VA 22314. Tarry., FL MO Job TrLss I ruse Type pry Pry Harbor Ridge LBesryle T894993] 73195 N2 SPECIAL B 1 Jab Reference (optional) Chambara Truss, Inc.. Fort Pierce, FL 7.64D s Apr 19 2016 MTek Intlushies, Inc. Wed Jun 2910:39:53 2016 F.D.2 ID:r5OfzBCg7uDNrw9fmv5EKLz64Jz-HOAxgR RgBtBWXMTM_HOdpfgiglzaH3 OarzlSx4 NOTES- 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase_1.25 Uniform Loads (pit) Vert: 1-5= 80, 5-9=-100(17 20), 9-13=-60, 24-25= 30, 19-24= 30, 14-19=-30, 14-28=-30 Q WARNING- VaN/y tleslgnpaTameterc end READ NOTES ON THISAND INCLUDED MITEKREFERANCEPA0EM670T3 rev. 1BN3/2015 BEFORE USE. valid for use ouy Win Milek®connectors. INstleslgn b based only upon paramelers atown, and h for an hdlNdual Wilding component. not Bet a truss system. Before use, the bWldlro designer must verify the appOcablity of desro gn paamelersarxl properly Incorporate rub design Into the overall buldngdedgn.&achglruflcatedtstoprevent WcWingoflndNWualirussweband/mctwrdmembersoNy. AW9lfonoltemporaryandpermanenitxacim M!Tek' baiwaysreWuedforato ityomitoprevenlcollg Wlhpo opersawlhJu pfopedydamoge. Forgenerolgudanceregadngtrre Iabdcalbn storcrge, delivery, erection aril bUxLW of tmsea onu Inncsyste MOANSI/TPII CUaltry Cdtarla, DSB-69 and BCSI BWlding Component 69" Parke East Blvd. Safety Information available from Truss Rate Institute, 218 N. Lee Street. Sute312. Nezand0a VA 22314. Tanya, FL =10 JOD Truss rusS I ype Oty FlyHarbor Ridge Lifestyle TB94BH38 73195 N3 SPECIAL 18 1 Job Reference (optional) Chsmbess Truss, Inc, Fad Pierce, FL 7.640 s Apr 19 2016 MTek 6x10 MT18HS= 7xe WB= 4x12= 3.4 II 4xl2= 7x8 WB= lac. Wed Jun 2910:311,542016 Paget ZXplmi43_bXUw.b3_6PjljwEx6HzlSx3 Scale - 1:93.4 23 22 is the responsibility of the 14 13 building designer. Bxfo = ]x10 axle = 7x10 11 SPECIAL ANCHORAGE, DESIGNED BY OTHERS IS REQUIRED AT SUPPORT(S) LOCATION(S) TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH SHOWN BELOW. a-o-0 la3e M440 26-0-10 3a41-9 41-10o I 17%W �sz-i-a 7-7-15 8-1-7 733-0-4 Plate Offsets (X,Y)-- 11:0-4-0,0-2-4], [2."-8,0.3-0], [3:038,03-0], [4:0-4-O,Edge], [5:03-8,0-2-0], 112:OA-0 0-2-41 113:Edge 0-5-81 114.0-7-0 0-0-01 118:0-7-0 0-5-01 [7:0.5-O,Edge], [8:0-M.0-2-01, [9:OA-0,Edge],[10:03-8,Oa-0],111:0-3-8,0-3-0], 122:0-7-0 0-0-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) -0.74 18 >836 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.65 Ven(TL) -2.02 18 >307 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 1.06 13 n/a Na BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.78 18 >792 240 Weight: 466 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc pudins, except BOT CHORD 2x6 SP N0.2 *Except* end verticals. 18-20,16-18: 2x6.SP 240OF 2.0E BOTCHORD Rigid ceiling directly applied or 4.10-6 oc bracing. WEBS 20 SP M 30 *Except' WEBS 1 Row at midpt 1-22, 2-22, 2-21, 3-19, 5-19, 5-18, 8-18, 8-17, 1-23,12-13:2x6 SP No.2, 3-21,5-19,6.18,8-17,10-15:2x4 SP No.3 10-17, 11-15, 11-14, 12-14 OTHERS 2x4 SP No.3 2 Rows at 1/3 pis 1-23, 12-13, 3-21, 10-15 REACTIONS. (lb/size) 23=335710-3-0 (req. 04-3), 13=3357/0-3-0 (req. 0-43) Max Uplift23=-2098(LC 4), 13=-2098(LC 5) Max Grav23=3567(LC 9), 13=3567(LC 9) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-23=-3491/2071, 1-2— 1038/615, 2-3— 3961/2281, 3-4=-7861/4385, 4-24= 7861/4385, 5-24=-7861/4385, 5-6— 13084/7201,6-7=-13084/7201, 7-8=-13084/7201, 8-25= 7861/4385, 9-25=-7861/4385, 9-10_ 7861/4385, 10-11=-3961/2281, 11-12=-10381615,12-13=-349112071 BOT CHORD 21-22=-603/1045, 20-21=-2356/4059, 19-20=-2346/4113, 18-19= 4522/8116, 17-18---4522/8116,16-17=-2346/4113,15-16=-2356/4059,14-15-603/1045 WEBS 1-22-2088/3525, 2-22=-3525/2211, 2-21=-2416/4232, 3-21-3500/2186, 3-19-2569/4692, 5-19=-3307/1998, 5-18-3211/5746, 6-18=-712/535, 8-18= 3211/5746, 8-17=-3307/1998, 10-17-2569/4692, 10-15= 350012186, 11-15=-2416/4232, 11-14= 3525/2211, 12-14=-2088/3525 NOTES- 1) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h--16R; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 15-2-12, Interior(l) 15-2-12 to 51-10-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 6x8 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 23, 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 23=2098,13=2098. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING- Vsdly design pamomfers end READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MIF7473 my.. faN32015 BEFORE USE Design wild for use only Win MlTek®connectors.7W design is based only upon pmameters shown.and is for an bltllNtlual WildIng component.rot Nil' � a truss system. Before use. the Wicli d dgror must vent' the appllccolity, of design parameters and propedy lncoiporaW this design Into the overall bi9drg tleslgn. &achg MakW hfoprevenl We hgotlxivlduoltnrsswebarsd/mchordmemb mody. McAllonaltemporaryondpelmanenlbrmlog M[Tek Is always required for 5101,111ly MCI to prevent cc0cpae Win possmle pelsonad" aM property clanage. For general glidonce regarding the fablcalkm, storage, delivery, erection oral bracing of busses and toss systems so DANSUTFI Quality Criteria, DSB49 and BCSI Building Componenl 6904 Parke East Blvd. Safety Information avollobie from loss Rote Institute, 218 N. We Street suite 31Z Alexandria VA 22314. Tampa, FL 33610 Job Truss I ruts I ype Uly Ply Hart., Ridge Lifestyle T894gB3B 73195 P MONOTRUSS 63 1 Job Reference (optional) OherdI.I. Tl.m I.C., Fort Flerce. FL 7. 6905 Apr IV 2U1ti MIT eK I0attalueS. InC. Wee JUn 2e IV:JV:%2,l regal ID:70PmszFdafRumoewatlfLyMy11-IcklundghYZXplmi43_bXUw1733VPp7jWjjx6Hz1Sx3 .96-0 6.5.15 113-11-10 30-0 6.5-15 7-5-11 Scale - 1:62.7 360 6-515 13.11-10 36-0 65-15 + 7.5-11 Plate Offsets(XY)- f2:0.0-10-0-121f3:0-6-00-MI,[4:0-0-130-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in ODD) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ved(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Ved(TL) -0.23 5-6 >707 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 HOrz(rL) 0.02 5 n/a n1a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 Weight: 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1 029/1 -0-0. 5=74810-8-0, 1=145/Mechanical Max Horz2=973(LC 4) Max Uplift2= 528(LC 4), 5=-812(LC 5), 1=-123(LC 4) Max Grav2=1339(LC 9). 5=1239(LC 9).1=221(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-3=-1108/262, 4-5=-452/370 BOT CHORD 2-6-831/1255, 5-6- 832/1251 WEBS 3-8=0/385,3-5=-1404/934 Siructuml wood sheathing directly applied or 6-0-0 oc puffins, except end vertices. Rigid ceiling directly applied or 7-11-15 oc bracing. 1 Row at mldpt 4-5, 3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fC Cat II; Exp C; Encl.. GCpi=0.18; C-C Exterior(2) -3-5A to 11-6-12, Interior(1) 11-6-12 to 13-9-14; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=1b) 2528, 5=812, 1=123. 7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verily K/e5/gnP1.0. and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMIP7473 rev. IMMISBEFORE USE }�R D.dcr, valkl for useody wth WeMconneclors. lftlstledgn h based oNy upon poramelers Shown.cm! is for an IncIvitlual WOdhv component.not a Irusssyslem. Before use. Itle butdrg de4gner must verity fhe applkabpity of design parameters and! goperpy Ncomorefe Dlh design Into the overdl i.�Y�tl■� blRtlftarlc lgn. Bra:holntlkatedhtopreventbuckPWoflryJtvU dtlusstveband/orcMrdmemberso y. AtlmlbrnillempwaryaWpennanenfbracllg MiTek' b always required for slolailly and to prevent collapse WM pD&Oblo permM hl¢y and property damage. For general glddance regard gtre fabrkobb storage. delNery, election and Lxoclng of tr a and Ims systems seeAN51/TPl l QuaBly Criteria, DSB49 and SCSI BuIlding Component 6904 Palke East Blvd. Safety Informalion ovdloble from raw Rate In591ule, 218 N. Lee Sheet. Suite 312 Alexandom VA 22314. Tarry., FL 33610 Job Truss, runs Type Oly Ply Habor Ridge Lifestyle TB94994D 73195 P1 MONO TRUSS B 1 I Job Reference o tional ChemOers Truss, Inc.. Aden Z640 S Apr 192015 MITek industries,Inc. Wed JUn 29 10:39:54 2016 Pagel ID:70PecszFdotRumoswatlfLyMy1 klckJUndghY2xp1mi43_bXUM733VPpZjWjlx6Hz1SAS 3-6-0 I 6-s-15 13-11-10 34i-07-5-11 1 \V1111 Scale -1:52.7 4 V3b0 6-5.16-is 13-11-10 65 7-5-11 I Plate Offsets (X,Y)- t2:0-0-1,0-0-121.13:0-6-0,0-3.01.14:0-0-13,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 6-6 >707 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 5 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Mardi Wind(LL) 0.03 6-9 >999 240 Weight: 81111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=102911-0-0, 5=748/0-8.0, 1=145/Mechanical Max Horz2=973(LC 4) Max Uplilt2=-52B(LC 4), 5— 812(LC 5), 1-123(LC 4) Max Grav2=1339(LC 9), 5=1239(LC 9), 1=221(LC 9) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1108/262, 4-5=-452/370 BOT CHORD 2-6-831/1255, 5-6=-83211251 WEBS 3-6=01385,3-5=-1404/934 Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 7-11-15 oc bracing. 1 Row at midpt 4-5, 3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h l6f ; CaL II; Exp C; Encl., GCpi=0.18; C-C EMerior(2) -3-5-4 to 11-6-12, Intedor(1) 11-6-12 to 13-9.14; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with arty other live loads. 4) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom choral and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=528, 5=812. 1=123. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - VerlydeslgnparamefervanE READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE 64IA74TJ®v. 10NJX2015 BEFORE USE Design valid for use only vi] h MTekO connectors. iNsdesign Is based only upon parameters sho9ax end Is for an Individual building component. not ��• G If=system. Before use, the b1Ak&ng designer must verify the oppllcabliryof design parameters anal properly Incorporate India design into the overall bldgdeslgn. BrMhghd]CQI dlStopievantbucNhoOffMiNdualfnrssweband/actardmemberSONy. AticBilorwltemporaryorldpermanenibachg MiTele baiwoys regiretl for SIOFAlifyand to prevent collapse with closable persorxil injury and aolaedy damage. Forgenerolguldalceregardirgihe fabrication storage, delivery, erection and boring of Inrssesand trine systems accANSlymll Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East BNd. Safety Intormallon avaloble, tram Tnac Nate Institute, 218 N. Lee Street. SW1e312 Nexancift VA22314. Tanya, FL 33610 Job Truss I Doss I ype ally Ply Harbor Ridge Usual le T8849841 73196 PBA GABLE 14 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierre. FL 4.6 11 7.64D s Apr is 2016 Wail, Industries, Inc. wed Jun 2910:39:55 2016 V0901 ID:7QPecszFdolRamoewatlfLyMy11-Epth57dSSshORBLvemVg3iT50TIhBJItINTVijzl Sx2 W 3x4 — 10 11 9 12 a 3x4 = W 11 Sx6 = 2x3 11 Scala-1:41.0 LOADING(pst) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress her NO Code F13C2014/TPI2007 CSI. TC 0.43 BC 0.75 WB 0.29 (Matrix) DEFL. in Doc) Wall Ud Vert(CL) tl/a - n/a 999 Vert(FL) n/a - n/a 999 Horz(TL) 0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 801le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-2-0. (Ib) - Max Uplift All uplift 1001b or less at joint(s) 1, 7 except 2=-171(LC 4), 9=-124(LC 4). 10=-656(LC 4), 8=-656(LC 4), 6=-171(1-C 4) Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 2=361(1-C 9). 9=808(LC 9), 10=1043(LC 9), 8=1043(LC 9). 6=361(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-384/340, 4-5— 384/340 WEBS 4-9=457/162, 3-10-859/686, 5-8=-859/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170inph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h-46ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord beading. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at join l(e)1, 7 except Qt=1b) 2=171, 9=124, 10=656, 8=656, 6=171. 9)'Semi -dgid pitchbreaks including heels! Member end fixity model was used in the analysis and design o1 this truss. W) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. O WARNING -Venyy dears. parameter. a ad READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WTI" rev. 10N31015 BEFORE USE. �■� Design valld for use o y With MlTeMeonnectors. 01h d.s M h based.dyuWn parameters shown, a h for an I iAM of bugdhg component, not a truss system. Before use, the bNltllng designer must vedfy thWily e appllcaof design parameteal property hcomaate this design Into tine overall Y�,t +.� butdintl design. Bracing klolcalecl Is 1. prevent buckling of IndlNtlual truss web arid/or chord members any. Atlmtlorwl temporary and permC Wnl bracng MOW h always required for statefl"nd to prevent collapse with poss611e persorwl hlury antl property damage. For general guidance regaral me fabrication storage, delivery, erection and braoing of lmsses and truss system& ses ANSI/IPI1 Cuor ly Criteria, DSB-69 and BCSI Bursting Component 6904 Parke East Blvd. Solely Informollon avo late from Trim Rate Instltute. 218 N. Lee Street, Sidle 312. Nexarldda VA 22314. Tuners, FL 3361D Job Truss runs Type Cry Ply Hagar Ridge Lifestyle TBBdB942 73195 BA is GABLE 10 1 Job Reference (optional) chamber. Truss, Inc. Fad Pierce, FL 3x5 7.640 a Apr 192015 Mgek lndustnes, Ina. Weal Jan 2910:39:562016 P090I ID:70PecszFdo1RumoewatlfLyMyl bils3JTe4DApF2Lw5CU03cvODBsjSto60 1C2BAz1Sx1 4x4 = 1 3 Scale-1:39.1 30 = 10 9 13 8 14 7 630 = 30 = 2x3 11 3x4 = 14-2-e 14.2-e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Ooc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Ven(TL) n1a - n/a 999 BCLL 0.0 ' Rep Strees Incr NO WB 0.19 HorzCTQ 0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Malrix) Weight: 77lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30'Except' 1-95-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcing. REACTIONS. All bearings 14-2-8. (lb) -Max Uplift All uplift 10016 or less at joint(s) 8, 10, 6 except 9=-531(LC 4), 7=-531(LC 4) Max Gmv All reactions 250 Ib or less at joint(s) 10, 6 except 8=552(LC 9), 9=781(LC 9). 7=781(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 2-3=-263/242, 3-4= 263/242 WEBS M=-297/99, 2-9=-607/495, 4-7=-607/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Ops1; h=46ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s)11, 12, 10, 6 considers parallel to grain value using ANSVTPI 1 angle to grain fomrula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 10, 6 except (jt=lb) 9=531, 7=531. 11) Beveled plate or shim required to provide full bearing surface with trues chord at joint(s) 8, 9, 7. 12)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Varllydesign paamats. and READ NOTES ONTHIS AND INCLUDED MTTEKREFERANCEPAGEMIFT473ne,Id 3Q015BEFOREUSE Design valid for use only Wh Mrredgflconnectors. This design Is based only upon Wameters snown. anal is for an Individual Wilding component not a truss system. Before use. lfa bullcil designer must verify the oppffc ly of design parameters and! property lnaporale MIS design Info file overall building design. Wwhg ordloGted k to prevent WcWktg of Inc Mduat lmssweb axf/or chord members only. Addlflonal temporary Ural pormonent bracing MiTek' N always factored! for sfabglN and to prevent col with possible personal" anxt property damage. For general eutcolce regarding lire fabrication storage. delivery. erector, anal bracng of lmsses and loss systems, seeANSUIPII 9ual Monte. DS949 and BCSI Buffeting Component 004 Parke East Blvd. Safety Informallon Oval from Truss Rafe Imglute, 218 N. Lee Siraet. Suife 31Z A.eaodda, VA 22314. Terry., FL 33610 Job Truss Truss Type Cry ply Horror Ridge Ldestyle T8949943 73195 PBA2 GABLE 1 1 I Job Reference (optional) Chamber. Truss, Inn, Fact Pierce, FL 3x4 II 2.3 II 2.3 11 7.640 s Apr 192016 MTek Industries,Inc. Wed Jun 291 D:39:562D16 Paget ID:70PecszFdotRumoewatlfl-yMy11-i7s3JTe4DApF2Lw5CU03cvOKysottmx0_1 C2BAz1 Est 2x3 II — ( 3x4 II EPA I� d Scale - 1:35.6 3x4 = 10 9 a 7 6 2x3 11 2x3 11 2x3 11 3x4 = 14-2-E 14.2 a LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vert(TL) nra - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 HOR(TL) 0.00 12 n/a Na BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 82lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-8. Qb) - Max Uplift All uplift 10016 or less at joint(s) except 8=-552(LC 4), 9= 502(LC 4), 7=-502(LC 4). 10=-152(LC 4). 6=-152(LC 4) Max Grav All reactions 250Ib or less at joint(s)10, 6 except 8=730(LC 9), 9=664(LC 9), 7=664(LC 9) FORCES. (lb) -Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. WEBS 3-8=482/576, 2-9=-439/527, 4-7=-439/527 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent Water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL= I5.Opsf. 9) Bearing at joint(s)11, 12, 10, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552lb uplift at joint 8, 5021la uplift at joint 9 , 5021b uplift at joint 7, 16216 uplift at joint 10 and 152lb uplift at joint 6. 11) Beveled plate or shim required to provide full bearing surface Win truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the hugs are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-100(F=-20), 6-10=-30 A WARNWG-Wad[ydealgaparamerernand READ NOTES ON THIS AND INCLUDED MmSKREFERANCE PAGEM 74"nic, 1aN3 ISSEFORE USE Design valid for use only with NlnelrG,connectors. Tins design is based orgy upon parameters shown,or Is for an bWMtlual bulcury component, not �' a Inrss system. Before use. me bWici designer must verity the appllcab9lty of design parameters and property Inconwrale ails design into the overall bulldhgdeslgn. BracigixlkWe topreventWcklingofInONlduallnsssweba /orchordmemb noNy. Atlr98orolfempotaryandpermarceriftec ig MiTek' h always required for treaty, and to prevent cotlapw with poss811e personal Injury anal property, darnoge. For general guidance regarding the fabdcatlon, storage, delNery, erection and braclng of Inueses and truss systerr4 seeANSI/Mil Quality Criteria, DSB-89 and BCSI BuBding Component 6904 Petite East Blvd. Safely Information ovairable from Truss Rate WItute. 218 N. Lee Street Sulte312. Alexandria. VA22314. Tanga. FL 33610 Job Truss FUSS ype Oty Ply Harbor Ridge Lflesyle T894B944 73195 PBA3 GABLE 1 1 Job Reference (optional) Cbembers Truss, Inc., Fort Pierce, FL 3x4 = 1 192016 Mfrek lnduetries. Inc. Wed Jun 29 10:39.57 2016 2x3 II eta II ` 1 3x4 = 3 4 v 5 Scale - 1:41.3 3x4 = 10 9 8 7 6 3x4 = 2.3 11 3x4 = 3x4 = 14-2-8 14-2 8 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) r/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) file - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.00 12 n/a r/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: III lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-8. (Ib) - Max Uplift All uplift 100lb or less at joint(s)10, 6 except 8=-553(LC 4). 9=-554(LC 4). 7=-554(LC 4) Max Grav All reactions 250 lb or less at joint(s)10.6 except 8=741(LC 9), 9=656(LC 9), 7=656(LC 9) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-8=-482/577, 2-9=-440/527, 4-7=-440/527 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psl; h=46tt; Cat 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate gdp DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (none] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0ps1. 9) Bearing at joint(s) 11, 12,10.6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 10, 6 except (jt=1b) 8=553, 9=554, 7=554. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5_ 100(F=-20), 6-10=-30 ®WARNING -Vortrydoaignparametemand READNOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMw473 rev. 10NY2OIS BEFORE USE Dedgn vdld for use orry WIh MITekO comtectors. rMdedgn h based orty upon parameters shown and h for on bxllvidual WildIn g component, not a Imsaystem. Before use. the biking deslgrer must vedfy the oppllcabAity of design parameters and properly Incorporate this design Into the overall WBtllrg tle9gn. Bacbnglndicatedhtoprevenl WcldingoflydWd OusweborKVo Chmdmem mONy. Ad ffonaltempororyartlpermanentbracing MOW halways requred for stabAlly and to Wevenl collapse with possVe personal nW and property damage. For general gultlonce regardls>B the fabdcatkxtstorage, tlelNery, erection ord bracino offinJaesond rarsaystems WeANSUTPII Gua9ty CdtGro,DSB-89 and SCSI BUBding Component 6904 Parke East Blad. Safety IntormaAon avaAaDle from Tres Hale InsBNte, 218 N. Lee street, Suite 31Z Alexandra VA22314. Tarrya, FL 33610 Job Truss iruss type aty Ply Harbor Ridge Ldeeryle T8949945 73195 PBA4 GABLE 1 1 Job Reference (optional) Gberabw. Trum I..., Fod FL ].6405Apr w2o16 it exlnooc..as, lac. Wea Joe 29, o:Js:w zu, ti Yage1 ID:7OPecszFdotRumoewatltLyMy11- BORWpfi_Tx6gUVHmBX197WJG8=OE9ChycjczlSxO 14-2-8 14-2-8 3x4 = 2T3 II 21C1 II 2x3 11 3x4 = Scale: 1/4'=1' 1 2 3 4 5 12 0 10 B a 7 6 3x4 = 3x4 = 2.3 11 3x4 = 3x4 = 14-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) file - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr I WB 0.58 HorzCTL) 0.00 12 n/a We BCDL 15.0 _ _ Code FBC2014TPI2007 _ (Matrix) Weight 123lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOTCHORD 2x4 SP M30 end verticals. WEBS 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 WEBS 1 Row at midpt 1-11, 5-12, 1-9, 5-7 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-8. Qb) - Max Uplift Al uplift 10011b or less at joint(s)10, 6 except 8=-553(LC 4), 9=-558(LC 4), 7=558(LC 4) Max Grav All reactions 250 to or less at joint(s)10, 6 except 8=741(LC 9), 9=660(LC 9), 7=660(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3.8=482/577, 2-9=440/527, 4-7=-440/527 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cal. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with 13CDL = 15.0psl. 9) Bearing atjoint(s) 11, 12,10, 6 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of beating surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)10, 6 except (jt=lb) 8=553, 9=558, 7=558. 11) Beveled plate or shim required to provide lull bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss. 13) In the LOAD CASE(S) section, loads applied to the face of the huss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 100(F=-20), 6.10— 30 ,& WARNING -Vedlydoxlge paremeI..dHEADNOTES ON THISANU INCLUDED MMEKREFERANDE PAGEM11-7479rev. 1W03/Z 15 BEFORE USE Dedgnvalidfameonlywlih MBelcDconnectom.I&design Is based only upon parameren shown. and is form hdlVArxsl Wldlrg component.not alrrassystem.Befaeuse.ih MdiWdeslgrcrmmtvertyrheapplkobBltyofdedgnparometemmd propedyhcorporate lhLSdeslgn Into free overall bIDrgrg deLGn.Brmhglndkatedlsto Weventb=WlrgoflndfML ltmus baW/mctardmemW,soNy. Add9l1orallempaaryaWpermmentbrac1rg MiTek' balwaysregWredfasto lltymdfopreventcollaps W hposlblepemo hjwym prop ayd=cige. Fa General gWtlmce regarNng the fabrlcallon, storage, delNery, erectlm cnd McdW of mesesaW Inaacy4ma. s AN51/mll Quality Criterla, DSB-89 and BCSI Bullding Component 6904 Pork. East Bad. Safety Intormalion malable from Inns Rate Institute. 218 N. Lee Street. Sure 312, Alexandra, VA 22314. Tanga, FL 33610 J00 Truss Truss Type my Ply Harbor Ridge Lifestyle Te949946 73195 PEAS GABLE 2 1 Job Reference a Lionel Chambers Truss, Inc.. Fat Pieme, FL 3x4 II 2x3 II 2x311 V 2x3 II 3x4 II Scale -1:34.0 1 2 3 Vl 4 5 I IT 12 0 axe 11 a,3 11 3x6 11 3x4 // it-5.4 11-5.4 Plate Offsets MY)— 16:0-1-0.0-1-81110:0-1-0,0-1-81 LOADING(pst) SPACING- 2-0-0 CS]. DEFL, in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.75 Vert(LL) Na - Na 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Hou(TL) -0.00 12 Na Na BCDL 15.0 Code FBC2014rtP12007 (Matrix) Weight: 721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verffcals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. fib) - Max Uplift All uplift 1001b or less at joints) 10, 6 except 8=-705(LC 4). 9=-533(LC 4), 7=-533(LC 4) Max Grav All reactions 250 Ill or less at joint(s)10, 6 except 8=764(LC 9). 9=557(LC 9). 7=557(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-506r731, 2-9= 384/552, 4-7= 384/552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing aljoinl(s)11, 12,10, 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 10, 6 except (jt=lb) 8=705, 9=533, 7533. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100(F= 20), 6-10- 30 Q WARNING-110MY deslgnparametersanCREAD NOTES ON TNIS AND WCLUDED MmEKREFERANCEPAGEM4T4T0 re¢ I0N32015 BEFORE USE, Design valid for use only with Mlleleb co sixactors. Pits design fr based only upon parameters shown, ax! Is for an YxgNdual bulding, component, not �' a truss system. Before use, fhe b6hllrsg designer must Verify line appllcablilty ofdedgn parametersm and property h000mte this design Into the overall bWtllrgdeslgn. WmhglrKfi atedMopreventWcldingotVWNlduollnmweboM/orctardmemb monly. AdAfloraftemporaryasdpermarentbrachg MiTek' vIAlhpos6Ne iBdCa51f6cue rdlIng d hluryandprorpl e Rfatlxwkaayilom alceadgefa. dselalivbei0ryy.aecitor aeve bracing of trusssystenn�uadily Word, Dr SB-89end CogmlxMenanl 904 Parke East Safety Inrormallon avrnade from Truss Plate Institute. 218 N. Lee Shreef, Sure 312. Alexandib, VA 22314. TepFL 33610 Job Truss I fuss Type ply Ply Harbor Ridge Ueslyle TB94994] 73195 PBA6 GABLE 2 1 Job Reference (optional) Chambers Trusa, Inc., Fort Pierce. FL 3x4 = 2x3 11 2x3 11 -14 2x3 11 3x4 Scale - 1:40.5 1 2 3 4 5 3x4 \\ 10 9 8 7 63x4 6xe = 2x3 11 6xB = 11-Sri 1 LSd Plate Offsets (XY)- f6:0-1-4,0-1-81, f7.,"-8,0.3-01. f9:0-3-8,03-01, f10:0-1-40-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Ved(TL) rVa - n/a 999 SCLL 0.0 ' Rep Stress Incr NO WB 0.42 Hoa(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 100111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. gb) - Max Uplift All uplift 100111 or less at joint(s)10, 6 except 8�707(1_C 4), 9=-543(LC 4), 7=-543(LC 4) Max Gmv All reactions 250 Ib or less at joint(s)10, 6 except 8=765(LC 9), 9=564(LC 9), 7d64(LC 9) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-5077732, 2-9=3821550, 4-7=-382/550 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46h; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 440-0 oc. 7) This tmss has been designed fora 10.0 Pat bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Ops1. 9) Bearing at joint(s)11, 12,10.6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing SIT flaw. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 10, 6 except (jt=lb) 8=707, 9=543, 7=543. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100(F=-20), 6-10=-30 A WARNING- Verlydeslgn parametersead READ NOTES ON MIS AND INCLUDEDMITEK REFERANCE PAGE Ull-74M.e. 101012015 BEFORE USE Des1�1 valid for use only with WelcDconneclors. thhdesign Is basetl oNyupen parameters shown, and Is for an 91dlAc!ud Wgding component, not �� a truss system.Before use. the baddhg designerdesign must verify the applicability c poasmolers and properly Incorporate tM design Into the overall bugO0xldeslgn.&achgh atedistopreveniWCNIMoflydtvldualWN weba /orel dmembmoNy.Addffonallempaaryorxlpermanenfbwing MiTek' h always tegWretl for slaWityand to prevent collapse with possmle persorwi hlmyand popeM damage. ForgeneralgddanceregaWgthe fabrication, storage, degvery, creation and bracim of fnasesantl tnlsssysfems.—MSl/iPll Dually C0lerla, OSS-S9 and SCSI Busding ComPonenl 6904 Parke East Blvd. Safety Information available trail inns Plate Institute, 218 N. Lee Stree6 SWte312 Mexandra,. VA22314. Terry., FL 33610 Job Truss I russ I ype ty Ply Harbor Rid, Lrestyle TBB4BB43 73185 PBA7 GABLE 2 1 � Job Reference (optional) Ch.rhl,m Truss. Inc., FM Pierce, FL 23II 3z4 = 2x3 11 2x3 3z4 - Scale = 1:46.9 1 2 3 4 5 12 10 9 a 7 6 3x4 \\ 6xB = 2x3 11 6x8 = 3x4 // 11-5.4 11-54 Plate Offsets(X,YI-- 16:0-1A.0-1-81,110:0-1-4,0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (too) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) n/a - We 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) We - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 WEBS 1Row at midpt 1-11.5-12 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-54. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10, 6 except 8=-708(LC 4), 9=-542(LC 4), 7=-542(LC 4) Max Grew All reactions 250lb or less at joint(s)10, 6 except 8=766(LC 9), 9=563(LC 9), 7=563(LC 9) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=508/733, 2-9=-381/548, 4-7=-381/548 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; ha6ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 pal bottom chard live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s)11, 12, 10. 6 considers parallel to grain value using ANSI/ PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of Vuss to bearing plate capable of withstanding 100lb uplift at joint(s)10, 6 except ljtdb) 8=708, 9=642, 7=542. 11) Beveled plate or shim required to provide full bearing surface With Russ chord at joint(s) 8, 9, 7. 12) "Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Iron/ IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 100(F=-20), 6-10=-30 ,&WARNING-V.dydeelgnparametenand READ NOTES ON THISAND MCLUDEOM?EKREFERANCE PAGEMII-74M rev. IdIXt2GISBEFOREUSE �■�' Design valld for use oNywtth MlTekVemnscloD. lhhdeslgn Is based orgy upon parameters shown, ardh form nelyoual turtling component not ofrussyearn. Before use, the bWldra designer mustverify fine appllcabrly of design parameterand propedy Incoporate f lsdesign Into line overall burdngdeslgn. &achgbxB edlstopreventWckllrgoflrWNWu iwzweba /orct dmemb moNy. Addflonaltempmaryardpermanentbracing MiTek' b always regWredfor sfabrlNold to prevent collapse, wllh posy o personal hjury and property damage. Forgenerdguldonceregardngthe (ab6colbn. slomua. dellvery, erecron and bmoing of Irusesard Irusssystems. seeANSI/IPII Quality criteria, DSB49 and BCSI Burding Component 6904 Parke East BNd. SafetyInformation avdlable from ins Rate h EWfe, 218 N. Lee Stre L SWte312 Alexan dm VA 22314. Tarry., FL 33610 Job Truss rins Type Qty Pty Harbor Ridge Lnestyle TBB4B948 73195 PBAII GABLE e 1 Job Reference o Banal Chambers Truss, In.., Fort Pierce, FL 3x4 = as II W 11 2x3 11 3x4 = 10 e 6 7 6 3x4 \\ 6x6 = 2x3 11 6x8 = 3x4 12 d Plate Offsets(X,Y)-- 16:0-1-4,0-1-81,110:0-1-4,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Ven(LL) n/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 VerI(TL) r✓a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 1201to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 WEBS 1 Row at midpt 1-11, 5-12, 3-8, 2-9, 4-7, 1-9, 5-7 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. (Ib) - Max Uplift All uplift 100111 or less at joint(s) 10, 6 except 8=-708(LC 4), 9=-542(LC 4), 7=-542(LC 4) Max Grav All reactions 250111 or less at joint(s) 10, 6 except 8=766(LC 9). 9=562(LC 9), 7=562(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-5081734, 2-9— 380/547,4-7=-380/547 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for v/Ind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, vAth BCDL=15.0ps1. 9) Bearing at joint(s)11, 12, 10, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 10, 6 except 6t=1b) 8=708, 9=542, 7d42. 11) Beveled plate or shim required to provide lull bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-100(F=-20), 6-10=-30 Q WARNING -Vedtyded1n Parameter; And READ NOTES ON THIS AND INCLUDED Mn-EKREFERANCE PAGE M 7471mv 10/031015 BEFORE USE �■� Deign valid for use only With MITOW connectors. TNsdesign b based only upon Parametersshown, and Is far an InWdud bu9tling componenl, not a tnm syslem. Before use, the Wlldrg designer must veflfy the applicaulty of design parameters arxi properly Incorporate thisdesign Into line overall +•��p bUldngdcW0n.Bi=hglndlcatedlstolxevenl WcMlWof IntlM ltrussweba lwcWrdmembersor4y.AddiflonallemporaryontlpermanenfbracUg M!Tek' Is always required for stablllly and to prevent collapse vAlh possmle personal hyay and properly tlamage. Fof general gddance regarding the faWballon.storage. delNery. erecllon aW btacing of musses and truss systems, seeANSI/TPI I Quality Crltefla. DSB49 and BCSI Building Component 6904 Parke Eesl BNd. Safely Informetton avdlable from Truss Rate Instllule. 218 N. Lee Street. Sdfe 312 Plexotxlda. VA 22314. Tanga, FL 33410 Job russ I russ I ype ary Ply Harbor Ritlge Ldeeryla T9949950 73195 PBAA GABLE 2 n G Job Reference (optional) Chambers Tmee. Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mnek Moraine, Inc. Wed Jun 2910:4090 2016 Page 1 ID:7OPecszFdotqumoewatllLyMy11-am5agrhbHOKfJXyEsRK5?mlA?KUAKpe?cufAGJn1 SWz 35-12 3-5-12 3x4 11 Scale - 1:13.2 3 3x4 = 3i-12 3x4 = 5 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (Ioc) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Val n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(TL) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 WE Na BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/slze) 1=-80/3-5-12, 5=0/3-5-12, 2=299/3-5-12, 4=118/3-5-12 Max Horz 1=199(LC 4) Max Upliftl= 251(LC 6), 2=-428(LC 4), 4=-136(LC 4) Max Gravl=267(LC 4), 2=539(LC 9), 4=197(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-301/273 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3') nails as follows: 2x4-1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3) nails as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CABE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0psC h=46ft; Cat. II; Exp C; Encl.. GCpi=0.18: C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (nomlal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 Go. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s)1, 5, 2, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb)1=251, 2=428, 4=136. 11) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. A WARNING- Verify deagnparamelera end READNOTES ON MS AND INCLUDED MREK REFERANCE PAGE MIA7473 rev. IeTld 016 BEFORE USE Design wild for use only vAlh MnekD connectors. l dedgn B based only upon parameters shown. and Isfor an hdlvitlual bulding component. not a truss system. Before use. the building designer must verify the oppllcaUlty, ofdeslgn parameters and properly hcolporate ihk design Into the overall r Duldin9ciedgn. Brachgkdkatedlsfop:evenlbucklhgofO tvU altmsewebard/orctxxdmemb moNy. Addllionallemlrraryandpermanentbrcoing MiTek' Is always required for Moodily antl fo prevent cdlcp Wlh poNIb10 persvrd Mary and property comage. For General guidance regardhg the fobrk:atiom storage, delivery, erecBon and brachv of busses and true Wsfams s ANSUTPI1 Quality Criteria, DSM9 aM BCSI Building Component 6904 Parke Eoet Blvd. Safety Informatlon available from Inca Rale Velffule. 218 N. Lee Street, Sulle 31Z Alexandria. VA Mid. Tampa, FL 33610 Job Truss Trms Type Oty Ply Harbor Ridge LBealyle T8949851 73195 PSB GABLE 2 1 I Job Reference (optional) Chambers Truss, Inc., For Pierce. FL 7.640 s Apr 19 2016 N17e1, Macaw., Inc. Wed Jun 2910:40:00 2016 Page 1 ID:7OPecszFdotRumc awatlfLyMyl l-am5a9rhbHOKhXyEsRK6?m WwUOWpbecufAGJnISwz Scale =1:34.1 7.00 12 44 = 2x3 11 3x6 = 2x3 11 3x4 = 3x4 = 12 11 10 9 8 2x3 11 w II 3x6 = 2x3 11 3x4 O Plate Offsets(XYI- f7:Ed(je0-1-81,f8:0-1-00-1-81 LOADING (Pat) SPACING- 2-0-0 CST. DEFL. in Ooc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) r/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.22 HOrz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014rTP12007 (Matrix) Weight. 611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-3: 2x4 SP No.3 and verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 19-5-12. (Ib)- Max Harz 1=112(LC 4) Max Uplift All uplift 100lb or less at joint(s) 1 except 2=-149(LC 4), 8=-276(LC 4). 9=-688(LC 4). 11=-616(LC 4). 12= 259(LC 4) Max Grav All reactions 250 Ib or less at joint(s)1, 2 except 8=397(LC 9), 9=992(LC 9), 11=875(LC 9). 12=411(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-319/292 WEBS 6-9=-7941726, 4-11=-7101649, 3-12=-294/288 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h--46h; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 03-7 to 17-3-0, Exlerior(2)17-3-0 to 19-4-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord beading. 5) Gable studs spaced at 6-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 13,8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 1 except (jt-- b) 2=149 , 8=276, 9=688, 11=616, 12=259. 10) 'Semi -rigid pilchbreaks including heels" Member end fix ty model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base Truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Q WARNING -Vedtydasl9a parametersnnd BEAD NOTES ON THIS AND INCLUDED MmaKREFERANCEPAGEU1.7 at,IdALT0f5 BEFORE USE �■�' Design volld for use only with ViTekS,connectors. This design is baued only upon poometem shown, and b for an iravidual WSWg component. net a miss system. Before rae, the Wilding designer must verify fee applicalAity of draign poramadesign eters anti properly trwporate thb Into the overall +.�i■o buidnIcaslgn. Bmtnglntllca lstoprevent WCM[Woflntl UO tnm bandlmeWrdmembmonly. Addllorwltemporoyandpermarenibracbq MiTek' b always required for stabilN and to prevent collopse with possible personal Injury arxl propedy, damage. For general g rickna, regarding the fatxkwfbn. storage, calvary, erection and bracing of trusses and truss sysfems. saeANSI/TPII Quality Criteria, DSB49 and BC51 Buliding component 69N Parke East Btvd. Safety INormalion avdlabte from iris Rate Institute. 218 N. We Street. Sulte312. Alexandria, VA 22314. Tanya, FL 33aM Job Truss T runs Type Oty Pry Harbor Ridge LBesryle T8949951 73195 PS GABLE 2 1 Job Reference (optional) welrleers Irvss, Inc., Fen nerCa, rL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2= 114, 2-3=-80, 3-7=100(F-20), 2-B— 30 7.a40 s Apr 192016 N➢ I eK Industries. Inc. Wed Jun 29 10:40:00 2016 Paget 1 D:70PecszFdotRumoewatlf LyMy11-am5a9mbHOKhXyEs RK5?mlAavU0W pbecufAGJlalSwz J Q WARNING -Vedlydesr9nparamefero antl HEAD NOTES ON THISANO INCLUDED MNEKFEFERANCE PAGEMB-74M rev. AsTa2015 BEFORE USE valld for use ordy Win MBek®oonneclorn. INsdedgn Is based only upon parameters Blown. antl IsIm an hdNldud bupdhg component. not sotDesign a buss system. Before use, the bdldng designer must verify one onnicabBlty of design parameters and properly Incorporate M%design Into the overall bullclingdoslgn.&achgldlcatWd toprevenlWc9JhgofiMNdudtnsssweband/orct rdmembersoNy.AdcHonaltemporaryandpermanenlbroclsg MiTek' Isalways reculred for stab0ltyand to prevent Collgxe Wth poss¢Ne, pelsortd hjuryand property damage. For genera 9ddance regardrg the fabrkalbn, stowage, deli erec8on and btac tr of Imsses and tnlsssystemi s ANSI/TPII Quality Cdfeda, DSB-89 and SCSI BiAding Componenl 6904 Parke East BNd. Salary Information wdlable from Ines Nate Institute. 218 N. Lee Streetr, Site 312. Mexanddo. VA 22314. Tmrpa, FL 336I0 Jab Truss Truss Type aty Ply Harbor Ridge Ltiestyle 8949852 73195 PBB1 GABLE 2 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 a Apr 19 2016 MTek Industries, Inc. Wed Jun 29 10:40:01 2016 Page 1 I D:70PecszFdotRumoewatlfLyMyI1-2zfyMBiD2iSY96p2?1 cEJzj4FtLmY2317JwprNzl Say 43-0 19-5-12 43-0 15-2-12 IScale = 1:34.1 ass = vnn 7 2x3 11 2x3 II 3x4 = 36= 10 9 a 7 2x3 11 3, = 2x3 11 3x4 \\ iMSE Plate Offsets (X,Y)-- r2:0-5-4.0-0-01, f3:0-4-0.0-24 I6:Edge-0-1-81 f7:0-2-0 0.1-41 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n(a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.77 Vert(fL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 11 n/a Na BCDL 15.0 Code FBC2014/TPl2007 (Matrix) Weight: 66 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 20 SP No.3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-5-12. Qb) - Max Horz 1=223(LC 4) Max Uplift All uplift 1001b or less at joint(s) except 1=-1038(LC 9), 2=-1167(LC 4), 8=-631(LC 4), 10=-653(LC 4). 7— 296(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=831(1_0 4), 2=1670(LC 9), 8=909(LC 9), 10=967(LC 9), 7=422(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-590/664, 2-3-261/104, 6-7=-327/297 WEBS 5-8=-747/687, 4-10=-755/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=.170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=46fl; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 Be. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 8) " This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 9) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1038lb uplift at joint 1, 1167lb uplift at joint 2, 631 lb uplift at joint 8,653 lb uplift Silent 10 and 296 It, uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 4L WARNING -Verily deel9n parameters, add READ NOTES ON TINS AND INCLUDED MITEKREFERANLE PAGE MIP7473 rev. 10,M015 BEFORE USE. Design valid for use only Win MITekOconnParameters ectors. This design Is based only Upon Pmeters shown, anrJkdfltli for on htllNdual ng component. nor �R' a truss system. Before use, the binding desipmr must verify the applicability of design Ometers apropedy hcoipofafe thk design Into the overall mcnd 7 bWNrgdeslgn. Bracing IndicatedIstopreventWCNlegoflndlvklualhussweband/or chord members only. Addtlionaltemporaryandpennanenfbracing M!Tek' Isalways requred for stabpse 0ltyand to Preventcollaarm posffite personal hlury and property damage. For general guidance regarding the fabdcatboa storage, deilvery, erection ss ew and braciigof tiutwsantl trulemt saaANSI/TPII Quality Ciliate. DSB49 and BCSI Bu a ing Component 6904 Parke East B Hd. Safety Information available Into Inure, Plate Institute, 218 N. Lee Street Suite 312 Alexondda VA 22314. Tanga, FL 33610 rb Truss Truss Type pry Ply Harbor Ridge Lifestyle T89499U 73195 PBB1 GABLE 2 1 Job Reference r lional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 114, 2-3— 80, 3-6=-100(1` 20), 2-7= 30 7.640 s APT 192016 MTek Industries, Inc. Wed Jun 2910ADC12016 Paget I D:7Q PSaazFdolRumoewalllLyMyl 1-2ztyMBiD2SV96p2?7 cEJzj4FtLmV2317JwprNzl Swy J ®WARNING.Verify design pa..ft..rt READ NOTES ON 7NEIAND INCLUDED MmgKREFERANCE PAGEMX74n., ta41.L2015 BEFORE USE. �■� Design valid for use only With MRekOconnectors. Tnlsdedgn B based only upon parameters shown. aM is for an kWlvldud Wilding component. not a lass system. Before use, the building designer must verify the applicability of design parameters and prolocrly hcorporaie Rds deslgn Into the overall +�,■p buddirgdesign. Brwhglndicate istopreventWckilWOflrWlvldualimsswaba /orclwrdmemb moNy.Ad<9flonolfempor mdloeananentbrackg MiTek' It always required for vic"Ity and to prevent collapse Win Praeger, p nonai hjury and properly damage. For general'"donoe regarding 8u fabrication, storage, delivery, ereclion and braclrg of losses and loss eysmacc seeANSUIPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information malclole from Try Rate Inslitute, 218 N. Lee Street, Sulte312 Alexandda. VA 22314. TaRpa, FL 33610 Job Truss Truss Type pry Ply Harbor Ridge Lgeslyle T9949953 73195 P5132 GABLE 2 1 Job Reference (optional) Chambers Thaw Ina, Pon Pierce, FL TEPID S Apr 192016 MRek Industries, In. Wed Jun 291aA0oI 2016 Paget I D:70PmszFdotRumoewatlfLyMyt l-2zfyMBiD2iSY96p2?I cEJzj7ltNSY2pl7JwprNzl Swy 63-0 19-5-12 63-0 13-2-12 3x6 = 3 6 11 4 5 TOO 12 as II 3 12 3x4 = 12 2x3 11 10 2x3 11 3x6 = 2.3 11 9 W II a 3x4 Scale - 1:34.1 Plate Offsets(YY)-- f4.,0-3-00-1-121 f8:0-1-00-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL ' 1.25 BC 0.67 Vert(TL) r1/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Hoa(TL) 0.01 13 n1a nfa BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 74111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except 4-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-5-12. (lb)- Max Horz 1=335(LC 4) Max Uplift All uplift 1001to or less at joint(s) except 1= 226(LC 6), 2= 259(LC 4), 9=-698(LC 4), 11= 538(LC 4), 8= 262(LC 4), 12= 356(LC 4) Max Grav All reactions 250lb or less at joint(s) 1 except 2=404(LC 9). 9=999(LC 9). 11=787(LC 9). 8=379(LC 9), 12571(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 jib) or less except when shown. TOP CHORD 1-2=411/369, 7-8= 301/274 WEBS 6-9= 8061740, 5-11=-632/568, 3-12=-472/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent Water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s)13, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 226lb uplift at joint 1, 259 lb uplift at joint 2 , 698lb uplift at joint 9, 5381b uplift at joint 11, 262 lb uplift at joint 8 and 356 It, uplift at joint 12. 11)'Semi-dgld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard OWARNING - Vanydeslgnparamefer. findREAD NOTES ON MIS ANDINCLUDEDMREKREFERANCE PAGEMl1.7473 rev. 10N 016BEFORE USE Dedgn vdid for use arty with MBekO connectors. Ihh dedgn k besetl only upon puaramelers shown, and Is for an Includual buAtlirg component, not a It=system. Before use, the Wildng tlesigi er must vedy the appllcabIlity, ofdeagn parameters antl propelly Incorporate Ihk design Into the overoll bfidrg Eedgn. Brwhglntllcatetllsloprevent WcWlrgottMlvlclualfn> bcndlorcWdmembersoNy. Addllonallemporaryantlpermonentbw(W Welk' 6alwaysrequlred for stab01iyonal to prevent collgxe with possible persorlal InAAy an l pfoperly tlarnage. For generd 9rddance fegordrg the fabrication storage, delNery, erection ondtxocirg of ImsesarW Imsrystemx seeANSUIPII Quality Criteria, DS339 and BCSI augdng Component 6904 Perk. East BNd. Safety Infofmaflon avdiade from trust Rafe Indllule,218 N. lee street suite 31Z Alexandria. VA 22314. Tarrya, FL 33610 Job Truss I russ I ype 0ty Pry Herbor Ridge Lifestyle T8949953 73195 PBS2 GABLE 2 1 Job Reference (optional) Chunine Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-4=-80, 4-7=-100(F_ 20), 2-8= 30 7.641) 3 Apr 19 2016 MRek Industries. Inc. Wed Jun 29 10:40:012016 Page 2 10:70PecszFdotRumoewatllLyMyl l-2xfyMBiD213Y96p2?I cEJzj71 W SY2pl7JwprNzlSwy Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF74Y4 rev. A VIGOIS BEFORE USE. Design vd[d for use only Win MI1ek® connectors. This design Is based only upon parameters shown, and Is for an IIx11NWal WLtling component, net a trim system. Before use, the bulking designer must verify the oppibabli ty of design parameters and properly Incorporate ttVs design Into the overdl blRdngdesign. Br c glrltllcate istopreventWcWlMoff Wlvltl M1 webGr lorcWrdmemb mody. A ditbrwltemp«aryandpennarentbM[W MiTek' hdwaysrgUredforsta lly dtopieventcollaps Wthpos operwr hlwya propedyd age. ForgeneralgWdonceregardngthe fabdcallon.storage, delNerL erectionandbradrgoflnlsesond lmssystems-seOANSUTPII Quality Marla.DSB-89 and BC5l Building Component 6904 Perce Easl BNd. Safety Informallon wdlade from inns Rate Institute, 218 N. Lee Steel. Sulte 31Z Alexandra. VA 22314. TaWa, FL 33610 Job Truss I russ I ype pry Ply Harbor Ridge Lhistyle TBH49954 73195 PBB3 GABLE 2 1 Job Reference (optional) Chambers Tmss. lira, Fat Pierce, FL 7.640 a Apr 1H 2O16 Mnek lndu0ies, lire. Wed Jun 29 10:40:02 2016 Paget I D:7OPecszFdotRumoewatlf LyMyl I. W 9DKZ WjrpOaPmGNFYk7TsAGD1 HeD HU huMzfNNpzlSwz 83-0 19-5-12 S3-0 11-2-12 Style - 1:35.2 36 2x3 II 3x4 II 7.OD 12 12 3x5 II 3x4 = 12 11 10 9 8 eta 11 21L1 II axis = 2x3 II 3z4 \\ Plate Offsets(KY)--f5:0-3-00-1-126 f8:0-2-00-1-41 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.76 Vert(LL) We - n/a 999 MT20 244/190 TCDL 20.0 Lumber-DOL 1.25 BC 0.95 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 HOr2(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 79 lb FT=20k LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except 5-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4SP No.3 REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=447(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-256(LC 6), 2=-225(LC 4), 9= 704(LC 4). 11=-535(LC 4), 8= 260(LC 4), 12=-386(LC 4) Max Grav All reactions 2501to or less atjoint(s) except 1=292(LC 4), 2=376(LC 9). 9=1208(LC 9), 11=910(LC 9). "52(LC 9), 12=614(LC 6) FORCES. jib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-531/466, 2-3= 393/347, 7-8_ 299/271 WEBS 6-9= 813/748, 4.11=-658/565, 3-12=-516/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh h.46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 Go. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joint(s)13, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256lb uplift at joint 1, 225 lb uplift at joint 2 , 704115 uplift at joint 9, 535lb uplift at joint 11, 260 lb uplift at joint 8 and 386Ib uplift at joint 12. 11) 'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base muss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the Was are noted as front (F) or back (B). LOAD CASES) Standard A WARNING- Verily dealgnpalameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGEM57471ay. 1WOY2015 BEFORE USE Dodge vdld for use any Win Mitek8connectors.TNs design Is based cay upon parameters shown, and IS for an trxlvk al Miki component net a Inns system. Before use, the buldn9 desOnm mull vedly the appllcablity of design parameters and propedy Morporate this design Into the overall baIdnOdedgn. Br=tngNdcatedlstopfevenIMcUingofir lvktu011russwebarxl/orcMrdmembersody. Addgorwltemporaryandpermanentbrackg MiTek' Is army required for stability and to prevent collapse w1r, possmle personal Injury and properly damage. norg nerd Oddance reDgdna me fabtlea m stotoae. delWW. ere ton a bradn9 of misses and tnntsystOM WeANSI/fPlt 6uallty Cdterla, DSB39 and BC51 Bu9ding Component 6904 Parke East Blvd. Safety Inlormatton avdloble here bras Hate Institute. 218 N. Lee Street. Su9e312 Alexage de, VA 22314. Tanpa, FL 3361 D Job Truss Truss Type pty Ply Harbor Ridge Lifestyle TB949954 73195 PBB3 GABLE 2 1 Job Reference o tional Chambers Tass, Ina, Fed Piece, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2_ 114, 2-5=-80, 5-7=-100(F= 20), 2-8=-30 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:40:02 2016 Page 2 ID:70PecszFdotRumoewatlfLyMy11-W QDKZWjrpOaPmGNFYk7fsAGD1 HeDHUhuMzfNNpziSm Q WARNING- Verhydesfgn paramefersand READ NOTES ON THSAND INCLUDED MRENREFERANCEPAGEMS-74"n,,.. IWW2015 eEFOREUSE R' Design vdldlfor use ordy with MReM connectors. This design is based only upon parameters Siwwn. and is for an Inc[ly1cual building component. not r` a truss system. Before use, the butlatng designer must verify the applicaMlty of design bafameters and properly IncoRwrate ills design Into fine overall bldlrgtleslgn.&acingk eatedhtoprevenfWcWlWofi Mdualhusswebaaf/orchordmembersoNy.Ad<9tlorraliemporaryandpennanenib 4a MiTek' Is always regWretl for stability and to prevent collapse with possible personal kQury and property damage. Tor general guidance regaNng the fat,dactlon, storage. delivery. erection and ba Jng of trusses and true, systems seeANSI/TPII Quality Criteda, DSB-89 and SCSI Buffding Component 6904 Parke East Blvd. Safely Information a>dlaluie from Tnns Male Institute, 218 N. lee Street, Sulte 312. Alexandria VA MI4. Tavya, FL =10 Job Truss I russ I ype Oty Ply Harbor Ridge UBestyle TaB49B66 73195 PBB4 GABLE 2 1 Job Reference (optional) Chombere Truss, Inc.. Foe Pierce, FL 7.64Ds Aprtg2Dl6Mreklndustries,Inc. Wed Jun29IC4D:032016 Pagel rmoewalllLyMyl 1-7LninskTaJiGOPyR6Sei00oSmh_TOu92bdPmGzl Sww 3x6 = Scale = 1:37.4 2x3 3x4 II I r� 13 b 3x4 = 12 11 10 9 8 2x3 11 2x3 II ass - 213 11 3x4 Q Plate Offsets(),Y)-- f5:04-00-2-41 I8-0-2-0,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) fea - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(TL) rJa - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 13 We n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 83 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=558(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 1= 337(LC 6), 2=-248(LC 4). 9=-698(LC 4), ll=-584(LC 4). 8=-259(LC 4), 12= 351(LC 4) Max Grav All reactions 250lb or less at joint(s) except 1=371(LC 4). 2=412(LC 9). 9=1210(LC 9), 11=1004(LC 9), 8=148(LC 9), 12=558(LC 6) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-667/585, 2-3=-521/450, 3-4=-323/298, 7-8=-294/268 WEBS 6-9=-8181745,4-11=-751/613, 3-12=-466/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=46ft; Cat. II; Exp C; Encl., GCpi=o.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord beating. 6) Gable studs spaced at 6-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 5.Opsf. 9) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 337lb uplift at joint 1, 248 lb uplift at joint 2 , 6981b uplift at joint 9, 584lb uplift at joint 11. 259 lb uplift at joint 8 and 351 lb uplift at joint 12. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING-VmflydeslBnparamelersand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMn,7473lev. 10M0ct1015 BEFORE USE. Design valid for use any Win Mlkelt®connectors. This design B based ohiy upon parameters shcem aril is for an lndivttlual building companent.not a buss system. Before use. the bugtlirg designer must verify the appllcai of design Paromofers alb Properly hlcorporate this design Into the overall =•�YL�9` bulc&gdeslgn.&acinglWlcatedlslopreventWcklhgofhxlMdualMss bar Inch dMOmber$o y. Atldib femporaryaldpermarlentUmhg M!Tek' Betwoys required for stadlity anc! to prevent collapsa wilh Pos9Me personal k9an' arxl property dama0e. For generol9uic1orlce regoroirxl the fabrication.storage.dellvery,erecfbnandbrminOOIlmssesarsdlmsssWm%s ANSI/TPIIGuallty Cdtatla,DSB-89and BCSIBuilding Component 6904 Parke East Blvd. Safety Informallon wdlor le from Inca Rate Ins111ute, 218 N. Lee Street, suite 312. Nexondea. VA 22314. Tampa, FL 3W10 Jet, Truss I russ I ype aty Ply Hader Ridge Litanyle TB909956 73195 PBB4 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc.. Fan Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-114, 2-5= 80, 5-7=-100(F=-20), 2-8=-30 7.640 s Apr 192D16 MBek Industries,Inc. Wed Jun 2910:40:032016 Paget I D:7OPecszFdotRumOewatlf LyMy11-7LnimkTaJiGOPyR6SeiOOoSmh_TOu92bdPwwGzl Swry I O WARNING -Verifyceslgnyarametere and RE4DN0TES ON THIS AND INCLUDED MMEKREFERANCEPAGEMA-74T3 rev. 1N0Y20ISBEFORE USE Design valld for use only WM M Tek® connectors. ftcleslgn b basetl only upon parameters shown, and h for m Individual Wildlrg Component, not a 1nDasystem.Before rse,Ine"ding dedgner must vedly the appllc witty ofdesign paameters and properly Incorporate tM design Into the overall bu0drp tledgn. Wachglrx utetl topmvenl WcWNOfMtlMdual webs /MChordmembesonly, Addlionaltemporayondpermarrentbradng MiTek' b always required for staUltyand to prevent collapse with possible personal hlwy anal property damage. for genera guklence regardrq Ma fabricalbn storage, deiNery, erecgon and broc V of IrusesarW Mss syslemt seegN51/RII Quality Cdterla, DSB49 and BCSI BuBdng Component 6904 Parke East Blvd. Safety Information ovalable kom bras Rate In llMe. 218 N. Lee Skeet. S41e 312. Alexmdda. VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Pry Harbor Ridge Lifestyle T6949966 73196 Pan GABLE 2 1 Job Reference(optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Minsk Industries, Inc. Wed Jun 29 WAD:03 N16 Page 1 ID:70PecszFdotRumoewatlfLyMy11-?LnimkTaJiGOPyR6Sei00oS2h1WOrD2bdPw Gz1Sww 3x6 = 3x6 113x5 = Scale = 1:42.8 1 fW 13 b 3x4 = 12 11 10 9 14 83x4 2x3 11 2x3 11 3x6 = 3x4 = 19-512 Plate Offsets (X Y)-- 15:0-3-0,0-1-121, [8:0-1-4,0-1.81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 VeR(LL) RIB - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.76 Vert(TL) We - RIB 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 HOrz(TL) 0.01 13 n/a Na BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 99 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 10-0-0 oc bracing: 8-9. WEBS 1Row at midpt 7-9 REACTIONS. All bearings 19-5-12. (lb)- Max Harz 1=670(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-382(LC 6), 2=-290(LC 4), 9=-521(LC 4), 11=-573(LC 4), 8=-392(LC 4), 12= 368(LC 4) Max GRw All reactions 250111 or less at joint(s) except 1=4221LC 4), 2=480(LC 9), 9=923(LC 14), 11=1024(LC 9), 8=591(LC 9), 12=663(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-790/689, 2-3= 531/345, 3-4=-325/190, 7-8=-466/403 WEBS 6-9=--776/693, 4-11=-760/603, 3-12=-476/385,7-9=-170/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psh h=46ft; Cat. II; Exe C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joint(s)13, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 382Ib uplift at joint 1, 290 lb uplift at joint 2 , 521 lb uplift at joint 9, 573 Ib uplift at joint 11, 392 Ib uplift at joint 8 and 368 Ib uplift at joint 12. 11) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front () or back (B). LOAD CASE(S) Standard ,& WARNING- Verfrydesignparemefersand REAONOTES ON MISANO INCLUDED MR15KREFERANCEPAOE 61 F7473 ray. 10/aY2015BEFORE USE Design valid for use oNy Wth Mrek®connectors. lNsda59n is based only upon paramefersshown. and Is form hdlNtlual UnUdrxt component, not atrussgalem.beforeuse-thebedng tleslgnetmustverifytheapplicaWIryof propedy hrcoiporate tttk tlesign Info1M overall isadngtle9gn. .W/paramef ema Addflondtemporaryantlpermanentbracvxt MiTek' is always tforstglflcafedis coWCMlWtollndNiduaen nwebryandcfgrclmdamagonly. d for to collapse wlih Wes d Injury a� propel tlatno®er For l dfdtlance regard favisond nmciprevent deliveryand ere bracing of n, Storage. erection n storage, Quality SI-11 05a-69 and BCSI Building Component nvaon husssyuits N. 6904 Parke East Blvd. Sab ty Inf almie, 31 Atexan dd VA223Ctlterla, Safety lMormatlon avoiladefmmTruss Rate ilxliMe, 210 N. Lee Street Suits 312 Alexrnftltla.VA 22314. Rat 18 ee S Terrya. FL 33610 Job Truss Truss Type 0ty Ply Harbor Ridge LBesyle T6949956 72195 PB35 GABLE 2 1 Job Reference (optional) Chambers Tmss, Inn., Fod Pierce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-114, 2-5= 80, 5-7=-100(F= 20), 2-8= 30 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910.40.03 2516 Page 2 ID:70PecszFdotRumoewatlfLyMy11-?LninskTaJiG0PyRBSei00oS2h1 W0rD2bdPwWGZ1SWW J Q WARNING -Verity design parameters and BEAD NOTES ON THIS AND INCLUDED MBEK REFERANLE PAGEMM-7473 rev. 10%%tM1S BEFORE USE vendbhifor use only Win Mtfel�connectors. iNs design 6 based only upon ,aimeters shown, and Is for an hltlMWid bu9tling component. net Designs, [+•��q a insfem. Before use, Ito ldmg st designer muverify the appllaabilify of design parameters aproperly Incorporate ihb design Into the overall ry ��Y�, t*11dngde1gn. gracing indicated is toplevenllaekligofindlvitlualrues web ond/orcferdmembersonly. AQdilonoltemporaryantlpehmarenibrac0g MiTek' Is dwap required for stab68yand to prevent collapse wBh posdale personal Injury and property damage. Forgenerdguhdonceregardrgthe fobrlcafiom storage, delNery, ereclion a bracing of tmsesand Wssrystems, seeMSIRPII 9volly CdteW, DSB-89 a BCSI Building Component 6904 Parke East BNd. Safely Information awllaoe from inns Rate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type Lilly Ply Harbor Ridge Ltlesryle T894995] 73195 PBS6 GABLE 2 1 Jab Reference(optional) Chambers Truss, Inc.. Fen Pierre, FL 7.640 s Apr 19 2016 Mittel, Indushiss, Inc. Wed Jun 2910:40:04 2016 Page 1 ID:70PecszFdotRumoewatlfLyMy1I-TYL5_Ck5Ldg7OZXdg99xzbLej5M3IEgBpH8TSizlSwv 14-3-0 19-s12 14-3-0 I 52-12 ' 4e6 i 3x4 =� Scale=1:49.3 3x5 II 6 7 ME 2 1 5x6 i 1 ; 13 0 3x4 = 12 11 10 9 14 8 2x3 11, 2x3 11 3x6 = 3x4 = 3x4 19-5A2 Plate Offsets(X,Y)-- r4:0-3-0,0-3Al 16:0-3-00-0-41 f8:0.1-40-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) rda - P/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.80 Ven(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress ]nor NO WB 0.92 HOtz(TL) 0.01 13 Na n/a BCDL 15.0 Code FBC20147TPI2007 (Matrix) Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end vennals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 7-13 REACTIONS. All bearings 19-5-12. (lb)- Max Harz 1=782(LC 4) Max Uplift All uplift 100lb or less at joint(s) except 2= 304(LC 4), 9=-532(LC 4). 11=-610(LC 4), 8=-386(LC 4), 12=-337(LC 4), 1=-453(LC 6) Max Grav All reactions 250lb or less atjoint(s) except 2=454(LC 9), 9=1133(LC 9), 11=1068(LC 9), 8=496(LC 12), 12=523(LC 6), 1=497(LC 4) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-924/804, 2-3=-666/636, 3-4= 475/501, 5-6=-264/245, 7-8=-419/397 WEBS 5-9=-8711705,4-11=-806/640, 3-12=-437/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh, h=161t; Cat. II; Exp C; Encl., GCpi=0.16; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0ps1. 9) Bearing at joint(s) 13.8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint 2, 532 lb uplift at joint 9 , 610 lb uplift at joint 11, 386 lb uplift at joint 8, 337 lb uplift at joint 12 and 453lb uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING -Verify design parameters and HEAD NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE M0.7473 rev.100 01E BEFORE USE Design valld for use only Win NJielt® connectors. INs design G based ONy upon parameters shown, and Is for On helAoual brAding component, not a truss system. Before use, the building designer mast verify the app][CONity of design parameters g1d property hcorporate tints design Into the overall buildIngdodsm. WWNIr atedlstolxevent WCklirrgofintlividuolhusswebarxl/orCMrdmembersoNy. Addlllorol temporary ad pertnanoni Waclsg MiTek' 5 always requlretlfor sfadllty and to prevent collapse vAih Posible per»nal Onjrayand property tlamage. For general guidance regarding me rues system4 s. t Quality Criteria, DSB-69 antl SCSI 9ulltling Component fabdcalbrt storage, delNery, erecibn oral bradn(t o1 i18 Tarn Parke East N. Lee Safely Inlorma8on avoilade from truss Rate InsflMe, 218 N. Lee Sheet State 312 Alezandri¢ VA 22314. Aexa d 0BNcL Tampa, FL 33610 Job Truss rues Oty Ply Herb., Heor Ridge Lifestyle T4949957 73195 PB86 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-114, 2-6= 80,6-7_ 100(F= 20), 2-8= 30 7.640 s Apr 192016 M7ek lnCuaviea, Inc. Was Jun 2910:40p42016 Paget 1 D:7CPecszFdotRumoawatlfLyMy11-TVL5_Ck5Ldg70ZXdggg=bLej5M3lEgBpHOTSizlSw d AWARNING -Vedfydasigepar4mefers,se AD NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMp-7473Tev.14=0155EFOREUSE. Design valid for use oNywlfh Milek0connectors. INadeslgn b based only upon parameters shown, and Is for an brdlvkAzal W Jdhg component, not a Truss system. Before use, the brUd W designer must verty the applicabilyof design parameters and properly hcorporate ttdsdeslgn Into the overall lciAdnldeslgri. Bracing Irrdlcatedisloprewiif bucking oflndivltluol irusweband/or chord membemonly. Ad goroltemporaymdpermanenibrachg MiTek' R always regrdred for stabllityand to prevent collapse wllh Moshe personal hA»' and property damage. Forgeneralgrddalceragardngthe fabdcalbm storage, deWey, erecibn and bracing of tm and i systems, s AN51/IPI I Quality Cdterla, DSB-49 mM BC61 Bund g Component 6904 Parka East Blvd. Safety Informalicn ovdlable from loss Rate InsBlule. 218 H. We Sheel. SWte31Z Alexaodda. VA22314. Terrpa, FL 33610 Job Truss I russ I ype Cly Ply Harbor Ridge Lifestyle TeB4B9$a 73195 PBW GABLE 20 1 I Job Reference (optional) Chembere Tiuse, Inc.. Ten Platte, FL 7.690 a APWJun 291 UAU:U42U1 G Yege otRumoewatl1NM ID:7OPeszFdLyMy11-TYL5_Ck5Ldg70D(dg991oALcz5OnlNCBpHBTSizll Sw 3x4= 9 W I I 15-5.2 15-5-2 1515-5.2 m 10 0 7 3x4 Sw10 - 1:51.1 LOADING(psf) SPACING- 2-0-0 CS]. I DEFL, in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) Na - Na 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 10 Na Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 24 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpi 6-10 REACTIONS. All bearings 15-5-2. (Ib)- Max Horz 1=858(LC 4) Max Uplift All uplift 100lb or less at joint(s) except 2=-157(LC 4), 7= 491(LC 4), 6=-426(LC 4), 9=-581(LC 4), 1=290(LC 6) Max Grav All reactions 2501b or less at joint(s) 2 except 7=638(LC 6). 8=883(LC 9), 9=893(LC 9). 1=401(LC 4) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-945/i76, 2-3=-637/506, 3-4=-319/191, 4-5=-296/257, 6-7=-352/288 BOT CHORD 2-9=-257/264, 8-9=-257/264, 7-8=-257/264 WEBS 5-8=-688/471, 3-9— 744/608, 5-7=-329/327 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph;TCDL=4.2ps1; BCDL=3.0ps1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 Co. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing atjoint(s)10, 7 considers parallel to grain value Using ANSVTPI 1 angle to grain formula. Building designer should verity Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 He uplift at joint 2, 491 Ib uplift at joint 7, 426 Ib uplift at joint 8, 581 lb uplift at joint 9 and 290 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING- Verify design parare lw0 and HEAD NOTES ON THIS AND INCLUDED MDEKREFERANCE PAGE MII-74T3 rev. 10/OY1015 BEFORE USE. Design valid for use only Wfh Mitek®connecf r DJS design k bored only upon parameters Mown, and Is for an Indlvltlual Wilding component not a Inns system.Bel use, the Wlldrx, designer must verify the appllcabIlly of desgn parameters and properly In o rate 11% dedgn Into fine overall Wllmngdeslan. Bracinglndlcat&dNtopreventW WingofNtlMtl fnnsweband/Mr rdmembersoNy. Atic9t1ora11empwaryantlpeimarlentbraclnD MOW LsolwoysregU,edforstabflltyaldtoprevenlcollcpsevAthpos epersw>mhnnyandproperty omoae. Pon, general gWd®lce regardln0111e fabrication, storage, tleMery, erecibn and bracing of IsussesaW tru,o y tams seeANSI/IPH Quality Criteria. DSM9 and BCSI BuBding Component 004 Parke East Blvd. Safely Information avdlable from truss Rate InsBNle, 218 N. We Street Sure 312, Alexancift VA 22314. Tampa, FL 33610 Job Truss I runs Type Oty Ply Harbor Ridge Lifestyle T8849B59 73195 PB88 GABLE 1 1 Job Reference (optional Chambers Truss, Inc., Fan Pierce, FL 7.640 s Apr 19 2016 Meek Industries, Inc. Wed Jun 2910.40.05 2016 Page 1 ID:r5OfzBCg7uDNnv9fnw5EKLz64Jz-xkvTCYlj6xyzej6gEtgATpumoVk2UsGL2wul_8z1Swu 3x4 = 6 5 3x5 II 3x4 // 1 r Scale. 1:30.6 Plate Offsets(XY)-- f5:0-1-4,0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) n/a - We 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) -0.00 2 n/a Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-3-2. (Ib)- Max Horz 1 S45(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2= 255(LC 6), 5=-300(LC 4). 6=-818(LC 4) Max Grav All reactions 250lb or less at joint(s)1. 2 except 5=437(LC 9), 6=1170(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 515/386, 2-3=-626/560, 4-5=365/315 WEBS 3.6=-9891864 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL.1.2psf; BCDL=3.Opsf; h=4611; Cal. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)1. 7, 2, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255111 uplift at joint 2, 300111 uplift at joint 5 and 818111 uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. A WARNING - Verify design parameters and ROD NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MIIJ473 rev. IoMOIS BEFORE USE Design volid for use only with Mreefs connectors. This desgn G based only upon parameters drown, and Is for an hditrafu l Wgtllrg component, nor a Iruss system. Before use -fie buita g designer must verify 111e appllcobYily of design parameters and properly Incorporate the design Into the overall brc➢ngdesign.BracingNNcaledlstopreventWcklirgof9MlvWu lwzs band/orchordmemW,soNy. Addltlonaltemporaryantlpernanentbrocno MiTek' bdwaysregdredfwstab9ltyaWfoprevenicdlopse Mlhpo opersorldblaryarxlpropertydamage. Forgeneralgutdancoregordngfi fabDcalbn. storage, dervery, em cflon and [racing of lnraesantl husssystems, se-ANSIRP11 Quality Criteria, D56-89 and BCSI Buliding Companenl 004 Perko East Blvd. Safely Infonmallon cNa lode ham leas Rate Institute. 216 N. tee Street. Sdte312. Nexandria. VA 22314. Tenon, FL W610 Job Truss Truss Type pty Ply Harbor Ridge Lifestyle T6949860 73185 PBBA GABLE 4 2 Job Reference o tional Chamber. Truss, Inc., Fon Pierce, FL 7.640 s Apr 1g 2016 Wrek Industries, Inc. Wed Jun 2910.40:05 2016 Peg. 1 ID:r5OfzBCg7uDNrm9fnw5EKLz64Jz.xkvTCY116xyze16gEtgATpuiXVskUuKL2wu1_Bz1Bwu 1 Basis - 1:51.1 V 10 e 3x4 = 9 8 7 2.3 11 2x3 11 3x4 Plate Offsets (X.Yl- 17:0.1-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in ifoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 HorzCTL) 0.01 10 n/a file BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 140 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS IRow at mldpt 6-10 REACTIONS. All bearings 15-5-2. (Ib)- Mu HorZ1--858(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2 except 7= 280(LC 4). 8=-778(LC 4). 9=-586(LC 4), 1=-290(LC 6) Max Gmv All reactions 250lb or less at joint(s) 2 except 7=514(LC 9), 8=1311(LC 9).9=885(LC 6), 1=400(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9447776, 2-3=-9221793, 3-4=-601/476, 4-5=-579/541, 6-7=-353/290 WEBS 5-8=-1010/824,3-9=-750/613 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-M oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) 2 except (jt=lb) 7=280, 8=778, 9=586, 1=290. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING - Verlydeslgn parameters and READMOTES ON MIS AND INCLUDED MDEK REFERANCE PAGE Me,7473.11=Vi?V15 BEFOREUSE. Design vdkl for use only wigs NJiek®conneclors. me deslgn Is bai only upon parameters shown, and Is to an hdlvldual buldirg component, rut Iva F a truss system. Before Inc, the bulltllrg designer must verity the applicabily of design parameters and properly incorporate this design Into the overall bldlrgdeggn. Siccing indicate! is to prevent buckling of lrxlMdual truss web and/or chord members Orly. A flondfemporaryaldpermanentbr=N MiTek' Is always requlred for stablityand to prevent collapse With possUe persorrai hlury oral rxoperly damage. For general gr9tlarlce regan&g Me fabk-aromstorage,delivery, erecgoricnd bating of busses and tnrsssysfere&sesAN51/1PI1 Quality Cdterla,DSB-89 and! SCSI aulldlng Component 611O4 Parke East Blvd. Safety Informatlon cua loble from Truss Rate Insfltule, 218 N. Lee Sheet. SuOe 312 Alexandda. VA22314. Taopa. FL 33610 Job Truss Iruss Type Qty Pry Harbor Ridge lud"Ie T8949961 73195 PBC GABLE 14 1 Job Reference (optional) Chambers Trusa, Inc., Fad Pierce, FL 3x4 = 6 3x6 II 7.640 s Apr 19 2D16 Mrek Industries, Inc.. Wad Jun 291040:06 Sol Page 1 ID:7QPecszFdotRumoewat1fLyMy11-PwTrPumLsE4q FthO.0 POOWu4GDIGUHadaW bz1 Swt .� Scale - 1:297 3x4 // 17 7 0 Plate Offsets (XY)— f5:0-11-0-1-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) -0.00 2 n/a n1a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 351b FT=20k LUMBER- BRACING - TOP CHORD. 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-9-0. (lb) - Max Horz 1=617(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except2=-473(1_C 6), 5=-301(LC 4), 6=-873(LC 4) Max Grav All reactions 250 Ito or less at joint(s)1 except 2=408(LC 4), 5=435(LC 9), 6=1233(LC 9) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-455/32912-3=-654/591, 4-5=-364/315 WEBS 3-6=-1048/910 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSViPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 oc- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 7, 2, 5 considers parallel to grain value using ANSUTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joinf(s)1 except (jt=1b) 2=473 , 5=301, 6=873. 9) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING -VerydeslgnparamefersandREADNOTESONTHISANDMCLUDEDMmEKREF£RANCEPAGEM27473nc,1G/Of2U1SBEFOREUSE Design valid for use, only Win MileloD connectors. Mc onlgn Is bored only upon poramelersshown, anal Is form trldivldual bultding companent. not atrusssystem.Beforeuse,thebaldingdesignermustverifytheapplic ityofdesignparametersandI operly Bgo ate Ihkdesign Infotheoverall btaigdeslgn. Bracing ladkatedlslopreventbrci ingoflntlMdualfnrssweband/or choral members only. Atldlflorgltempororyoralpamnorentbraclig MOW wBhposslble damage.nor nceringCngihe ltalwatiom and rocIrpse Stncige. creationand bradng of anyStdbluryantlpropedy BA Cdtetla, OSB-89 and SCSI Building Component SB-89 stooge, delivery,rom reet, Parke East BMd. Sab4colbm Inon Safely Information available from Inrss Rafe Ins9lute. 216 N. Lee Street, Suite 312 Alexandtla. VA 22314. 18 N. Lee S suite 31 , Alexandra VA 223 Tara Tarpa, FL 3361 0 Job Truss Truss Type Oty Ply Harbor Ridge L6estyle T6949962 73195 PBCA GABLE 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 192016 MfTek Industries.Inc. Wed Jun 2910ADa62016 Page ID:r5OfzBCg7uDNnv9fnw5EKLz64Jz-PwTrPutnLsE4gFthOnaCP0002CuDODMUUHadaWbzlSwt 2-7-0J 2-7-0 3x4 11 Scale = 1,10.6 3 3x4 = 2-7-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.07 Ven( I-) Tula - rda 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 15.0 Code FBC2014TFP12007 (Matrix) Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verlicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=-14/2-7-0, 5=0/2-7-0, 2=176/2-7-0, 4=77/2-7-0 Max Horz 1=140(LC 4) Max Upliftl=-97(LC 6), 2= 238(LC 4), 4= 90(LC 4) Max Grav1=119(LC 4), 2=310(LC 9), 4=129(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=4611; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 4 except Qt=lb) 2=238. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING- Vedydesignparametersand READNOTES ON MISAND INCLUDED IrREKREFERANDEPAGEMIF7473rcv. 10/O.y2015 BEFOREUSE Dedgn valkl for use oNy W h Mlreld, connectors. INsdest®1 N based miyupon porametemstwwn. and Is form Inolvolual buldimg component not a in mWem. Before use, firs, building designer must verify the applicability of de9gn parameters and properly hcoq�omfe this design Into me, overall bIDtlhgdedfur.&adnglndlcatodistopnevenitucklirgofhtltvl tr mweband/orclwrdmemb MOrdY. AddriOwllemporarymdperrnmentbrocim MiTek' H always requNed fm stoNlily r to prevent collap Wth posWNe persorxd hlury aW Vop ny damage. For genera gudmce reDarmml me fabtkalM storage, delivery, erectlm and bracng of cusses and trunsystemx SeeANSI/TPI1 Quality criteria, DSB-69 and BCSI Building Component 6904 Perks East Blvd.. Safety Information ava'Iable from Tens Rate hstilute, 218 N. Lee sheet, Suite 312 Alexondde. VA 22314. Taapa, FL 33610 Job Truss Truss Type pty Ply Harbor Ridge Lifestyle T6949963 73195 PBCC GABLE 1 p G Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL 3x4 = 2-7-0 7.640 s Apr 192016 MTek Industries, Inc. Wed Jun 29 10A0:07 2016 Page ID:r5OfzBCg7uDNnv9fnw5EKLz64Jz-161 DBEn_dYCht1GCLIleYEzESlapypkeVEN731z1Sws Scale - 1:10.5 LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.08 BC 0.03 WB 0.00 (Matrix) DEFL in Vert(LL) We Vert(fL) We Horz(fL) -0.00 Qoc) Vdefl Ud - n/a 999 - n/a 999 2 We nta PLATES GRIP MT20 244/190 Weight: 171Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceifing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=-15/2-7-0, 5=0/2-7-0, 2=176/2-7-0, 4=77/2-7-0 Max Horz1=140(LC 4) Max Upliftl=-97(LC 6), 2=-238(LC 4), 4=-90(LC 4) Max Gravl=119(LC 4), 2=310(LC 9).4=129(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3') nails as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected with I Od (0.131"x3") nails as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CABE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=461t1 Cat II; Exp C; Encl.. GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Gable requires continuous bottom chard bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s)1. 5, 2, 4 considers parallel to grain value using ANSVTPI 1 angle to gran formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to beating plate capable of wihstanding 100lb uplift at joint(s)1, 4 except (itdb) 2=238. 11)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this trues. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. A WARNING -Verity design parsmelnre and READ NOTES ON THIS AND UICLUDED MITEK REFERANCE PAGE MIFT473 rev. lGr GG",,EFOBEU" Dedgn valid form orly Wth MtteMconneclom.TNsdeign kbased oNyupon parametersshown. and5torau Nl jual W9tling component, not ®■ a Inlssyslem, Before use, the Wllci designer must vedfy the oppllcabllityof design parametersarxl popery Incoipwate mir design Into the overall Wrdrgdedgn.&acbglndlcnted Lstopeveni WckllWorind wlM1 webarxl/orc"dmemWrsoNy.Addikonaltemporaryandp=rmanentbmkv MiTew b always requlredfor itabddyarW to prevent collapse wlm possible persaral trtpay and popeM damage. Rargeneralguldanceregardrgme fabrIcailon, storage, delNery, erection and bracing of trusses and huasystear% seeANSIM11 Quality Cdlerla, DS"9 and Best Budding Component 6904 Parke East BNd. Safely Informallon avdlat9e from lmss Rate insulate, 218 N. Lee Street Sulte 312. Alexandra, VA 22314. Tamp., FL 33610 o russ ruse Type ry y Harbor Ridge Lneslyle 8949964 T3195 PBD GABLE 2 1 Job Reference (optional) Dhambers Tnlss, Inc., Fort Pierce, FL ID:70PecszFdotRumoewallfLyMyl I-ARRasvAU20BDa5acp5ZYpae4OAILp-HvfbLRfz1 P 0_U `1 3x4 II 6 Scale = 1:37.0 1 lmlb 14 0 3x4 — 13 12 11 10 93x4 24 11 2x3 11 3x6 = 2x3 11 Plate Offsets(XY)— [3:0-3-00-1-121 f6:0-3-0Edgel [9:0-1-40-1-81 LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (loc) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Verl(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 14 WE rlfa BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 73lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC pudins, 1-3: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP NoS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-10-2. fib) - Max Horz 1=464(LC 4) Max Uplift All uplift 1001b or less atjoint(s) except 1= 150(LC 6), 10= 496(LC 4), 2= 140(LC1), 12=-621(LC 4), 13=-685(LC 4), 9= 295(LC 4) Max Grav All reactions 250lb or less at joint(s) 1, 2 except 10--958(LC 9), 12=908(LC 9), 13=877(LC 9), 9=454(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-514/426, 2-3— 444/364, 3-4=-336/257, 4-5=-336/257, 5-6= 336/257, 6-7=-424/360, 8-9= 3721305 WEBS 7-10=-775/541, 5-12=-724/656, 4-13=-7231716 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psk BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-8 to 14-1-2, Exterior(2) 14.1-2 to 20-8-6; Lumber DOL=1.60 plate grip DOL=1.60 2) Tress designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s)14, 9 considers parallel to grain value using ANSUFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 150lb uplift at joint 1, 496111 uplift at joint 10, 140lb uplift at joint 2, 621111 uplift at joint 12, 685lb uplift at joint 13 and 295 lb uplift at joint 9. 10)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this muss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING-Verflydesignpaaaafeaand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMR-74T3rev, 10/03201aaEFOREUSE. Design valld for use onlyWlh MBeIaD connectors. Rlsdesign Is based oNy upon parameters shown, and Is for an bstllNdual bundi g component, not �� at. system. Before use. the bugdirlg designer must verily the apWlcab6lly of desgn parametersand properly Incorporate this design Into the overall buodugtleslgn.Brmhglnd�edistopleventbUCNlrgoflndlvkluallmZwebaM/orctgrdmembersoNy. Aticlinorwltemporaryantlpermanentbacklg MiTek' b always required for stability and to prevent collapse with possible personal Injury and properly damage. For general gNclorlce regardling the 6904 Parke East Md. fabrlcalbn, storage, delNery, 0.110n and bracing of trusses anal Suss systems SaaANSI/iPl1 Quality Crlteda, DSB-69 and SCSI Bundling Component Tanga. FL 33610 Safety Intormallon a atable from Truss Plate Institute. 218 N. Lee street. Suite 312, Nexandda, VA 22314. o ru56 nls6 ype ly y Harbor Ridge Lifestyle Ta949964 73195 RED GABLE 2 1 Job Reference o tional Chambers Truss. Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-3=30, 3-6=-100(F--20), E8= 80, 2-9=30 T.640 a Nov 102015 MITek Industries, Inc. Wed Jun 2912:52:47 2016 Page 2 ID:7QPecsFdolRumoewatlfLyMyl l-ARRasvAU20BDa5acp5ZYpaeQ4OA1Lp_Hv@LRfz1 R_U J O WARNWG- Verlfydes/5npare M. anCREID NOTES ON THIS AND INCLUDED MNEKREFERANDE PAGEM11-7473 rev. 10=2015BEFORE USE Deslgn valltl foresee hWINGuof nor MReIrWconnectorsust �� veslgneb pplionlyuponpugnparrsshown,ara6fory Use,In this decomponent, aldnUstem. Beforeuse,fhe TI Nttleevenrmustle otheaidwibnwd / cx rdmemsem n isoNy. hlcorporatethis,<, arIntotheoverall GNwng crequir ®nchcbgityOtetl BleventnlbuckllWthpossNe huuwebanG m braclslg MiTek' proo dy cige. ogenerrwltemporaryanGpennarlent wlthp For the toprevenfracing Isolwall rn.storge, and Qutlamaee. elive1ryare f rmss systems s Crllerla, D56.89 and BC516uilding Component and /TPII t SB419 BCSflaereng Cam fabricaWrt storage, delivery, erection and bracing of trussesee 69D4 Perk. East Blvd. Alexa Salary Information available ham Truss Rate Itu11Me, 218 N. Lee Sheet. SWte 312 Alexandda. VA 22314. S A 223 Tanpa, FL 33610 Job Truss Truss Type Qry PN Harbor Ridge Lrestyle T8949965 ]3195 P8D1 GABLE 2 1 Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL 7.640 a Apr 192016 MRek industries. Inc. Wed Jun 29 10.40.08 2016 Pagel ID:7OPecszFdotRumoewatl ILyMy11-LJabgancOsKYVBrPv?Et5RVJGimkhDFnku6hbTz1 SW r Beale = 1:36.0 3x4 11 B N N '0 14 O 3x4— 13 12 11 10 93x4 3x5 II 2x3 II SA = 2x3 II Plate Offsets(XY)-- I4:0-3-00-1-121 f9:0-1,10-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr NO WB 0.24 Horz(Q 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-2. (Ib)- Max Harz 1=464(LC 4) Max Uplift All uplift 1001b or less at joint(s)1 except 10= 555(LC 4), 12=-675(LC 4), 13=-767(LC 4), 2=d 63(LC 9), 9= 257(LC 4) Max Grav All reactions 2501b or less at joint(s)1, 2 except 10=967(LC 9), 12=927(LC 9), 13=971(LC 9), 9=424(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-437/36B, 2-3= 535/446, 8-9=-344/267 WEBS 6-10=-782/600, 5-12=-743/709, 3-13=-819/805 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h-46f; Cat II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 16-1-2, Exterior(2) 16-1-2 to 20-M; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100Ib uplift at joint(s) 1 except jt=lb) 10=555, 12=675, 13=767, 2=163, 9=257. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ®WARNING - VedlydesiSnparemeferoandREAD NOTES ON THISAND INCLUDED MmEKREFERANCE PAOEMS74T3 rev. 10N 015 aEFOREUSE. �■S Design valid for use onlyWfin Mne1,6 connectorethis design is based oNy upon parameters shown, and is for an lndMduol building component net a truss system. Before use, Itha building designer must verify f le applicability ordedgn parameters and properly incomorate this design into the overall buffrilingdesignBracing BMkaledistoprevent lxlcklux OflnOMdualimssweband/orchordmembersonly. Additb tempararyandpmmaronfbraclrlp MiTek' 5aiways required for stabllry and to prevent coilopse v4lh parable poisoner ln)ury and property damage. Wrgeneral glAtlance regrlrerrg the fabrication storage. delivery. erection end bracing of fnraesand inrasystems seeAN01/IPII Quality criteria, DSB-99 and BCSI Building component 6904 Parke East Bkd. safety Information available from Truss Plate InsilMe, 218 N. We Street sure 312 Alexandria. VA 22314. Tairya, FL 33610 Job Truss Truss Type Oty Ply Hallor Ridge Lifestyle T8909965 73195 PBD1 GABLE 2 1 Job Reference o [tonal Chambers Truss, Iris., Fort Pierce, FL LOAD CASE(S) Standard Uniform Loads (pli) Vert: 1-2= 114, 2-4=-80, 4-7=-100(F= 20), 7-8= 80, 2-9=-30 7."DSApr192016M,7.klnduel(.e,].. Wetldun2910F0:082D16 Page2 ID:70PecszFdotRumoewatllLylAy11-LJabgawOsKV VBrPv7Et5RVJGimkhDFnku6hbTzl Swr V 0 WARNING-Verhydexlgn parameters end READNOTES ON THISAND INCLUDED MREKREFERANCE PAGEM674M... f bl=0159EFOREUSE. Design ValldforuseoNy Wilk MlrekOCO necfors.FNsdeslgntb dONyuponparametersstwwn.andhforanbf ual WEdl ComporenLnot �• a liusssystem. Before use. Ilve bildlrig designer must verify apPllcab0lyofaieslgn parameters and properly lrlconfwrafe fhisdeslgn Into the overall �a�•YY b Udingdesign. Br chghd atedhtopevenibucgingoflndM tnnswebaforcMrdmembersoNy. Adddbrwl temponary and permanent bracirg MiTek' Is always required for stablllty and to prevent collapse with possibe personal Injury and properly damage. For general guidance regardhg the fabdoat1cm. storage, delivery, erection and brachs ug of Imes aInnis,Insystems. seeANswrPI1 Quality Otllerla, DSB-89 and BCSI Balding Component 6904 Parke East BNd. rk Safety Irdefmatlan availabe horn truss Plate Institute. 218 N. lee Street. Suite 312, Alexardda. VA 2231 A. TBnpa, ast0 JobTruss Truss Type Ory Ply Herber Ridge LOesryle T8949966 73195 PBV2 GABLE 2 1 I Job Reference o nodal Chankem Tmss, Inc., Fod Pierce, FL ryrr: T640 s Apr 19 2016 Mmek Industries, Inc. Wed Jun 2910:4D:08 2016 Page 1 I3:7OPecszFdotRumoewatlfLyMyl 1-UabgancOsK` VBrPv?EL5RVDNimghDanku6hbTzlSwr 18-1-2 20-10-2 12-1-2 J Scale =1:38.0 11 3x4 8 14 3x4 — 13 12 11 10 9 3x4 // 2x3 11 2 11 3x5 = 2x3 II 20-10-2 Plate Offsets(X,Y)-- f4:0-4-100-2-01 f7:"-o Edgel 19:0-1-4Od-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in qoc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a - n/a 999 MT18HS 244/190 BOLL 0.0 ' Rep Stress [nor NO WB 0.22 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 80 lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 2x4 SP No.3 end verlicals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-2. (1b)- Max Herz 1_164(LC 4) Max Uplift All uplift 1001to or less atjoint(s) except 10=-629(LC 4), 12= 694(LC 4), 13=-697(LC 4). 2= 236(LC 6), 9=-234(LC 4) Max Grav All reactions 250 lb or less at joint(s)1, 2 except 10=971(LC 9), 12=952(LC 9), 13=995(LC 9). 9=401(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 435/345, 2-3= 530/464, 8-9=-321/245 WEBS 6-10=-785/673,5-12=-768/728, 3-13= 845/735 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf-, BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C ComeT(3) 0-3-7 to 18-1-2, Exterior(2) 18-1-2 to 20-8.6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectatlgle"-0 tall by 2-" wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1.0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629lb uplift at joint 10, 694lb uplift at joint 12, 697 It, uplift at joint 13, 236 Ib uplift at joint 2 and 234 lb uplift at joint 9. 11)'Semi-rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this buss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (hj or back (B). LOAD CASE(S) Standard ® WARNING- VedlydesignparemelereandREADNOTES ONTHISANOINCLUDED MWEKREFERANCEPAGEM&7473rev-100 015BEFORE USE Dedgn vOld for use only with MiTek®conneclors. lNsdeslgn is based only upon parameters shown, mdI Is form hldlvIcual Wgding comporlenl. not a Tmsstem. Before use, the bildng dedgrler must verify the applWctllly of design parameters and properly h most. ills design Into the overall s sy WNdrgtleslgn. BrachgIndicated Istoprevent bu ldingoflndIvIcIimsswebond/orclwrdmembersonly. AdWibrgltemporarymdpermanentMaclrg MiTeW Isdways re ndred for stability and to prevent collapse with posslNe personal hllury and property domage. For generol grlldance regardrg me Sons Perk. East BNd, folodootbr, storage, delivery erectlon orld brmI g of fruroesand Im Wstems. seeMSIAFII 9uallly Criteria, DSB-89 and BCSI Building Component Tanpa, FL 3361 D Safely Infonnatlon available from Truss Rate Imfitute, 218 N. Use Street SWte 31Z Atexandrim VA 22314, Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle Ta949966 73195 PBD2 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc.. Foal Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2-114, 2-4 80, 4-7=-100(F=-20), 7-8— 80, 2-9=-30 7.64D s Apr 19 2016 MTsk Induebies, Inc. Wed Jun 2910A0:08 2016 Pegs 2 ID:7QPecszFdotRumoewatI1LyMy11-LJabgancOsK1'VBrPv?Et5RVDNImghDanku6hbTZISwr A WARNING-Venlydesignparameren and READ NOTES ON THISANO INCLUDED WEKREFERANCE PAGEMIF7473me, ld0MOISEEFORE USE valid for use only with Weida connectors. Bns design b based only upon parameters shown. and Is for an Individual Watling component, not Sol' a truss system. Before use, the b ildlg designer must verify the applicability of dedgn parameters and I roperly Incorporate Mis design Into the overall bldr,pc ign.Wr hglndk:atedistopreventWcWNoflWNkuoltnrssweband/orclardmembmrs y. AdMt tempwarymdperma nlbrocll MiTek' Is always regUre ! for stabllltyand to prevent collopse With passlbe personal hhlry antl properly tlamage. For general gultlmce regardng the fabricaf on, storage, delivery, ereonm arW bradrg of 1n>Resantl tnrsssyslema aeeANSUIPII Quenty Criteda, DSB49 and BCSI Bulking Component 6904 Perk. Env DWI. Safety Information avallable tram Inrss Plate Insntde, 218 N. Lee Street State 312, Alexandria VA 22314. Tanga FL 331110 Job Truss Truss Type Oty Ply Harbor Ridge Lifestyle T394996] 73195 PBD3 GABLE 2 1 Job Reference (optional) Ghembea Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MTek Intlusiries, Ica. W etl Jun 2910AD:09 2016 Page 1 I D:70PecszFdotRumoeWatlfLyMy11-pVe_iwoE99SP6KObTj16ef2U0611 OeuwzYsE7vz1 Swq 20-1-2 �040-?I 12-1-2 0-9-0 J 3x4 II 3if - 3x6 2xi 3x6 = e 3x4 - 13 12 11 10 93x4 \\ 2x3 II 2x3 11 3x6 = 2x3 11 20-10-2 Scale =1:37.9 Plate Offsets MY)-- r4:0-3-00-1-121 f9:0-2-00-1 AT LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.94 Ven(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WE 0.28 Hon: TL) 0.01 14 n/a Na BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 83111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-2. (lb)- Max Horz 1=464(LC 4) Max Uplift All uplift 100111 or less at joint(s) except 10= 672(LC 4), 12-657(LC 4), 13=-621(LC 4), 2=-197(LC 6). 9-254(LC 4) Max Grew All reactions 250111 or less at joint(s) 1, 2 except 10=1166(LC 9). 12=1053(L0 9). 13=96B(LC 6), 9=167(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-461/356, 2-3=-506/462, 8-9=-313/266 WEBS 6-10-77(/715, 5-12-781/692, 3-13-821/657 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cal. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) G-3-7 to 20-1-2, Extenor(2) 20-1-2 to 20-8-6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 on. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I5.Opsf. 8) Bearing at joint(s)14.9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672111 uplift at joint 10. 657 It, uplift at joint 12, 621 Ib uplift at joint 13, 197 lb uplift at joint 2 and 254 Ib uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING -Vedry d.19n parameters And READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. lega 15 BEFORE USE Deslgn valld rotuse onlyvAth Milex0connectors. r dJdedgn h based only upon parameters45ow cool is for an 9rdlNduat Wilding component.not pi•��q a truss system. Before use, the bu9tling designer must vemfy the applicablltty, of dedgn Ixaametersarltl properly Incorporate this design Into the overall bulldlrgdeslgn.&whoIndicated! lstoprevent bucklingoflodr dudIntaswebaM/or chord members only. Addrionaltempororyandpermanentbracing Met( halways required! for sloNity and to prevent collapse with possible personal Injury and property damage. FOr gametal gad®r(-E regaftllrg the fabdcatlom storage.delivery. erection and bracing or tmsesond BuMSydemz saaANSI/1PI19uality Crlfeda,DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Informattan avoliade from Inns Rate Insli 218 N. Lee Street, Sulte 312. Alexandra. VA 22314. Tampa, FL 3361 D Job Truss buss Type Qty Ply Harbor Ridge LBealyle T894996] 73195 PBD3 GABLE 2 t Job Reference o tional Chambers Truss, I.e., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-4= 80, 4-7=-100(F=-20), 7-8= 80, 2-9= 30 7,640 s Apr 19 2016 MSek M.Mlies, Inc. Wad Jun 2910:4D:09 2016 Page t ID:7QPecszFdotRumoewatlfLyMyl l-pVB_iwoE99SP6KQbTj[6ef2UQ611Qeuw YsE7vz1Swq P A WARNNG-VeHfydeslgn pananners and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M4-74]3 rev- 10,1XY1015 BEFORE USE Design vdld fa Use only with Weld cortneclon. This design is based only Upon parameters shown. antl h for an Ino MdUal bUldlrg component, not a Itussrystem. Before use, the bullding designer must Verity the oppilcomay of design parameters and propeily Inco porate Me design Into the overall bulldingdeslgn.0a g]Wd Wedhtopoventbu ingofiWWudLussweband/orchordmembersonly.AGHtlondlemporaryandpennanenibrocing MiTeW h dways regtLretlfor slobillNand to prevenicdlapse whit po�l'de personal Mlury and propertydamage. For general guidance regarding Me fabrlaatbm storage, delivery, erection and bracing of In ssesand Russ systems, WeANSIAPII Quality World, DSB-89 and BC61 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. State 31Z Alexatdita VA22314. Tanga, FL 33610 oTruss I russ Type ly y HBrber Ridge Lifestyle TB949968 ]3195 PBD4 GABLE 2 1 Job Reference (optional) Oharnbers Tnrss, Inc., Fort Pierce, FL ' n - o o mus - - r - ae ; ID:7QPecszFdotRumoewafifLyMy11-ZHX7wimhPgQuts-VEaJ3NoCc4Ub9TFCKIhRM9Vz1 OW C 10-0-0 26-3-6 10-0-0 16-3-6 Scale = 1:45.5 3x6 3z6 = 3z4 11 1 rm 16 0 3x4 — 15 14 13 12 11 10 3x6 = 3z4 \\ LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.40 BC 0.28 WE 0.44 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) Vdefl Ud n/a - n/a 999 n1a - n/a 999 0.01 16 Na n/a PLATES GRIP MT20 2441190 Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-3-6. (lb) - Max Horz 1=544(LC 4) Max Uplift All uplift 10011bor less atjoint(s) except 1=467(1_136), 2= 412(LC 4), 11=-671(LC 4), 12= 638(LC 4), 14=-583(LC 4), 10=-268(LC 4). 15=389(LC 4) Max Gmv All reactions 250lb or less at joint(s) except 1=467(LC 4), 2=645(LC 9). 11=1158(LC 9), 12=1105(LC 9), 14=989(LC 9), 10=462(LC 9), 15=630(LC 6) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-700/637, 23=-470/414, 3-4= 250/232, 9-10=305/277 WEBS 8-11=-783/718, 6-12=-734/672,4-14=-733/616, 3-15=-518/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-8 to 25-0-0, Extedor(2) 25-0-0 to 26-1-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. 8) This Buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 10) Bearing at joint(s)16, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467Ib uplift at joint 1, 412lb uplift at joint 2, 671111 uplift at joint 11, 638 lb uplift at joint 12, 583lb uplift at joint 14, 268lb uplift at joint 10 and 389lb uplift at joint 15. 12) "Semi-dgid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING- VedydnIgnpnornotom and READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMII-7473 rev- 1W03Q015BEFORE USE, Design valid for use only Wfh Mllelr®connectors. BJs design Is based only upon parameters chown.ontl N for an IndMdual WBWg component not m` ��• a truss system. Before use, the bWtling designer must verify the applicabillty of design parameters and properly incorporate this design Into the overall buBcatfcI sign. Wwhgindkofedlsfoprevenlbu M goflndNMl linrsswebandImr dmembersoNy. Addtoraltempaaryandpermarentbradrg MiTek' Is always requked for slablily and to prevent collapse with posable personal Injury and property damage. For general guidance regardixt the 6994 Parke Ent BNd. fabrkaliom storage, dd[Iery, erectlon and bracts, of trusses and buss systems seAMSIfTPlt Quallty Criteria, DSB-B9 and BCSI Building Component Tonpa, FL 33610 Safely Informatlon me lable from bust Rate Institute, 218 N. We Street Sulte 31Z Alexandria, VA 22314. Job I was I runs ype y Harbor Ridge Lifestyle 18949966 73195 PBD4 GABLE 2 1 Job Reference o tional Clambers Truss, Inc., Forl Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-5=-80, 5-9=-100(F=-20), 2-10=-30 7.640 a Nov 102015 NBTek Industries, Inc. Wed Jun 2915:41:37 2016 Page 2 ID:7QPecs FdolRumoewatlfLyMylI-ZHX7wimhPgQuts VEaJ3NoCc4Ub9TFCKlhRM?Vz10WC J A WARNING -Verify Eeslgm parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE M*74n rev. 10N3rz015 BEFORE USE. • Design valid for use only with MITeM connotes. Ws design b based only upon parameters shown. and is for an hdiy1dual buBdhg comnonent.not o 1. system. Before use, the Wilding designer must verity Bm applicability of design parameters and golsaliy hcOWTQte This design Into Ina overall buBdhg design. Bracing lndeated is to budding of lndMdud hussweb aril/or dtwrd members only. Addllional temporary and permanent bracing i•�Yq MiTelf prevent b dways required for stal iN and to prevent collapse with posshle persona hluryand property damage. Forgeneraiguidonceregadngthe 6904 Parke East Blvd. fabdcallon. storage. delivery. erection and Wodng of huse5 and tmlssyslems, WeANSly1Pl1 Quality Criteria.DSB-89 and BCSI Building Component Taaga, FL 33610 Solely Information available from truss Rate Insfitute, 218 N. lee Street. Suite 312, Mexarldda, VA 22314. Job rUss russ ype y Harbor Ridge LBestyle T8949969 73105 PBDS It 2 1 Job Reference (optional) DhanOers Truss, Inc., Fort Pier., FL Iu Lms mi 1.K 00uan25, mc. W ea aun [n u:aaw m 10 rC9e _DrOOoquhsV PRNjQO3uixMra9zeY4_RHXNmD4Pzi OUq Scale = 1:47.0 3x6 2x3 11 2x3 11 3x5 = 3x4 — 14 13 12 11 10 16 9 2x3 11 2x3 11 3x6 = 2x3 11 3x4 = 3x4 263-6 r 26-3-6 Plate Oflsets(XYj— f5:0-3-00-1-12119:0-1-40-1-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.64 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - nfa 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014rrP12007 (Matrix) Weight: 129 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-3-6. (Ib) - Max Horz 1=656(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 1= 505(LC 6). 2=-528(LC 4), 10= 401(LC 4), 11=-534(LC 4), 13=-513(LC 4), 9= 555(LC 4), 14=-422(LC 4) Max Grav All reactions 2501b or less at joint(s) except 1=507(LC 4), 2=789(LC 9). 10=796(LC 14), 11=1013(LC 9), 13=938(LC 9), 9=771(LC 9), 14=648(LC 6) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8177737, 2-3=-309/179, 34=-273/0,4-5=411/236, 5-6=-328/276, 6-7= 328/276, 7-8=-328/276, 8-9=-643/566 BOT CHORD 2-14=-276/328, 13-14=-276/328, 12-13=-276/328,11-12=-276/328, 10-11= 276/328 WEBS 7-10= 8057740,6-11=-632/569, 4-13=-685/546,3-14_ 546/438, 8-10=-396/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulf=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-" oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tal I by 2-0-0 vide will fit between the bottom chord and any other members, with BCDL=15.0psf. 9) Bearing at joint(s)15, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 505 lb uplift at joint 1, 5281b uplift at joint 2, 401 Ito uplift at joint 10, 534lb uplift at joint 11, 513 lb uplift at joint 13, 6551b uplift at joint 9 and 4221b uplift at joint 14. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ®WARNING -Vedfyde ,. parametersand HEAD NOTES ON MIS AND tNCLUDED MITEKREFEHANCE PAGE MII-7473rn, IM MOISBEFORE USE Design wild for rae only Win MT-Mconnector, INsdedgn 5 based only upon pa canefersstawn, and Is for an nulv[duol building component, rat IMF a tnss system. Before use. the baidrg desfgrier muss verify Ira aWicaWiy of desgn parameters and properly haorporate Ihls desgn Into the overall &aanglrWkated]stopreventbucldingofhsavUd tmsweband/orchordmemb mody. Atic➢floraltemporaryarstlpetmaruenfbrachg MiTek' burclMdedgn. h always required fa sta01llty and to prevent collapse Win possible personal injury and property damoge. For general grlda ce regardmV me 6904 Perke East Bkd. fab0callon, storage, delivery, erci and Lxochg of trusses and truss systems. WRAN51RPlI Quality Cilteda, DSB49 and SCSI Building Component Taurpa, FL 33610 Safety Information avalable from itus Plate InsSNle, 218 N. Lee Sloi State 312 Alexarxldq, VA22314. Job NSS me5 type Uty Harbor Ridge Lifestyle T6949969 73195 PBDS GABLE 2 jPly 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce. FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=-114, 2-5=-80,5-8=-100(F=-20),2-9=-30 7.640 a Nov 102015 MITek Industries, Me. Wen Jun 2915:431052o16 Paget ID:7QPecszFdotRumoewat1fLyMy11-_DrOOoquhsVPRNjQO3uixMra9zeY4_RHXNm04Pz1 OUq J A WARNING -VerNy design peremerers end READ NOTES ON THIS AND INCLUDED MMEK REFERANGE PAGE MIF7473 rev. 101)=015 BEFORE USE. Design valid tot use orly WIT, MJTekb connectors. R&design 6 bosed only upon par0mef0M shown. arM Is for an he Mdual buildW component not o true system. Before use. the W:cgng designer must vedfy, the alAllcobYltyof deem parameters and properly incorporate ails design Into the overall MIDdrlg design. Bracing lntllcated is to prevent bucldlrlg of lydMdud tmss web andfor chord members only. A fiflorlal temporary antl permanent bracing MiTek' txevenicolicysse rtydomager F, kolwatbmst dWtlancerengrComaoe cige.delivlityontlto InsoosaExepe initero,ane NSIM11 Criteria, OSB419 and BCSl Building Component DSB49re antlreet fafety[f 69rnpa,F04 e Eesl BNd. le31 AexoU1Pa. VA223Quality Solely Information wdlaWe from truss Rorie Insgtute, 210 N. Lee Sheet State 312 PJexontlda, VA2231 d. rmation ovallaNefromfare Hate Iadrlttof18 N. Tanga. FL 33610 o cuss fuss ype ty y Hallor Ridge Lifestyle T89499]0 73195 PBD6 GABLE 2 1 Job Reference o tional Chambers Truss, Inc., Fog Pierce, FL 7,640 s Nov 102015 SIB MT1 OHS i `1 Scale= 1:54.2 2x3 11 " 3x4 = 7 nn Fog 67 3x4 = 15 14 13 12 11 2x3 11 2x3 11 3x6 = 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ve 1(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vad(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.01 16 n/a Na BCDL 15.0 Code FBC2014/TPI2007 (Matdx) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 26-3-6. (Ib) - Max Horz 1=768(LC 4) Max Uplift All uplift 1001b or less atjoint(s) except 2=437(LC 4). 11=-616(LC 4), 12= 589(LC 4), 14=-623(LC 4), 10= 341(LC 4), 15=-381(LC 4), 1=-586(LC 6) Max Grav All reactions 250 Ib or less at joint(s) except 2=674(LC 9), 11=1044(LC 9), 12=1122(LC 9), 14=1079(LC 9), 10=493(LC 9), 15=593(LC 6), 1=590(LC 4) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-955/857, 23=-667/547, 3-4=-451/362, 4-5=-436/384, 9-10=-358/352 WEBS 8-11— 8041743, 7-12=-744/623, 5-14=-826/656, 345=-493/397 16 0 17 10 3x4 G PLATES GRIP MT20 244/190 MT16HS 2441190 Weight: 136111 FT=20% Structural wood sheathing directly applied or 7-4-13 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. 1 Row at midpt 9-16, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; G-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 Go. 8) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 10) Bearing at joint(s)16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4371In uplift at joint 2, 6161b uplift at joint 11. 589 Ib uplift at joint 12, 623111 uplift at joint 14, 341111 uplift at joint 10, 381 It, uplift at joint 15 and 5861b uplift at joint 1. 12) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). ® WARNING- Vedfy design paramefen: and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI 7423 rev. 10/e3/Z0IS BEFORE USE. Design valld for use only w4lh MiText)connectors. the design 5 based only upon parameters shown. end t; for an ldivictual Wilding component.not a dosssysWem. Before tae, the battling dedgner must verify line applicability of cadge poramefem and property Incorporate fink design Into the overall WBNngdeslgn. &acngMtl tedistoWeventWcklirgoflul mltnaswebar /orchordmemb mrs y. Acki lorwltemporanfandpermanenfbrocing MiTek' halwaysre dredfwstoblityandlopreventcollapsewllhpos9blepersor hjuryandpfopefyda e. forgeneralguldanceregardingthe fa xleatlon, storage, dellvery, erection and brocli g of hussesond tnrsssystemz saeANSUTPII Qualify Ci fedo, DSB-89 and BCSI Building Component N04 Parke East BNd. Safety Information available from Truss Rate Institute, 218 N. Lee Street, sulfe312 Alexagdra VA22314. Tampa, FL 33610 Job Truss I Was ype ly Harbor Ridge Lifestyle T89499]0 73195 PBD6 GABLE 2 1 Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-6=-80, 6-9=100(F= 20), 2-10=-30 7.64o s Nov 102015 MTek Industries, Inc. Wed Jun 2915:43:48 2016 Page 2 D:70PecszFdolHumoewal1f1-yMy11-EUyIOVLsZ4wl5_VhPb9nB07zAIJsfN2cOZgo5Pz1 OU9 J AWARNING- Verily deafga parameters and READ NOTES ON THASANDINGLUDED MITEKREFERANCEPAGEMIh7473,i louraf0f5 BEFORE USE Design valid for use a* with MlTek®connecfas. Nsdeslgre Is basec! only upon Minameferi and h for an individual buftlBg component not a truss system. Before use, the boiling designer must verify the appllcabhity, of design Parameters and properly hlcomorate ins design Into the overall buhdhgdeslgn.BracingIdicated"apreventbucklingoflMMdualtnrsswebarW/orcierdmembersorgy. Atlalilortaltemporaryatdpermanerllbraclrg M!Tek' In always required for stobillty, and to prevent collapse MIh posrope personal hllury and property damage. For general guidance regandrg the fabrication storage. delNery, erection and bracing of lases and hues systems seeANS11711 6u lily Cdtedo, DSB49 and BC51 Building Component 6904 Parke East Blvd. Safety Infarmallon avallable from Tons pate Institute. 218 N. Lee Street. Sure 312. Alexandra VA 22314. Tanga, FL 33610 Job rus5 I Fuss I yp¢ uty Ply Harbor Ridge bfisslyle T8999971 73195 PBD7 GABLE 14 1 Job Reference (optional) Chambers Truss, Inc., Fort Platte, FL 3x6 = 7.00 F12 3x5 11 7 2x3 II 3x4 = 15 14 13 12 11 2x3 11 2x3 It 3x6 = 2x3 11 3.4 30 = 16 0 17 10 3x4 Scale = 1:55.1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Veri(LL) We - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Ven( I-) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 16 n/a rda BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 140111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 26-3-6. (Ib) - Max Horz 1=838(LC 4) Max Uplift All uplift 1001b or less atjoint(s) except 2=-416(LC 4), 11= 631(LC 4), 12=640(LC4), 14=-621(LC4), 10=-311(LC4), 15=-382(LC4), 1=-618(LC6) Max Grav All reactions 2501b or less at joint(s) except 2=634(LC 9), 11=1116(LC 9), 12=1217(LC 9), 14=1073(LC 9), 10=417(LC 14), 15=594(LC 6), 1=628(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 1035/923, 2-3= 783/736, 3-4=-567/573, 5-6=-220/288, 9-10=-329/322 WEBS 8-11=-788f725,6-12=-840/675,4-14=-820/654,3-15=-4951398 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 9-16, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46f1; Cat II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord beating. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Beating at joint(s)16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 4161b uplift at joint 2, 631 lb uplift at joint 11, 640lb uplift at joint 12, 621 to uplift at joint 14, 311 to uplift at joint 10, 3821b uplift at joint 15 and 618 to uplift at joint 1. 11) "Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING-Vadfy d.11.pamm.fem and READ NOTES ON MIS AND OfCLUDED MmEK REFERANCE PAGE M674T3 as, IoAQGV15 BEFORE USE ° Des'gn Vaud tot use ONy YAM MreM connectors Rik design Is baseU only upon parameters sfwwn, and Is for an IndrAdual bAd#V component not a truss system. Before use, me bold ng desgner must very the applicablity of design parameters and properly Brcorporate this design Into the overall bulldlrg tledgn.Bracing Indicated is to prevent WcWIW or BMMdual tmssweb and/of chord members only. AWllRonal femporary and permanent bracing MiTek' Is always required for SIONIty and to preventcollapse Mon pomU'e persond lnary and properly damage. For generalgWtlarce regardirxl the fablicalbo, storage, delivery, erector and bracing of fmsseSond trussystems weMSIRPII Quality Criteria, DSB49 and BCSI Buliding Component 6904 Parke East BNd. Safety Info c lon avallable from inrss Hai. astMe, 218 N. Lee Street. State 31Z Alexandria, VA22314. Tarry., FL 33610 Job I fuss toss ype y Harbor Ridge Lifestyle8949271 73195 PBD7 GABLE 19 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-114, 2-7_ 80, 7-9�100(F= 20), 2-10_ 30 7.640 s Noy 10 2015 Mrek Industries, Inc. Wed Jun 2915:44:15 2016 Page 2 I D:7QPeoszFdolRumoewatllLyMy11-xh4s4kgOCNKTr83tUm87n6lcgAXAUacadGjkXLzl OTk ®WARNING - WAfydesignparamerersand READ NOTES ON THIS AND INCLUDED ASTEKREF£RANCEPAGEM11-7473 rev. IGUY2015 BEFORE USE. valid for use only WM MiieMconneclons Btls design k bosed Orly upon paromelers stwwn, and h for an Mlvkkml building component, not Nil' a Irusssystem. Before use, tine bWldirg desk nef must verify the applicability of design parameters and properly Incorporate lhk design Into the overall buldingdeslgn. BraArglndlcaletlistopreventbuddingofindlvlducthuswebandforchordmembersonly. AdditlonaltemporaryandPeancreaibrocing MiTek' LsalwaysrecMreclforsfabllltyarldfo Preventcolla Wlhpossblepersorrol Nluryandpropertydmnage. ForgenerolgWd¢lceregardigtne fabrbatb¢ storage, delivery erection orrd bracing of trusses, and tnrssystemS seeAN51F111i'r Quality Criteria, DSB-89 and SCSI Building Component 69M Parke East BN& safety Information available from Inns Plate In51iMe, 218 N. Lee Stree63uite 312 Alexandria, VA22314. Tampa, FL 33610 Job truss type ty y Harbor Ridge Li estyle T8949972 73195 PBDB GABLE 2 �f 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 3x6 = 2X3 1 i J 3x4 = Scale = 1:55.1 7.00 F12 �3 11 7 8 9 v 05 ro 16 6 3x4 — 15 14 13 12 11 17 10 2x3 11 2x3 11 3x6 = 2X3 11 3x4 = 3x4 LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.21 BC 0.14 WB 0.23 (Matrix) DEFL. Velt(LL) Vert(rL) Hou(TL) in (loc) Ildefl Ud n/a - n/a 999 r1a - n/a 999 0.00 16 n/a n/a PLATES GRIP MT20 244/190 Weight 280lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on purling, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS IRow at midpt 9-16 REACTIONS. All bearings 26-3-6. (ib) - Max Horz 1=838(LC 4) Max Uplift All uplift 100lb or less atjoint(s) except 2=416(LC 4), l l=-631(LC 4), 12=-640(LC 4), 14= 621(LC 4), 1 0= 311(LC 4), 15=-382(LC 4), 1=-618(LC 6) Max Grav All reactions 2501b or less at joint(s) except 2=634(LC 9), 11=1116(LC 9), 12=1217(LC 9), 14=1073(LC 9), 10=417(LC 14), 15=594(LC 6), 1=628(LC 4) FORCES. (ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1035/923, 2-3= 7831736, 3A= 567/573, 5-6=-220/288, 9-10=-329/322 WEBS 8-11=-788/725, 6-12=-B40/675,4-14=-8201654, 3-15=-495/398 NOTES- 1) 2-ply truss to be connected together with l0d (0.131 °x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4-1 row at 0-9-0 Go. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;, BCDL=3.Dpst; h=46ft; Cat II; Ecp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP11. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 6-0-0 oc. 9) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrenl with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=15.0psf. 11) Bearing atjoint(s) 16, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416lb uplift at joint 2, 631 lb uplift at joint 11. 6401It uplift at joint 12, 621 lb uplift at joint 14, 311 lb uplift at joint 10, 382 lb uplift at joint 15 and 6181b uplift at joint 1. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer A WARNING -Vexilydealgn ParemefMMdREAUNOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MIP74]3rei, 100XVI115 BEFORE USE. �■t Design valld for useoNywith MlTeMconnectors. INsdeslgn lbasedonly upon parometersslrown. Drool form individual bulDingoomponent.not a truss system. Before use. Me WIdIng designer mmtvedfy the applicability of design parameters ono properly Incorporate this design Into Inc overall =•gyp bulloirxldeslgn. BradnglndicatedltopreventlxlcWingofMK4dualhussweband/mchordmemb mrs y. Addlila itemporaryandpennanentbTcdi M!Tek' lalwaysregW forstabllitya toprevenicolbps WMpoWUepersonolh"yandproperyd We. Forgeneral gulUonce regarding the f0b4collon, storage, delNery, erecllon and br=Mg of Ma,,smrd tlusssystems, seeMSUlPI1 Quality Catedo, DS8-89 and SCSI Building Component 6904 Parke East BNtl. Wall, Intormallon ovOiade from Truss Plate InsliMe, 218 N. Lee Street Suite 312, Alexandda, VA 22314. Tampa. FL 33610 Job Truss russ ype ty y Harbor Ridge Lifestyle T8849972 73195 PBD8 GABLE 2 �f 2 Job Reference o tional Chambers Truss, Inc., Fad Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 114, 2-7=-80, 7-9= 100(F=-20), 2-10= 30 7.640 s Nov 102015 MTak Indurate., Inc. Wad Jun 29 I559:392016 Page 2 1 D:7OPecszFdotRumoewatlfLyMy11-uSvAOgsObGkMh8iSdpjoDzOZztwU_fJa51 Ydzozl OR A WARNING - Verity design Parameters aad READ NOTES ON THIS AND INCL UDEO M?EK REFERANCE PAGE Mw4n rev. IG U 12aI5 BEFORE USE Design valid for use only with Mrek® connectors. Mls design 6 baud only upon parameters shown, anal h for On IndlJdual bbIDtlirg component not tot a I. system. Before use. the blldirig designer must verify the aWIcabBily of design paameters and propedy brcaporafe tl6s design Into the overall buldrOdeslgn. &r gl�fie togevenlbuMingofindiMl tmsswebaff chordmembersoNy. Adc➢bonaltemporaryaldpeimare 11,accug MiTek' Is always required for stobfityad to Prevent collapse vAth possiole personal N)tly anal property damage. Forgeneralguidanceregar➢ngthe fatrlcolbn staoge, delivery. election and bfocing of furl wand Wse MtM , WIANSI/IPII Quality C Maria, DSB49 and BCSI Building Component 6904 Palle East 8bd. Safely Infonna9on avollable ham Toss Rate Insgtule. 218 N. Lee Street Suite 319. A.cndda VA 22314. Tanya, FL 20610 Job Truss rues Type pry PlyHarbor Ridge ❑ieslyle T69499]3 T3195 PBE GABLE 2 1 Job Reference (optional) Ghambees Truss, Inc., Fort Pierce, FL 4x4 = Z640 a Aor 192016 MITek Industries. Inc. Wed Jun 29 V 6 4x4 = 2x3 11 4x4 = Scale-1:20.4 9-4-0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) Na - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Ved(TL) Na - n1a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 HOr2(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (MaMx) Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc putting. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-4-0. (Ib) - Max Uplift All uplift 1001b or less atjoint(s) except 1= 470(LC 9), 5= 470(LC 9), 2= 745(LC 4), 4=-745(LC 4), 6=-156(LC 4) Max Grav All reactions 250111 or less at joint(s) except 1=418(LC 4). 5=418(LC 4), 2=960(LC 9), 4=960(LC 9), 6=459(LC 9) FORCES. (lb) - Max CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 3-6=314/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h-16tt; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. B) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 4701b uplift at joint 1, 470 lb uplift at joint 5, 74516 uplift at joint 2, 7451b uplift at joint 4 and 156lb uplift at joint 6. 9) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building designer. A WARNING -verify design parameters and HEAD NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MP-]4]3 rev. 100O'42015 BEFORE USE. Design valld for use only with MJTeW connectors. Tints design Is based only upon parameters shown, and Is for an htllNdual Wilding component, not �� a ims system. Before use. Ina bNdrg designer must vedty fine oppilcoblilty, of design parameters and properly Incorporate this design Into the overall bildrgdeslgn. Wacinglndk:aredlstoprevent WcHhUoflWWLu tmaweband/mcMrdmembersoNy. AddlionoltennWoryondpennanentbrocing M!Tek' Is always required for stablllty, and to prevent collopse wlih nosslWe personal Injury and propemydmnage. Forgenerolguldanceregmdrgthe fabtodbn, storage, delivery, erection and bracing of trussesond truasystems seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdidxe from Truss Rare Institute, 218 N. Lee sheet, Suite 31Z Alexandria. VA 22314. Terrya. FL 33610 Job Truss Truss Type Qry Ply Harbor Ridge Lifestyle 8949974 ]3195 PI GABLE 2 es G Job Reference o tional Chambers Truss, Inc., Fat Pierce, FL ax4 = 2x3 ]I TUD a Apr 19 2016 Mick Indusities, Inc. Wed Jun 2910:40:14 2016 Page 1 ID:7QPecszFdotRumoewatItLyMy11-ATyt5dsN_i5iD61YFGLHLilE77w5wsf6gZ?o7z1 SW 3x4 = 6 9 5 10 4 3x4 \\ 3x8 = 3x4 Scale = 1:52.7 Plate Offsets(X.Y)-- 14:0-1-4,0.1-8116:0-1-40.1-81 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.88 Vert(LL) n1a - n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(fL) n/a - n1a 999 BCLL 0.0 ` Rep Stress Incr NO WB 0.23 HOrz(TL) 0.01 6 n1a n1a BCDL 15.0 Code FBC20147TPI2007 (Matrix) Weight: 1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purling, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 1-7, 3-8 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=0/11-5-4, 8=0/11-5-4, 5=980/11-5-4, 6=234/11-5-4, 4=234/11-5-4 Max Uplift5=-1297(LC 4), 6=-268(LC 4), 4=-268(LC 4) Max Grav5=1182(LC 9), 6=324(LC 9), 4=324(LC 9) FORCES. (Ib) - Max. Comp-IMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-191/276, 3-4=-191/276 WEBS 2-5=781/1132 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xT) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=o.l8; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent Water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 6-0-0 oc. 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with Any other live loads. 10) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0psf. 11) Bearing atjoint(s) 7, 8, 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12971Is uplift at joint 5, 266111 uplift at joint 6 and 26816 uplift at joint 4. 13) Beveled plate or shim required to provide full bearing surface with miss chord at joint(s) 5. 14) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING- yerhydesfga Paramefersand READ NOTES ON TH/S AND INCLUDED MREKREFERANCE PAGEMH-]4]3rev. leAKV20lS BEFORE USE ' Dagn valid for use only Meth OTeM connectors. Inds design h based only upon paameters shown. and Is for an IndMdual baAtlirg comDonenl. trot a truss system. Before use. the builalrg designer muss verlty the alMlkabliryo(tledgn paamefers and properly bcapaale this design Into Ua overall bullduo tle9gn.&achg irdlcaled is to prevent bucking of Individual tnssweb and/or chord members only. Admtloral fempoary and permanent bracing Mole Is always regWretl for stadlityand to prevent collapse wllh possible personal nJury and propedydamage. fageneraloulocnceregordirgfhe fabrication. storage, delivery, erecllon and brackg of l uses s ad t unsystems, meANSI/TPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informallan available from lass Plate Institute, 218 N. Lee StneeL Sulte 312, Alexandda, VA 22314. Terry.. FL =10 ob Truss Truss Type ply Ply Harbcr Ridge L6ealyle T8949974 73195 PBF GABLE 2 n G Job Reference (optional) Chambers Truss, Inc., FM Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-1 OO(F=-20), 4-6=-30 7.640sApr192016MTek Industries,Inc. Wed Jun2910ADA42D16 Paget I D:7GPecszFdotRumoewatifLyMyl l-ATyt5dsN_i5iD6IYFGLHLilE77w5wsf6gZ?o7zlSwi ,& WARNING -Verily deslga parameters and READ NOTES ON THIS AND INCLUDED MIFEI(REFERANCE PAGE 1110.7473 rev. RMU12015 BEFORE USE. Design valid for use only with Mllolaf)conrlecfom Hsde9gn is based any upon paamelersshown, and Is for on Individual bulding component- rwt a fmsssyslem. Before rRe, the building designer must verity fine appllcablify of design pmamelers anal properly hcolporote tints design Into the overall bu0dingtleslgn. &act 9M[CatedlslogevenfbucWegofltKllvldudl nwebond/o C"dmembersoNy. AddlBorwltempormyantlpertnanenibractrg MiTek' kalwaysre Ure forstabllllyandfoprevenlcollopse Wthposslbleperso�kiWardpopedydamage. Forgenemlguldonceregordiratre fabdcalbRstorage.dellvery. xecikxs and brackg of nusxesand trusssystemsseeANSIRPII Quality Claria,DSB-89 and SCSI BuildingComponent 6904 Parke Eesl Blvd. Safety Informallon armoble from Ina Rafe Institute. 218 N. Lee Streel, State 312 Alexandra VA Ml4. Tempe, FL 33610 Jo toss toss ype pit' Ply Haihor Ridge Lifestyle T89499)5 73195 PBF1 GABLE 6 1 Jab Reference o bona Chombe,s Truss, Inc., Fort Farce, FL '.09u a n,, Y Lv, a ntu I11Ou5VIBB, R.. W a. J.n[M,e:e.... Gv.o ye, ID:7GPecszFdotRumoewatllLyMy l l-ATyt5dsN_i5iD61YFGLHLiIJ47pu5uBf6gZ7o7zl SW 11-5-4 11-5< ax5 = ax6 I 3x5 = 6 9 5 10 4 1411 6xB = 3x4 zW d Scale =1:52.7 Plate Offsets(XY)— f4:0-1-40-1-81 f6:0-140-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ODD) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 HOrz(Q 0.01 8 n1a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30'Except' BOT CHORD 1-5,3-5: 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=0/11,5-4, 8=0/11-5-4, 5=986/11-54, 6=231/11-5-4, 4=231/11-5-4 Max Uplift5=-1307(LC 4), 6=-262(LC 4), 4=-262(LC 4) Max Grav5=1188(LC 9), 6=321(LC 9), 4=321(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-189/271, 3-4=-189271 WEBS 2-5=-785/1139 Structural wood sheathing directly applied or 10-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-7, 3-8, 2-5, 1-5, 3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber D01-=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joints) 7, 8, 6, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1307lb uplift at joint 5, 262lb uplift at joint 6 and 262 lb uplift at joint 4. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 12)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-100(F=-20), 4-6=-30 O WARNING- Verlydeslgn paramelerc entl READ NOTES ON TN/S AND INCLUDED MITEK REFERANCEPAGEMU-7471xev. IDro ISBEFOREUSE. aaaa DegA1 valid for use only vMh WTeMconneCfors. lNs tles Wl B based oNyupon Ix xamefae; stawn. and Is for on Inalvk1uaI butding component, rat �' a truss system. Before use. the building deslgrer must vent' the applk:abillty of design Parometersand properly InaoRwrate thisdesign Into Iho overall bldnUciesign. Bracht,Indkated6tobuCHhgofindividual husswebanrl/or chord members only. Aduflonaltemporaryantlpermaiantbracing MiTek' prevent B always required for stability and to prevent collopse wilh possible personal hlury and property damage. Forgeneralgudalcefegaalngthe d. 6904 Parke East Blvd. ParkeB fab laatbrag n. stoery , deliveeracilon an l bracing of misses and Inrssrystanx, seeANSI/rP11 Quality Crllarla, D5849 and SCSI Building Component Tanga, 3ast Safety Informatlon available from Luss Rate InstiNte, 218 N. Lee street, Sure 31Z Alexandra, VA22314. Job Trans rues ype Oty Ply Herbof Ridge LBestyle T6949976 73196 PBK GABLE 1 �f 2 Job Reference (optional) Chambers Truss, Inc., Fort YielCB, FL 7.6406 Apr 192016 Milal lnaesillea,Inc. Was Jun 2U1 AU:1e 2U1E Fees 1D:r5OfzBCg7uDNmgfma5EKLz64Jz-ATyt5dsN_i5iD61YFGLHLiIDN7ud5yUf6gZ7o7zl Saul 9.3.2 eJ-2 1 Scale - 1:30.8 J , 3x4 = 6 5 W 11 SO // Plate Offsets KY)- f5:0-1-00-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.34 Vert(Q n/a - n/a 999 BCLL 0.0 " Rep Stress Incr NO WE 0.13 HOrz(TL) -0.00 2 Na n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 75 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-3-2. (lb) - Max Horz1=545(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2= 258(LC 6), 5=-300(LC 4). 6=-818(LC 4) Max Grav All reactions 250 lb or less at joint(s)1. 2 except 5=437(LC 9), 6=1171(1-0 9) FORCES. (ib) - Max. Ccmp./Max. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 1-2=-514/387, 2-3=-627/561, 4-5=-365/314 WEBS 3-6=-990/855 NOTES- 1) 2-ply truss to be connected together With 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h-46f1; Cat. II; Fxp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2.0.0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s)1, 7, 2, 5 considers parallel to grain value using ANSI/I-PI 1 angle to grain lormula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2581b uplift at joint 2, 300lb uplift at joint 5 and 818lb uplift at joint 6. 11) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this fuss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ,A WARNING -Vedrydealgnparamefersand READ NOTES ON THIS AND INCLUDED Mf1EKR£FERANCEFAGEMIF7473 rev. 1"Ac!JISBEFOREUSE. Design valldfor useonlywlfh MneWconnsclors. INsde90n lsbasedoNyupon porcinefersstlown. andlsforonkitllNdud bolding componenl.net p+•��q ��• a buss system. Before use, Isle bulking designer must verify the oppllcoblityof tleslgn pararletea and properly Incorporate 615 deagn Into fire overall bulldrgtledOn. WmhglrxibaledlstopreventWcWhgoflrltllvlduallrusswebcW/orclwrdmemWrsordy. AdLiionaliempamya perms ntbraclrg MiTek' Udwaysregulredfor stabllfyand toprevenf collapse with pocAble personalblayondpropertytlanage. ForgeneralgWtlalceregastlirgthe fabrkotbn, storage, GeWery, erection aW b winig of imssesaW fusss9siems. seeMSIRPIt Oualny Cdlerla, DSB49 and BCSI Building Component 6904 Puke East Blvd. Safely Informalion available from true Plate InsI1Me. 218 N. Lee Street. Sulte 312, Aexond la. VA22314. Tarrya, FL 33610 Job Truss Truss Type Gty Ply Herber NO, Lifestyle T89499)) 73195 PBK1 GABLE 2 1 I Job Reference (optional) Cbambere Truss, Inc., Fat Pierce, FL 3r11 7.64D a Apr 19 2D16 Mftek I.d.Mnea, Inc. Wed Jvn 2910:40:15 2016 Page 1 I D:70PecszFdotRumoewatlfLyMyl l-eFVFlzt9l?DZgGllpzs W twl Ugx9MgNfpLUJZLZzl Swx Scale-1:39.2 3x4 11 � e sW]o 3x4 — 13 12 11 10 9 3x4 O 2x3 11 2x3 II 3 = 2x3 11 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2014/TP12007 CS]. TC 0.56 BC 0.63 WB 0.20 (Matrix) DEFL- in VerlL) n/a Vert(fL) rJa Horz(TL) 0.01 floc) Udefl Ud - n/a 999 - n/a 999 14 n/a rJa PLATES GRIP MT20 244/190 Weight: 74lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-3: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. Allbearings21-6-2. (Ib) - Max Horzl=464(LC 4) Max Uplift All uplift 1001b or less atjoint(s) except 1— 289(LC 6), 10=-496(LC 4), 2=-349(LC 4), 12= 619(LC 4). 13=-633(LC 4). 9-295(LC 4) Max Grav All reactions 2501b or less at joint(s) except 1=369(LC 4), 10=959(LC 9), 2=380(LC 6), 12=906(LC 9), 13=838(LC 9), 9=454(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-583/494, 2-3= 374/292, 3A-336/257, 4-5=-336/257, 5-6=-336/257, 6-7= 424/359, 8-9= 372/305 WEBS 7-10=-775/541, 5-12= 722/654, 4-13= 682/660 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Dpsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-3-7 to 14-9-2, Extefior(2)14-9-2 to 214-6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at "-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVTPI 1 angle to groin formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289lb uplift at joint 1, 496lb uplift at joint 10 , 349lb uplift at joint 2, 619 lb uplift at joint 12, 633lb uplift at joint 13 and 295 lb uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ,&WARNING-Verllxdes/90 Par..hvsand READ NOTES ON THISANDWCLUDEDUgEKREFERANGEPAGEM*7473 nee IM34WISBEFORE USE. Desgn valid for use oNy,vlh MITek®connectors. RJsdeslgn h based or ly upon parameferssh0vm and h form Individual Wildirlg component. rot a Ir ss system. Before use, the building designer must vedly the appliaci of design parameters and prope4y Incorporate thisdesign Into the overall WDaingdeslgn. BmcbsglMkatedtstoprevent WcWlWofirdMtlual vebcd/orchordmemWrsoNy.Atl<9ilonalfemporary mtl permanent brmlrg MiTek' kalways required for stability and to Vevmf collapse with possible personal bpAy and property damage. For general guidance regarding tine fabrication,storage,delivery, erecBm analbracing of fences and tnra systems seemsl/ n Quality Criteria, DSB49 and BC5l Building Component 6904 Parka Easl Blvd. Safety Information available from inure Plate Institute. 218 N. Lee Street, Suite 312, vexandda, VA 22314. Tampa, FL WS10 Job Truss Truss Type Oty Harboe Ridge Lilestyle T89d99]7 73195 PBK1 GABLE 2 1 Job Reference o Gonal Chambers Teem Ina, Fan Pleme, FL 7,640 s Apr 192016 MTek Industries,Inc. Wed Jun 2910:40:152016 Page I D:7OPecszFdotRumoewatlfLyMyl l-efVFlzt?I?DZgGtlpu W twlUgX9MgNfpLUJZLZz1 Swk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 1 Vert: 1-2=-2=-114, 2-3=-80, 3-6=-100(F— 20), 6-8=-80, 2-9=-30 `V11 Job Truss Truss Type Qty Ply Ii Ridge Lifestyle T8949978 73195 PSK2 GABLE 2 i Job Reference p tional Chamber. Tmss, Ina. Faro Pierce, FL 7.641)a Apr 192016MTek Industries, Inc. Wed Jun291D:4D:162016 Paget ID:7QPecszFdotRumoewa111LyMy11-6r3dVJud W JLQSPSxNhNIQ7nccwVbZgfya826t?z1 Swj Moo-0 16.9-2 21L-2 i 6-012-9-2 -I Scale= 1:39.2 3x4 II 8 gal13 12 11 10 9get 2Y3 11 2Kd II 3.s = W 11 Plate Offsets (XY)-- f4:0-3-0.0-1-121 f9:0-1-40-1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n1a - n1a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) rJa - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WE 0.21 HOrz(TL) 0.01 14 n1a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. (lb)- Max Harz 1.464(LC 4) Max Uplift Al uplift 1001b or less at joints) 2 except 1= 189(LC 6), 10=-558(LC 4), 12= 675(LC 4), 13=-681(LC 4), 9= 255(LC 4) Max Grav All reactions 250lb or less at joint(s) 1, 2 except 10=968(LC 9), 12=933(LC 9), 13=881(LC 9), 9=123(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-503/447, 2-3=453/377, 8-9= 3441267 WEBS 6-10= 781/600, 5-12=-750F710, 3-13= 726/713 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-3-7 to 16-9-2. Exterior(2) 16-9-2 to 21-4-6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s)14, 9 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except Qt=lb) 1=189 , 10=558, 12=675, 13=681, 9=255. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A WARNING - Verify d.19a paramefersand READ NOTES ON TNISAND INCLUDED UTTEKREFERANCE PAGE MR7470re, IWO,2015 BEFOREUSE. London valid for use only wth NJreteDConnectoi iNs tleslgn k based oNy upon parameters shown. and Is fa a1 Inalvtdual WBdbg componenf. not a truss system. Before use, the bolding designer must vedy the applicabYlty of deagr parameters Ord properly Incoroorate this design Into the overall burUgdeslgn. &actrglndlcaledisfopreventb Mlrgoflnd ucd Mwweband/oretwdmemb moNy. Admfloral temporary mtlpermaneni bracltg M!Tek* b always regWre l for stablllty and to prevent collapse Win possBNe pennnal btury, and property damage. rot general guidance regarmrg Me fabrication, storage, delivery, erecflon and bracing of trusses and coos sysfems seeMSUTPII 9uaery Criteria, DSB-89 arm BCSI Building Component 69D4 Park. East Bbd. Safety Information available from Tmss Rate Institute, 218 N. lee Street, Suite 312, Alexandda VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Ply HeNor Ridge Lifestyle T89499]e 73195 PBK2 GABLE 2 1 Job Reference o tional Ghambars Truss, Ire., Fod Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2-114, 2-4= 80, 4-7=-100(F= 20), 7-8_ 80, 2-9= 30 7.640 s Apr 19 2016 MTek Intlustries, Inw Wed Jun 2910:40:16 2016 Page 2 ID:7QPecszFdotRumoewaflfLy1vy11-6r3dVJud W JLQSPSxNhNIQ7rbcwVbZgfya826t?zl Sv4 A ® WARNING- Vedrytleslgnperameferoentl READ NOTES ON THIS AND INCLUDED MITEKREFERANOE PAGE Mn,7473rev. 10=015REFORE USE Design Mid for use oNyvAtt1 Mlieldl connectors. TNsdeNgn k loosed ally upon paameters Nio m and is for on PWivldual bu dho component, riot �' a Imss system. Before use. tM bWIdW designer must vedfy the appllcaWllyof des[M parameters and propedy hcaporate ftdsdesign Into the overdl bulldWdeslgn. Brmhg9KkWedlsloprevenibucHlr otis Nauallrusswebcndlorctwrdmemb moNy. AtldlflgwlfemporarvontlpeimarenibrxUg MiTek' is alwaysrequired for prevent collapse wish posWle personal Mary property damage. For geneml regarding the fabrh elivelNare li storage, delivery. erecflon oriciat IxaclnA of hussesee inns systems, AN d BCSi Building lFlPII Criteda, GSB-89 anO BCSI BuOding Component 6904 East Blvd. Ingot Safety Inlotmatlon available from lms Rorie InstlNte, 218 N. Lee Sheet, Suite 312 PlexotWdo, VA 22314. S Neese VA Z!y a. FL Tarrrpa. FL 33610 Job Truss I russ I ype Oty Ply Harbor Ridge U.,ityle T69499]9 73195 PBK3 GABLE 2 1 I Job Reference (optional) chambers Truss, Inc., FM Pierce, FL 7.640 s A,, 19 2016 MTek Industries, Inc. Wed Jun 2910:40:16 2016 Pest 1 ID:7QPecszFdotRUM0oWatlfLyMyl 1.6r3dVJud WJLQSPSxNhNI07rbPwVZZqfya826t?zl Swj IS.10 - 1:39.2 J 3.4 11 e 3X4 — 13 12 11 10 9 3X4 O 2X3 11 era 11 3x6 = W 11 Plate Offsets(XY)-- f4:0-3-60-2-81 f7:0-3-0,Edgel f9:0-1-40-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Doc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) rl/a - n/a 999 BCLL 0.0 • Rep Stress Incr NO WE 0.21 Hou(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC20147TP12007 (Matrix) Weight: 82 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 •Except• TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. (lb)- Max Harz 1=464(LC 4) Max Uplift All uplift 100111 or less at joint(s) 1 except 10= 635(LC 4), 12=675(LC 4), 13=-681(LC 4), 9=-233(LC 4) Max Grav A11 reactions 2501b or less at joint(s) 1, 2 except 10=978(LC 9), 12=933(LC 9), 13=960(LC 9), 9=399(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-461/392, 2-0=-475/410, 8-9=-319/244 WEBS 6-10= 792/679, 5-12=-749/709, 3-13=-808f714 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-3-7 to 18-9-2, Exterior(2) 18-9-2 to 21-4.6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I except (jt=1b) 10=635, 12=675, 13=681, 9=233. 10) °Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss a; applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING-Vedlydargnperameters and READ NOTES ON THISAND INCLUDED AIMEKREFERANCEPAGE 11167473 rev. fi=?0ISBEFORE USE Design valid for use only WM Mi7ek9connectors. iNs design is based only upon parameters shown, and Is for an Inowual building component, not a truss system. Before use. ftw b lldrg designer must verify the appikgbMly of dedgn parameters and properly Incorporate fhk design Into lino overall bldrgdelign. Bnach9kWk:atedistoprevent brcNirgofbxiNldualhusweband/or chord members only. Addllbraitemporaycndpermonentbrcclrg M!TeK kalways required for sloblityancl to prevent collapse wlih Possible personal hluy and propedytlamage. For general guidance regarding the fableatroi storage, delNery, erector acid bracinD of tnrsesocal tors systems, WeANSI/IPII t9vaufy Criteria. DSB-39 and BC51 BuilAing Component 004 Perk. End Blvd. softly Intormcllon avdiable from Ines Nate Instlfule, 218 N. Lee street. SuIte312 Alexantlda, VA22314. Tarry., FL 33610 Jab Truss Truss Type Oty Ply Harbor Ridge Lifestyle T8949979 73195 PBK3 GABLE 2 1 Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mnek lndarl,", Inc. Wad Jun 29 10:40:16 2016 Page 2 1 D:7QPecszFdotRumoewatlfLyMy11-6r3dVJud WJLOSPScNhN107rbF'wVZZgfyaB26t9z 1 Swj LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase_1.25 Uniform Loads (plf) Vert: 1-2= 114. 2-4=-80, 4-7=-100(F=-20), 7-8-80, 2-9=-30 d A WARNING -Vedlydes/goparametereaad READNOTES ON TNISANDINCLUDED MITEKREFERANCEPAGEMIF7473., 1=12015BEFOREUSE Desgn valld for use only with MireISGil connectors. firsdedgo is based onlyupon pmamete s shown, and Is for an IndlAdual WBding component, not a trans system. Before use, the b AcO g designef must verify the aWlicabBily of design parameters and properly incorporate this design Into the overall W9cBrgdeslgn. LaachgirWioatedlstopfeveni WcWlWofi�Mdual M1u weband/mctordmembemonly. AtldlBarol temporary and permanent brocltg MiTek' Ealways required for stability and to prevent collapse with possible personal Injury anvi properly damage. far general guidance regarmng the fabricaflort storage, delivery, erecllon antl bracing of husesantl tnfss systems, sursMSI/IPII Quality Criteria, OSB-89 and BCSI Building Componenf 69" Parke East Bind. Safety Information wdlade from Truss Rate Insilkde. 218 N. Lee Street Suite 312, Alexandria VA 22314. Tairya, FL 33610 Job Truss Truss Type aty Ply Harbor Ridge Lhatyle Ta94998D 73165' PSK4 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fon Pierce, FL 3x4 - 13 2X II 7.640s Apr 192016 MITek Mosinee, so. Wed Jun 2910:40:172016 Pate1 I D:70PecszFdotFIuM0ewatllLyMy11-ago?jfuFHdrG4Z17xOuyLNggKmNlGgGpoof PSzl Swi IPd.S4 3.4 11 3xs 2x3 I I zxa I I 3i6 _ o 12 11 10 2.3 II 3x6 = M II 14 Sara N\ Scale= 1:39.1 Plate Offsets (XY)-- 14:0-3-0.0-1-121 f9:0-2-0.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a - n/a 999 M1720 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Ven(TL) da - RIG 999 BCLL 0.0 • Rep Stress Incr NO WE 0.28 Horz(TL) 0.01 14 n1a RID. BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. Qb) - Max Hom 1=464(LC 4) Max Uplift All uplift 100lb or less at joint(s) 2 except 1= 101(LC 6), 10=-657(LC 4), 12= 669(LC 4), 13=-590(LC 4). 9= 260(LC 4) Max Grav All reactions 250lb or less at joint(s)1. 2 except 10=1145(LC 9). 12=1117(LC 9). 13=926(LC 9), 9=473(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 494/405, 2-3=-448/403, 8-9=-317/270 WEBS 6-10= 763/702, 6-12= 7851704, 3-13_ 771/622 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 20-9-2, Exarior(2) 20-9-2 to 21-4-6; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 Go. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrem with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Ops1. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except Qt=lb) 1=101 , 10=657, 12=669, 13=590, 9=260. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING- Vedrydesignpreameferrand READ NOTES ON MIS AND INCLUDED MITEKREFERANLE PAGE MP7473 rev. 1N0a¢015eEFORE USE Design valltl for use oNyuAfh MBek®conneclors. 1Ns design k based oNy upon ramanetersshovm, and Is form IndMdud bu9tling component, nol a bus System. Before use, the buldng designer must verily fine apWlcab0lry, of design parameters and property Incorporate fhb design Into the overall W bdrgdoe4un. BimhglndkoledktopreventWcklhgoflndMd ltma baeforctwrdmembersoNy. Adtlllloriolfemporary arW l'x'rmaneni braclrq MiTek' 5 adecill a rut prolseM damager F, penondn, io rxeveni cdlollof daldmce ring storage. ansco DSB49ral mannaComponent DSB419 and BC61 Bulking Component alologe, delivery.ncen faftly arldbaclrxlofbusesandtnrswslte Tamp Parke Encl Inf. 31Z NeXOnditl VA 223Crilerla, 6otery Inlormallon avaDable hem IIus Made InsplNe, 218 N. Lee Sheeh State 312 AlexaMtla. VA 22314. Truss MBtrd. Tampa, FL 33610 o Truss Iruss lype pry Pry Harbor Ridge Lgealyle a949980 73195 PBKO GABLE 2 1 Job Reference (optional) C9erMene Truss, Inc.. Fod Pan., FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 114, 2-4=-80, 4-7=-100(F— 20), 7-8=-80, 2-9---30 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:40:17 2016 Page 2 10:7QPecszFdotRumoewatll yMy11-a2d4jfuFHdTG4Z17nOuyLNggKmNlGg6poofPSz1Svi Q WARNING- I/Mlydesfgn paramefens and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PACE MW473 rev. y0A134015 BEFORE USE ' Dedgn valid for use oNy Wfh Wala)Conneclore. iNsdedgn B barred only upon Parameters shown. and [star an IndlAck al bNding component, not a Russ sySlem. Before use, fine "CIM designer must verity the appIlooblily otde9gn parameters and properly Incorporate this design Into One overall buraingdesIgn. NmNinc! atedNtopevenfb MingotlMiNtlualtn webs /orcfardmembersoNy. Adr➢IioiwltemPaayandparmarenlbaGrg MiTek' Is always regWred for staWlltyand to prevent collapse with posslbe personal hhsyond property damage. FOrgenendguldanceregarding the fabbation storage, delivery, erection and bracing of Immesard tens systems WeANSI/Mil Quality Criteria, DSB49 and SCSI BuBEing Component 6904 Parke East Blvd. Safety Infonnotlon a cble Irom /runs Rafe Institute, 218 N. Lee Street. Suite 312, Alexardda VA22314. Tanga. FL 33610 Job Truss Truss Type ary Ply Harbor Ridge Lifestyle T6949981 73195 PRIG GABLE 3 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr to 2016 MITek Industries, Inc. Wea Jun2elVAu:L2u1b Fingal I D:r5OfzBCg7uDNnv9fm SEKLz64Jz-a2d?jtuFHdTG4Z17xOu-"rzKwFIEM6poolPSzl Swi 9-10d 26-11.B I Scala = 1:47.2 M 2re 11 alas = 2re 11 Exit It r� 16 6 3x4 — 15 14 13 12 11 10 ere 11 W 11 3xs = 2rd II 2x3 II ax4 �i Plate Offsets KY}- (5:0-3-0,0-1-121 f10:0-1-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) r✓a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.44 HDrz(TL) 0.01 16 Ida n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-11-6. (Ib) - Max Horz 1=537(LC 4) Max Uplift All uplift 100lb or less at joint(s)1 except 2=-182(LC 6), 11=-684(LC 4), 12=-619(LC 4), 14— 667(LC 4), 15=-620(LC 4), 10= 262(LC 4) Max Grav All reactions 250 lb or less at joint(s)1, 2 except 11=1176(LC 9), 12=1072(LC 9), 14=1115(LC 9), 15=972(LC 6), 10=454(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-547/428, 2-3=-594/544, 3-4= 2531247, 9-10= 300/273 WEBS 8-11=-796/728, 6-12=-707/653, 4-14=-837/705, 3-15= 828/655 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 24-10-8, Exterior(2) 24-10-8 to 26-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 Co. 7) This tmss has been designed for a 10.0 Pali bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 15.Opsf. 9) Beadng at joints) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1 except Qt=lb) 2=182, 11=sea, 12=619, 14=667, 15=620, 10=262. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (8). LOAD CASE(S) Standard Q WARNING- Verily design parameter: and READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE MO-7473 rev. IOUM 015 BEFORE USE ' De9gn valid for ore only Wit, MRek®conrlecfors. Ins desgn 6 basedonty upon parameterssri and isfor an Individual bolding Component, not a inns system. Before use, the painting designer must verity the applicability of desgn parameters arld properly Incomorate ihk desgn Into the overall buldnUck9gn.Srachg lrrdk:ated lslo Prevent buckling ofBWMduat truci and/or chord members only. Addlilorwltempwaryandpelma nlbracltg WOW IS always requi for ftabllltyard to preventcollapse with nos9hle persona Injury arts properly damage. ror general gWdance regarding the fab9callon, storage, delivery, erection and bracing of inrsseaarid has systems, S eoAN51/1PII Quality World. DSB-89 and BC518uilding Component 6904 Parke East Blvd. Safely Information available Bom Tura Rate ImIIMe, 218 N. Lee Street. Suite 312. Adexardtla VA 22314. Tanya, FL 33610 Job Truss Truss Type 0ty PlyHarbor Ridge Lifestyle T6949981 73195 PSKS GABLE 3 1 Job Reference (optional) Chambers Tmss, Inc., Fon Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase_1.25 Uniform Loads (plf) Vert: 1-2= 114, 2-5=-60, 5-9= 100(F= 20), 2-10=-30 7.Me s Apr 19 H16 MTek Industries, Inc. Wed Jun 2910:40.17 2016 Page 2 ID:r50fzBCg7uDNnv9frnv5EKLz64Jz-a2d?jtuFHdTG4Z17xOuyLNaKwFIEM6pooiPSzl Swi ® WARNING- sedfydeslgefeeamefers anEREAU NOTES ON THISAND INCLUDED MDEKREFERANCE PAGEMIF7473mu. 10UMISEEFOREUSE. Design valid for use only Wfh Mllek9 connectors. RIN design b based only upon parameters shown, and is for an kldlvkluai binding component, not a fnas system. Before use. the building designer must verify the opolloot9lty, of design parameters and proreedy incorporate MIS design Into Me overall buldingdedgn. Bracing 4dicated IS to prevent buckling of lntlNWual fnrssweb and/" cbord members only. Additbmltemporary antl permanent bracing MiTek' h always required for stabillNand to prevent collapse w8h posslole personalN1ury and property damage.. for general guldance regan9rrg the fabrlcalbn, storage, delivery. ereclion and brocirg of hussesond buss systems seeANSIAPli Quality Crileda, DSB-89 and BCSI Buliding Componenl 004 Parka East Blad. Safety Information annullable 8om Truss Rate InstlMe. 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Tarr9.a. FL 33610 Job Truss truss type Uty Ply Harbor Ridge Lifestyle T6949982 73195 PBK6 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL 3x6 = 2x3 11 Scale = 1:47.4 2x3 II 3x5= 2x3 It zoo 12 4 2x3 II 3 2 1 3x4 — 14 2x3 II 13 12 11 24 11 3x6 = 2x3 11 15 10 16 9 3x4 = 3x4 m x� Plate Offsets(XYI— f5:0-3-0,0-1-126I9:0-1-40-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) n/a - are 999 MT20 244/190 TCDL 20.0 Lumber DOL 125 BC 0.28 Ver(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 HOrz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 131 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-11-6. (lb) - Max Horz 1=656(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 1, 2 except 10— 470(LC 4), 11=-545(LC 4), 13=-629(LC 4), 14= 626(LC 4), 9= 487(LC 4) Max Grav All reactions 250lb or less at joint(s)1. 2 except 10=854(LC 9). 11=1015(LC 9), 13=1110(LC 9). 14=955(LC 6), 9=674(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6791544, 23= 502/418, 3-4=-295/130, 4-5=-350/216, 8-9= 5461498 WEBS 7-10=-8097743,6-11=-640/579, 4-13=-834/666, 3-14=-822/661, 8-10= 3071335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsC h--46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord beading. 6) Gable studs spaced at 6-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 15.Opsf. 9) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at jord(s) 1, 2 except Qt=lb) 10=470, 11=545, 13=629. 14=626. 9=487. 11) "Semi -rigid pitchbreaks including heels Member end fixity model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING- Verdydeslgn parameter and READ NOTES ON TH/SANDINCLUDED Mrh5KREFER4NCEPAGEM147473.. IQW2015 BEFORE USE *R De IgnvdidroTuseodywith MlTelt9conleclors.Wsdedl ft doNyum pn =etemshowna forMhdMduci"dMcomPo nt,rwl a Iruss system. Before use. the Widrg designer must verily the oppllcabillyof design parameters anci properly hcomorote this design Into the overall b4ldrgtl dgn. &achgl lcatedlslopreventbucUngofhtlMtluaifus brn /mctwrdmemb moNy. AddllorwltemporaryarMpermonentbracing i•��pp`� MiTek' h always requred for stabllltyand to Prevent collapse Wth passible personal" arxt properly dmnage. for general0uklarweregadrg the fabdcalkxr, storage, dellvery, erector arw boring of tmsesand Imssystems. s AN51/TPII QualityCdteda, DSB49 and BCSI Sugding Component 6904 Parke East Blvd. Safety Information avdlabie from Trus Plate Inslilule. 218 N. Lee Slreef. Sa0e312 Alexandtla VA M14. Tampa, FL 33610 Job fuss type Uty Fly Harbor Ridge LHestyle Ta940962 73195 PBK6 GABLE 1 1 Job Reference (optional) Charnbers Truss, Inc., Fort Pierce. FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-2-114, 2-5= 80, "=-100(F= 20), 2-9= 30 7.640 s Nov 102015 MiTek Industries. Inc. Wed Jun 2B 16:00:322016 Page 1D:70PecszFdotRumoewatlfLyMyt I-gecCBoVd6ZPrYHFeDSAArtBD(%OzbvWZOHmuwKDz1 OET V 0 WARNING -Vodly design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANLE PAGE MO.7473 rev. IWW015 BEFORE USE Deslon valid for use only Win M lek®connectors. Us design is based only Upon parameters SrOvA and is for an h avaual bfttling component, not a inns system. Before Use. the bu idinO designer must verily one appllcabuty of design parameters and property Incorporate this design Into tlse overall bIDalwalu dgn Bracing indboted Is to buclug Individual tnsrsweb and/or cnord membersonly. Addllorwltemp my dparmanenibaclrg MiTek' prevent of G always regWred for stabllN aid to pevenicdlapse wltis possble personal hpayaM propeMdam�e. For general BWdance regaNng Me baclrgofunsasae ality Cdteda, Dsa-E9 antl BCsI BuHEIng Component fabrk:ailowedloga, tlelablenoe fiurner,904 Parke East BNd. Russand salety IMormaHon avUiO[Me none Teas Raie Institute. 219 N. Lee Sheet SWie 312. Alexandria, VA 22314. Sues Suite31 .Alexandria V Tampa, FL 33610 Job Truss I runs Type Dry P Hmbor Ridge Ldesryle TB9499B3 73195 PSK7 GABLE 5 1 Job Reference o Donal chambers Truss. Inc., 7.64DS Apr 192016MRek lnduslries,Inc. Wed Jun2910:40:182016 Pagel ID:r5OfzBCg7uDNnvgfnw5EKLz64Jz-XOImBKwVoEj_4tBW2pwS2mTBs8chmIIPG6HmUKz1 Swg 3x6 = Scale - 1:51.6 3.6 2x3 3x4 r 6 7 8 9 n 16 0 &4 — 15 14 13 12 11 10 2x3 11 2x3 II 3x6 = 2x3 11 2x3 II 3x4 // 26 114i 26d1b Plate Offsets (X.Y)— (6:0-3-0,0-1-121 f10:0-1-4,0-1-81 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.50 Vert(LL) n/a - We 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Verl(TL) n1a - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 16 n/a rVa BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 124 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS IRow at micipt 9-16 REACTIONS. All bearings 26-11-6. (lb)- Max Horz 1=761(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 2= 135(LC 6), 11=-685(LC 4), 12=-627(LC 4), 14=-708(LC 4), 15= 600(LC 4). 10=-261(LC 4), 1=-169(LC 6) Max Grav Al reactions 250lb or less atjoint(s) 2 except 11=1169(LC 9), 12=1119(LC 9), 14=1214(LC 9), 15=917(LC 6), 10=453(LC 9),1=289(LC 4) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-807/654, 2-3= 855/751, 3.4=-524/420, 4-5=-501/483, 9-10=-300/271 WEBS 8-11=-789/729, 7-12=-755/661,5-14=-935/745, 3-15=-786/634 NOTES- 1) Unbalanced roof live loads have been considered for INS design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psQ BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads in the plane of the Truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0psf. 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135lb uplift at joint 2, 685lb uplift at joint 11, 627 lb uplift at joint 12, 708I11 uplift at joint 14, 600 lb uplift at joint 16, 261 Ito uplift at joint 10 and 169lb uplift at joint 1. 11)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the Buss are noted as front (F) or back (B). LOAD CASE(S) Standard O WARNING-Vod/xdeslgnparameI...Ad READ NOTES ON THIS ANDINCLUUEOMITEKREFERANCE PAGE MR-7473ree. IMSY20166EFORE USE ■ Deaquvalld tot use odyvth Mifek0connsctors. iNsdestgn hbasedonlyupon parameterssMwn. and Is foran Individual WDding component.not a truss system. Befora use, the Wlldrg designer must vedfy the appllcabllty of design parameters and properly Incorporate thhdeslgn into the overall a•��1 buldrGdedgrl. BrmInghdicate isloprevent WckthgoflMNUd to weba /orchordmembersordy. Addtlortdtemporaiyandpernanentbracing MiTek' hglwaysregWredforstaMtryq topteventcdlaps WthpossBMepersorlalhluryandgoMAyda We. Forgenerdguldartceregardrlgthe fabfloo n, storage, dellvery, erecflon and Ixaclrg of fRaSse d Irusssyslems. SaaANSI/IPII Quality Cdte ts. DSB-89 and BCSI BuIldhg Component 004 Parke East Blvd. Safety Information wdiabie from Toes Rate hstllute, 218 N. lee Street State 31Z Alexandria. VA22314. Tampa, FL MO Job Truss Truss Type Qty Ply Hato, Ridge Lileatyle T6949883 73195 PBK7 GABLE 5 i I Job Reference (optional) Chembere Truss, Ina. Fod Pierce, FL LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 114, 2-6=-80, 6-9=-100(F=-20), 2-10=-30 7 0 s 19 2016 Mdek lnduelries, Inc. Wed Jun 2910,40:19 2016 POge 2 ID:f5OfzBCg7uDNnv9fnl 5EKLz64Jz-XQImBKwVoEj_JtB W 2pwS2mTBs8chm11PG6HmL1 Kzt Swg V ,&WARNING-VeN/y desgn parameters and READ NOTES ON MIS AND INCLUDED MIFEKREFERANCE PAGE M6747r Lev. I&VIA2015 BEFORE USE Design valid for use only WIn Ivelelt® connectors. 0ds design B based only upon parameters shown, and Is for an GMMWaI bulding Component. not Bet a truss system. Befae use. the buldng desgner must vedfy the oopllcabilly of design parameters and properly Incorporate tnis design Into fine overall bu9alngdesign. &acbgl ated toprevenlbuck@gofldNUL lhussweband/orctwrdmembarsoNy. Adddonattemporaryandpernowntbraclrg MiTek' B always required for stabllltyartd to prevent Collapse Wlh possible personal injury and property carnage. For general gultlance regarding the fabrlcatbn storage, delivery. Uncertain and bracing of trusses and t,aasystems. saeANSI/IPII QuallN Ctllerla, DSB49 and BCSI Bultding Componanl 6904 Parke East Rind. Solely Informallon awRable from imss Nate InsBtule, 218 N. Lea Street, Suite 312, Alexandria VA22314. Tarnpa, FL =10 Jo Truss I russ Type Ory Ply Harbor Ridge LBestyle 70949984 73195 PBK8 GABLE 2 G Jab Reference (optional) Chembem Tense, ine., Forl Pierce, FL 7.640 a Apt 19 2016 MiTek lnauefnee, Inc. Wed Jun 2910A0:19 2016 Page l ID:70Pecm szFdotRuoewatlf:yMy11-XDIm8KwVoEl_JtBW2pMd2mT8g8awmB7PG6HmUKz1Swg 3x6 2x3 It 3x4 = 7.00 12 W2113 4 5 3x6 10 9 8 7 3x4 \\ 3x4 = 3x6 = 3x4 = 13 6 3x4 Scale - 1:56.2 Plate Offsets(XY)-- f3:0-3-00-0-01 f6:0-1-4,D-1-81110:0-1 A,0-1-81 LOADING (psi) SPACING- 2-0-0 OSI. DEFL in goo) Udef1 Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.70 Vert(LL) n/a - n/a 999 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.39 Vert(TL) We - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WE 0.24 Horz(TL) 0.00 12 rile n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 2451b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP NO-3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 WEBS 1 Row at mldpt 5-12 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-6-0. (Ib)- Max Horz 11=315(LC 4) Max Uplift All uplift 100 lb or less at joinl(s) 10 except 7=-642(LC 4). 9= 899(LC 4). 6=-313(LC 4) Max Grav All reactions 2501b or less at joint(s)10 except 7=1150(LC 9). 9=1297(LC 9), 6=407(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 5-6=-271/324 BOT CHORD 9-10- 350/306 WEBS 4-7= 8001738, 2-9=-790/638, 1-9=-417/421 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Tap chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as () or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-44.2psf; BCDL=3.Opsf; h=46h; Cat 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 6) Provide adequate drainage to prevent water pending. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 6-0-0 oc. 10) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0ps1. 12) Bearing atjoint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 10 except (jt=lb) 7=642, 9=899, 6=313. 14) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 9. A wARN/NG- yarly design parametem and READ NOTES ON MS AND WCLUDED MaEKREFERANCE PAGE MR7473 rev. 1NO3/2015 BEFORE USE Design valid for use oNy W th MlfeleD connectors. lNsdeslgn Is lec ed oNynpon parameters shown, and Is for on htllAdual W9dllg componenl, not a truss system. Before use. the bWk9ng deslgner mull verify rho appllcoMity of design parameters and property Incogwrale Ihk design Into the overall buldirgdeslgn. BrachtglndkatedlstoprevenlWcklingofhdK4d altlussweband/aclardmembersoNy. Atltllrbralrempaayantlpelmalenlbracing M!Tek' Isolways teaWretl for stablllty, and to prevent collapse v4m possmle pew" hltay and property damage. ForgerremigtAdatceregacLnglhe fobkafbm storage, Calvary- erec0on and bracing of tnrssesontl tnmeystemc seeANSI/TPII 6ually Crllerla, DS8-89 and BCSI BuBCing Componenl 6904 Parke East BNd. Safety Alotmallon avdlable from Bum LeSW Nate IrtViture, 218 N. e Street, fe 312. Alexandra. VA 22314. Tara, FL 33610 job Truss Truss Type Dty Ply Harbor Ridge Ldestyle T8949984 73195 PBKB GABLE 2 2 Job Reference (optional) CM1embers Truss, Inc.. Fod Pierce, FL 7.64D s Apr 1B 2016 MRek Intlusoias, Inc. Wed Jun 28104020 2016 Petal? I D:7QPecszFdotRumoewatlfLyMyl1-?dJ8Lgx7ZYrrxl mic W Shaz?JDYw9VeFYVmOJOml Swf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 80, 3-5=-100(F=-20), 6-10=-30 A WARNING -Vedfydesignparams1sys.d READ NOTES ON THIS AND INCLUDED WEKREFERANLE PAGEW/7473;v, 10/Ot2015 BEFORE USE Design Valid for use only With MITelN9connectors. TMdedgn Is based only upon parameters shown. and Is form NdlNdual Wilding component, not a buss system. Before use, the bulking designer must verity IW appllcobi lly of desgn prometers and properly Incarcerate this design Into the overall WScirgdedgn. Bracing Indicated Is to prevent lauckling of individual trussweta andlor chard menribers only. Addl[onallemporrymdpemn nibT=IW 6alwaysregdredit.rstoMiymdtopreventcollupse Wthpossealepemo hpdyandpropedyclamage. For generd gWdmce regrding the M!Tek' fabdcalbrl storage.ddWW, erecilonrrd lxadng of Inisesand imssystems seeANSlApl1 Quality Crlierlo,DSB-89 and Bat BuBtling Component 6904 Perko East BNd. Safety Information avdiade from Tnnc Rate Inslllule, 218 N. lee steel. Suite 312 Alexandria VA 22314. Tanga. FL 33610 Job Truss Fruss I ype pry ply Harbor Ridge LAesyle T9949985 73195 PBK9 GABLE 14 1 Job Reference o lional Chambers Truss, Ina.. Fan Pierce, FL 7.00 12 2 3 4 5 4x4 7.640 s Apr 192016 Mdek Industries, lac. Wed Jun 29 10:40:20 2016 Page ID:7OPecszFdotRumoewatllLyMy11-?dJ8Lgx7ZYrml micW Shaz?NOYgzVbYYVm0J0nz1 Swt ]-6-0 5-9-0 11-9-0 5xB M11 SHS4 \ Scale-1:56.2 2x3 I 3x5 = _ `V\ ( xy 12 b 10 9 8 7 13 6 3.4 \\ Gx8 = 3x6 0 3x4 = 3x4 17E-0 Plate Offsets(XYI-- f1:Edge,0-1-12113:0-5-2,0-2-4116:0-1-4.0-1-81,f9:0-3-80-3-01110:0-14.0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in ODD) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) rda - 1 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.79 Vert(TL) Wa - n/a 999 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WE 0.41 Horz(TL) 0.01 12 rda n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 1231to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-9,5-7: 2x4 SP No.3 WEBS 1 Row at midpt 5-12, 4-7, 2-9, 5-7 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-6-0. 01g)- Max Horz 11=315(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 7= 631(LC 4). 9= 887(LC 4), 6=-324(LC 4) Max Grav All reactions 2501b or less at joint(s)10 except 7=1135(LC 9). 9=1281(LC 9), 6=422(LC 91 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 0b) or less except when shown. TOP CHORD 5-6=-287/336 BOT CHORD 9-10=-348/305 WEBS 4-7=-802/740, 2-9=-786/636, 1-9=-395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 6.0-0 ad. 9) This truss has been designed for a 10.0 pst bottom chord live load nonconcurent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 11) Bearing at joints) 11, 12, 10, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 631 Ito uplift at joint 7, 8871b uplift at joint 9 and 324 lb uplift at joint G. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 9. 14)'Seml-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 15) In the LOAD CASE(S) section, loads applied to the face of the Russ are noted as front (F) or back (B). LOAD CASE(S) Standard OWARNING-Vedydeslgnparemeteraand READ NOTES ON THISAND INCLUDED MWEKREFERANCEPAGEMP74"mro 1D032015 BEFORE USE De9gn valid for use only wlih Mirek® connectors. Dwaledgn B Uased only upon parameters stlovm. and Is form 01tlMtlual bustling component, not a toss syslem. Before use, the building designer must verify the appllcatAlN of design parometers and properly hcomorate this design into the overall bulldlrOdeslgn.&achglrWkaledislopeventbuckl9gof0idMdualtmsweb /mehofdmembersoNy. Adnitlomltemporarya Wimanentbt=Ug MiTek' Is always required for stability and to prevent collapse with posshle p veinal hftay arW property damage. For general guidances rimilig he fcIDdCGIIDM storage, dellvery, erecllon oral brox hg of truce, and Lus Wares, saeANSI/tPll Quality Criteria, DS11-99 and SCSI Indicting Component 004 Parke East Blvd. safety Inlormotlon amiable from roar Plate Institute. 215 N. Lee Street suite 312. Alexandra VA 22314. Tarrpa, FL =10 Job Time Truss Type aty Pty Harbor Ridge Lifestyle T8949985 73195 PBK9 GABLE 14 1 1 Job Reference a Donal Ohombers Truss, Inc.. Fod Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 29 10:4020 2016 Page 2 ID:70PecszFdotRumoewatIfLyMy11-7dJ8Lgx7ZYrrxl mVW Shaz1NOYgzVbYYVmOJ0nz1 Swf LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-100(F— 20), 6-10— 30 Q WARNING -yedfydralgnpa1courtrs and READ NOTES ON THISANO INCLUDED sumEKREFERANCE PAGEMII-7473rev. 109 01SBEFORE USE �■■ Dustin valid for use only with MRek0coinecfon. lhisdeslgn is baser) only upon parameters shown. and Is for an individual buldfrg component nol a Im syslem. Before use - the biding designer must verify Inc applicabOliyof tledgn parameters and! properly Incorporate ibis design Into the overall j'•��[�o` buddngdesIgn. Bracing Indicated Is to prevent buckling of lndMdual tmsweb andyor chord member only. AtldBond femponary and permanent bracing M!Tek' IsaNvays reguired for stobtiltyand to prevent colla ose Win possible personal b)uryand property, damage. For general ga6dvnce regordig the fobllcalion, storage, delivery, election anal bracing of Dusesana trussya ms, seeANsl/TPII Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate halitule. 218 N. Lee Street. Sdte312. Alexandria VA22314. Tanga, FL 33610 ob russ Russ ype QtY Ply Harbor Ridge Lifestyle 73195 PBN GABLE 2 1 7786 Job Reference (optional) Chambers Truss, Inc.. Pon Pierce, FL 7.640 s Nov 102015 IvbTek Industries, Inc Wed Jun 2916:01:17 2016 Page 1 ID:70PecszPdolRumoewatltLyMy11-0IgDaB2sW N4SSCCIMPUnCe4Fg9LFx�_h0eGHprP6zl ODm 26-0-0 26-0-0 7.00 r a 2 166I o d 3x4 — 15 14 3x6 II 2x3 II 13 12 11 10 2x3 11 3x6 = 2x3 11 2x3 11 ` Scale: 1/4'=1' -\\\j 3x411 B 17 jjm m to 16 6 3x4 // 26 0.0 Plate Offsets(XY)— f9:0-1-4,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - We 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr NO WE 0.23 Horz(TL) 0.01 16 tVa n1a BCDL 15.0 Code FBC20147TP12007 (Matrix) Weight: 94 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. All bearings 26-0-0. fib) - Max Horz 1=549(LC 4) Max Uplift All uplift 1001b or less atjoint(s) 2, 11 except 1-240(LC 6), 10=-593(LC 4), 13= 72l (LC 4), 14= 547(LC 4), 15=-470(LC 4), 9=-288(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2 except 1=274(LC 4), 10=973(LC 9), 11=444(LC 1), 13=1027(LC 9), 14=784(LC 9), 15500(LC 6), 9=520(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2=573/523, 2-3=489/398, 3-4=-464/376, 4-5= 463/375, 5-6=-464/376, 6-7=485/432, 8-9= 367/298 WEBS 7-10= 796/631, 6-11=-335/95, 5-13=-831/760, 4-14— 631/578, 3-15=-432/491 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst; h=46ft; Cat. II; Exp C; Encl., GCpj=0.18; C-C Comer(3) 0-0-5 to 16-5-10. Extedor(2) 16-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 Go. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL=15.Opsf. 8) Bearing at joint(s) 16, 9 Considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 11 except 01=1b) 1=240, 10=593, 13=721, 14=547. 15=470, 9=288. 10)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING- Vedfyaenignpalamet.rs..d READNO7ESON TN/S AND INCLUDED MmEK REFERANCE PAGEMIF74" rev. 10A1.92015BEFOREUSE Design valld for use only with Mnek0connectors. ➢r8 design N based only upon parameters shovm, andus for an IndMdual building component not a tras system. Befoo use. the bu9ding designer must codify iM cppllcabBliy of design parameters and property blcoporafe Ihk design Into the overall baidngdesign. BracVgluck;afa lIstoPreventbuoHtrtgofIndivkluallaswebanxl/or chord members Only. Atldltlollaliempaaryantlpermonenibracirg MiTek' Is always requited tot stalillty, and to prevent collapse Wth possible p Oanal Injury and properly damage. Forgeneralguldaceregarmrxlihe fabricaffm storage, delivery, erection anal bracing of busses and train systems, weAN51/IPII Quality Ciliate. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from pas Rate InAiNte. 218 N. Lee Sheet Suite 312, Alexa dita VA22314. Temp., FL 33610 o Truss rash type y Harbor Ridge Lifestyle .1 T6949986 ]3195 PEN GABLE 2 1 _ _ Jab Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-2=-113, 2-3=-80, 3-6=100(F=-20), 6-8=-80, 2-9=-30 7.690 s Nov 10 2015 MiTek Industries, Inc. Wad Jun 29 16.01:172016 Page 2 ID:70PecszFdotRumoewallfLyMyl l-OIgDaB2sW N4SSCCIMPUnCe4Fg9LFz_hOeGHpP6z1ODm A WARNING-Vedlydasignjawsmetersaod READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGE MIIJ4"... 10SX1rz015 BEFORE USE Design WO for use only Wih MiTeMconnactors. ItJsdesign Lt based oNy upon paramefersst10W11, and a for an IntlivMuol bustling comporlent rot a bus system. Before use, the building designer must very the oppllcattity of design parameters and property Incorporate Ihls dedgn Into the overall buIlUingtledgn. IaocIng9dlcatedhtopreventbuckling ofhuJlvkfuoltrusweband/or chord members only. Addlibralfempaoryondpermanenibracing MiTek' Is alwaysletulred for stabilltyand to prevent colla Wth possible personal Nlay and properlydamage. For general griclaoe mgardng the fobaaotbn storage, delNery, erection and bracing of husss ai tmsssystems seems1/iPr Quality Cntedq D6S-Sg and SCSI Building Component 6904 Parke East Blvd. Safety Information walaLYe from Truss Plate Institute, 216 N. Lee Street SWfe 31Z Alexandra, VA 22314. Terms, FL 33610 Job fuss russ ype y Ha@or Rdge Lff9Myle T894999] 73195 PBN1 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fog Pierce, FL 764D s Nov 10 2015 fNTek Industries, Inc. Wait Jun 2916:01:52 2016 Page 1 ID:70Pecs FdotRumoewatllLyMyll-UIRSw9TpHOVUBaNOvFc_60OCaGIZeooghDG98ulODD 3x5 = 15 14 13 12 11 10 2x3 11 2x3 II 3X6 = 3x6 11 2x3 11 2x3 II _\ 1 3x4 1 �1 8 17 3x4 // Scale: 1/4'=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.52 Ve 1(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 101 lb Fi=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins; BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation aude. REACTIONS. All bearings 26-0-0. (Ib)- Max Harz 1=549(LC4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-876(LC 6). 10=-829(LC 4), 2-685(LC 4), 11=-417(LC 6), 12=-706(LC 4), 14-647(LC 4), 15=-479(LC 4), 9=-276(LC 4) Max Gmv All reactions 250111 or less at joint(s) except 1=733(LC 4), 10=1373(LC 9). 2=1036(LC 9), 11=300(LC 4), 12=1004(LC 9), 14=780(LC 9), 15=566(LC 9), 9=498(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -Aft forces 250 (Ib) or lass except when shown. TOP CHORD 1-2=-814/801, 23=-421/329, 3-4=313/228, 4-5-312/228, 53=-313/228, 6-7=-591/612, 8-9-353/285 WEBS 7-10=-1172/881, 6-11— 306/491,5-12=-813/744,4-14=-630/578,3-15=-466/497 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-5 to 18-5-10, Extedor(2) 18-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designeras per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires Continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 7) e This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) Bearing at joint(s) 16, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 876111 uplift at joint 1, 829lb uplift at joint 10, 685lb uplift at joint 2, 4171b uplift at joint 11, 7061b uplift at joint 12, 5471b uplift at joint 14, 4791b uplift at joint 15 and 276 lb uplift at joint 9. 10) 'Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING -Verily dosignperameters and READ NOTES ON THISAND INCLUDED MIEKREFERANCE PAGE M11-7471nv. fONMISGEFORE USE Designv 1<110rue onlyv,th Mllelc®conracbrs. lNsdetlgnfs basedonlyupon parameters shown. antl Is for an indlNdual bidIng component, not �R a buss system. Before use, the b tidng designer must vedly the oppllcablity of cf s gn parameters and properly hloorporate this design Into the overall buildirgdedgn. pacinglntlkaledl5fopreveniWcklirgolintllNducDinrRwebantl/orctwrtlmembersoNy. Adtlilioiaiiemporaryantlpermatanibracing MiTek' Is always required for sioUrtyand to prevent collapse with possible personal lnfury and property damage. For general gultlance regarWgthe fobbatbn, storage, delivery. erection oW bracing of tnuses bust systems weANsiRPil Quality Cdterla, D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from buss Rafe Institute, 218 N. Lee igmet, Suite 312 Alexantlda. VA22314. Tanga, FL 33610 Job ruse Imes type y Harbor Ridge Ldestyle TBg49907 73195 NEW GABLE 2 1 Job Reference (optional) Chambers Tru a, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (DID Vert: 1-2=-113, 2-3=-80, 3-6— 100(F— 20), 6-8— 80, 2-9=-30 7.640 a Nov 102015 Work lMuarles,Inc. Wed Jun 29 16:01:52 2016 Page ID:70Pecs2FdotRumoewatlfLyMy11-U1RSw9TpH8VUBaNOvFc_60DCaGIZe009hDG98a21 ODD AWARNING-verity dovlgar parameters and BEAD NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIA74T4 rare. 10/0112015 BEFORE USE Design valid for use only Win MITeW connectors. M design b based only upon parameters shovm. and Is for On hdlvlduci building component, rot a imss system. Before use. the b1BOB1g designer must vainly the opplicablity, of design parameters and properly incorporate thh design Into Ito overdl bulmrgdedgn.&achlg lrldcatedlslo prevent bucl,11n, ofindividual tnnsweband/or chord members only. Atldikmd temporary and permanent bracirg M!Tek' b dways requhed for stdallly antl to prevent collapse vAih posmle persorloi hhxy arul propedydamage. forgenerdgutcanceregard gthe ka d orlon. storage, delivery. erecBon and brachg of fnlssasand truss systems seeANSI/iPll Quality Craerla, DS349 and BC51 Building Component 004 Parka Eost BNd. Safety Information avallobie from lnas Rate Institute, 218 N. Lee Street. Sulle 31Z Alexcrowl VA 22314. Tanga, FL 33610 Job foss mils type y Harbor Ridge LBestyle T69499Ba 73195 PBN2 GABLE 2 1 Job Reference (optional) Clambers Truss, Inc., Fort Pierce, FL 7.640 a Nov 102015 MHek Industries. Inc. Wed Jun 29 16:02:52 2016 Pdge1 ID:7OPecszFdolRumoewatlfLyMyll-ka37WgBSBa2_LoyYOrh3YgVWSSrt iyl_UYoLF6z1OCH 3X5 — 17 16 15 14 13 12 3x6 = Scale: 1/4'=1' 3x4 II 9 19 10 3x4 i LOADING (Pat) TOLL 20.0 TOOL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TO0.33 BC 0.17 WB 0.19 (Matrix) DEFL. Vert(LL) Vert(TL) Hom(TL) in (too) Well Ud n/a - n/a 999 Na - n/a 999 0.00 18 n1a Na PLATES GRIP MT20 244/190 Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cuide. REACTIONS. All bearings 26-0-0. (Ib)- Max Horz 1=549(LC 4) Max Uplift All uplift 1001b or less at)oint(s) except 1= 846(LC 6), 12= 294(LC 4), 2=-634(LC 4), I l= 189(LC 4), 13=-608(LC4), 15= 583(LC 4), 16=-346(LC 4), 10= 236(LC 4), 17=-321(LC 4) Max Grav All reactions 250lb or less atjoint(s) except 1=719(LC 4), 12=349(LC 1), 2=968(LC 9), 11=542(LC 9),13=880(LC 9), 15=833(LC 9), 16=396(LC 9). 10-123(LC 9), 17=515(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) orless except when shown. TOP CHORD 1-2=-8081788, 2-3= 494/432, 3-4=-309/260, 9-10=-301/242 WEBS 7-12=-315/300, 8-11=-370/223, 6-13=-704/643, 5-15=-672/615,4-16=-337/360, 3-17=-419/334 NOTES- 1) Wind: ASCE 7-10: Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCOL=3.Opsh h=461t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-0-5 to 20-5-10, Exterior(2) 20-5-10 to 25-10.4; Lumber DOL=1.60 plate grip DOL=1.60 2) Tmss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 600 Co. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This lmss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joint(s) 18, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8461b uplift at joint 1, 2941b uplift at joint 12, 6341b uplift at joint 2,189 lb uplift at joint 11, 608lb uplift at joint 13, 5831b uplift at joint 15, 346lb uplift at joint 16, 236 lb uplift at joint 10 and 321 lb uplift at joint 17. 11) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. AWARNING-VeNlyE4slSnparamefenandREADNOTESONTHISANDINCLUDEDMREKREFERANCEPAGEMII.7473.1folldKOISBEFOREUSE. Ceslm volld for useonlywlth Nilfelt®connectors. INsdeslgn lsbasedonlyupon parameters shown and Is form Individual Wilding Component, net a puss system. Before use. the bruldrg designer must verity Ilse oppiicab011y of design parameters o d properly Incorporate Ihb design Into the overall bufldgdesign.&acing lWlcated b to prevent bucldlrg of lndit lussweb and/or crwrd members only. Adan c9llonal temporary d permanent bracing MiTek' h always required for Motility end to proven] calapse Wfin possble personal Irtury and property damage. For general guidance regadInp the 6904 Parke East Blvd. fabrication storage, delivery, erection and bracbrg of 0usses dleda, OB-e and Irusssystems, seeMSUTPII Quality CS9 and BCBI BuIIEIng Component Tarrya, FL 33610 Safety Informatlon available from lnas Nate Institute, 218 N. Lee Slteet. Shce 312. Alexandua. VA 22314. Job Nee runs ype y Henna Ridge Lifestyle T6949866 73195 PBN2 GABLE 2 1 Job Reference (optional) Chambers Truss, In., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (PIf) Vert: 1-2=-1 13, 2-4=-80, 4-8=-100(F= 20), 8-9= 80, 2-10= 30 7.640 s Nov 102015 Mrekindustnes,Inc. Wed Jun 29 16:02:52 2016 Paget 1D:7OPecszFdotRumoewallfLyMyl 1-ka37WgBS6a2_LoyYOrh3YgV W SSnAiyl_UYoLF6z1 OCH Q WARNING- Vedfy design parameferaand READ NOTES ON THIS AND INCLUDED AUTeKREFERANCE PAGE MIP7473 rev. 10`012015 BEFORE USE �■� Dedgnvulld for useorly wllh MlTek®connectors. iNsdestmisbasedordyuponparameters shown. and Isform lritllvWrwl buYtlblg component not a Inrss system. Before use, ite, bdldrg desUnar must vedy the apWlcablilty ofdeslgn parameters and property Incorporate this design Into fine overall buldingdoagn. Brochglndk:aled Isla prevent WcWIrg oflndlvklual fsusweb and/or chordmembeisonly. AddilionolternMaryandperm onlbractrlg a.��Q� MiTek' balways requlrecl for stability and to prevent collapse with possible personal hlw/ and property damage. ForgenerolgaWonce regardngthe 6904 Parke East Blvd.fa llom slotoge, delNery, erecllon and b =a g of fRs sa I syste s msl/IPII Quallly Cdterla, D5B-a9 and BC51 Building Component Tamp., FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. SWte 31%Alexandria, VA 22314. o rU55 russ yp0 y Harbor Ridge Lilestyla T8848080 73185 PBN3 GABLE 2 1 Job Reference (optional) Chambers Truss, Ina, Fort Memo. FL 3x4 = 17 16 15 14 US = r.wusrvsvroema muerc insumnes. mc. weaeuneaia:wtezma rage ID:70PecszFdotRumoewatlfLyMyl1-hVFk4 dlgdblgKiTXPKV?G?f0y3h8DwlmgWFVOz108j 13 12 3x4 II 9 10 3x4 Scale: 1/4'=l' 26-0-0 Plate Offsets(XY)-- 110:0-1-401-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.33 Vert(LL) n/a - n1a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 18 n/a Na BCDL 15.0 Code FBC20147rP12007 (Matrix) Weight: 120 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (lb) - Max Horz 1=549(LC 4) Max Uplift All uplift 100111 or less atjoint(s) except 1=653(LC 6), 12= 259(LC 4). 2=-456(LC 4). 11=-257(LC 4), 13=-523(LC 4), 15=-585(LC 4), 16=-411(LC 4). 10=117(LC 4), 17=-462(LC 4) Max Grav All reactions 250111 or less at joint(s) 10 except 1=580(LC 4), 12=414(LC 9), 2=719(LC 9), 11=576(LC 9), 13=913(LC 9), 15=997(LC 9), 16=606(LC 9), 17=728(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7477703, 2-0=-524/465, 3-4=-264/242 WEBS 7-12= 293/270, 8-11=-369/281, 6-13=-607/554, 5-15=-671/616, 4-16= 470/432, 3-17— 605/485 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid calling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-5 to 22-5-10, Exterior(2) 22-SAC to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 9) Bearing at joint(s) 18, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653lb uplift at joint 1, 259lb uplift at joint 12, 456 lb uplift at joint 2, 257111 uplift at joint 11, 523lb uplift at joint 13, 585lb uplift at joint 15, 411 lb uplift at joint 16, 117lb uplift at joint 10 and 462 lb uplift at joint 17. 11)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building A WARPING -Vedly Easlgaparemeters..d REAONOT£S ON TKISANO INCLUDED MREKREFERANCEPAGEMiF7473sv. fOMV1015eEFORE USE valld for use only Wlh Mlrek®connector. lNsdesIgn b based only upon parameters shown, and is form NtllNdual WFdlrg component.not {■� Mal, a Inns system. Beforeuse, lire buildng designer must vedry the oppllca lryofdedgn parmnefers aril propedy hlaorparate B de Un Into the overall buldnn ign.Br=Mhdk;atedlstorxevenlWcklingoflWKddualius barxl/orclwrdmembmody:AONllonaltemporaryandpermanentbraclrg MiTek' G always realllled for staMily and to prevent collapse wilh possible pers hpay and property damage. For general gWdarce regarding the 6904 Parke East Blvd. fabrication. siomolo.deliery, erecllon and bmclW of inures and Wss systems seeANSI/IPI I Quality Crlfeda, DSB49 and SCSl Building Component Tanga, FL 33610 Safely Intonation mailable mom buss Nate Institute, 218 N. Lee Street, State 312. Ne maida VA 22314. Job rust, I russ I ype any Ply Harbor Ridgel-ftdyle T8949989 73195 PBN3 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.6406N0V1O2D15MITeKlndusrr9s.Ina Wed Jun2916:03:2e2016 Paget ID:70PecszFdotRumoewatllLyMyl 1-hVFk4 dl gdbtgKiTXPKV?G?tQy3h8DwIm9WFVOz1 OBj NOTES- 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase_il.25 Uniform Loads (pit) Vert: 1-2=-113, 2-4=-80, 4-8=-100(F= 20), 8-9=-80, 2-10= 30 WARNING -Vedlydeslgn parameters andREAO NOTES ON THIS AND INCLUDED MRENREFEHANCE PAGE MO.7473 rev. 111102201SBEFOREUSE. Design valld form only with MITecaconnectors. This design k based only upon Parameters shown. and Is form Individual Wilding component, rwl a Into; system. Before Use, the building designer must verily the appllcaWlty, ofdesign parameters and properly incorporate this design Into the overall buRcligdeslgn. IlrachghdlcatedlstopreventbucgOgofWtvNduritmssweban lorchordmembersoNy. AdtllllmwltemporaryantlpmmanentWacirg M!Tek' boWays required for stabiityarxi to prevent collapse wpm possible Personal Injury anal property clamage. for general gultlutce regarr8rg the fabricatkm. storage. delivery. erection anal bracing of trusses and Imasystems—ANSIQPIt Quality Weds, DSB49 arM BCSI Berating Component 004 Parka East BNd, Safoty, Information aVaDable from bass Rate In fl Ve. 218 N. Lea Street, Site 312 Alexandra VA 22314. Tarrga, FL 33610 Job Truss Truss Type Cry Ply Harbor Ridge Lifestyle 78949990 73195 PSN4 GABLE 2 1 Job Reference (optional) Chambers Truas, Inc.. Fort Pierce, FL r.eev s npr v zuru mu ee inausmes, Inc. - a,eo- e a nga ID:70PecszFdoIRumOewatlfLyMy11-PB_GzizOsTOCoUUHHf70Ccduelzfixg_BkF_d5zl Swc 666 Scale: 1/4'=1' ads 2x3 11 3x6= ads II 3.4 II 16 0 3x5 — 15 14 13 12 1/ 10 3.6 11 2X3 II 3.6 = 2.3 11 2X3 11 3x4 �i 26-0-0 Plate Offsets(XY)-- f2'04-120-0-01 f5'0-0-00-1-121 f10:0-1-40-1-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Verf(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) rl/a - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.45 Horz(TL) 0.01 16 n/a n1a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 110 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 24 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (lb) - Max Herz 1=529(LC 4) Max Uplift All uplift 100lb or less at joint(s) 1 except 11— 683(LC 4), 12= 614(LC 4), 14=-681(LC 4), 15=-642(LC 4), 2= 671(LC 6), 10= 264(LC 4) Max Grav All reactions 250lb or less at joint(s) except 1=320(LC 9), 11=1174(LC 9), 12=1068(LC 9), 14=1140(1C 9), 15=1009(LC 6), 2=461(LC 4), 10 456(LC 9) FORCES. (Ib) - Max Comp./Max:. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-442/276, 2-3=-641/591, 3-4=-289/279, 9-10-301/274 WEBS 8-11=-796/728, 6-12=-703/648,4-14=-862/718,3-15=-859/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=461t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-5 to 24-5-10. Exterior(2) 24-5-10 to 25-1 OA; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the Imes only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP1 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opst. 9) Bearing at joints) 16, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1 except (jt=lb) 11=683, 12=614, 14=681, 15=642, 2=671, 10=264. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING- Varllydeslgapam ct&rcendeElID NOTES ON MXANO WCLUOEO MITEKHEFERANCE PAGEM1F74za rev. 100320156EFORE USE. Design vald for use oNyvAM tAlrek®conneclors. ThR design is based only upon parameters shown, and Is for an U9 Adual thudding component, not a I=system. Before use, the b ildrg designer must verify the appllcablity of design parameters and property Incomarate Ina deslgn Into the overall design. &acing lndicaled is to buckling lndNklua Bussweb chord members only. Addlonol lemporary and permanent baclrg MiTek' bldIgprevent of acl/or E always Inquired for stabilty, and to prevent collapse with pornble personal brLAy and properly damage. for generalgdalce regaNng the ss system%seeANSI/IPII Quality World, DS049 and BCSI Building Component fabrkwlbn. storage. delivery, emcllon and braclrg of tomes and truss Parke 6904 Parke East BNd. Safety Truss R Information avalobie from Truate Institute. 218 N. Lee Sheer, Suite 312. Mezadda VA 22314, Ta m➢ a33610 J Truss I russ I ype Oty Pry Harbor Ridge Lifestyle TB94998D 73195 PBN4 GABLE 2 1 Job Reference (optional) ChombeR TIu65, IOC., Fen Pier". eL 7,6 O S Api 1B 2D16 MII ek Indusrn9e, inc. Wed Jan 29104023 Zola e.g. 2 ID:70PecszFdOIRumoewatifLyMy1 l-PB_GzizOsTDOoUUHHPlOOcduelzfixg_BkF_d5z1 SWe LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 113. 2-5= 80, 5-9---100(F=-20), 2-10=-30 ®WARNING- Vedydetlgnpanonerme and READ NOTES ON THISAND INCLUDED M?EKREFERANCE➢AGEM11-74M mv. IDN3R015 BEFORE USE Design valid for use ony WM Welds connectors. ins destm b Iced any upon parameters shown. and Is for an Individual Wflc lrg component not a has; system. Before use, the building designer most vedy the applicaMly of design parameters and properly Incorporate thh design Into ills overall buldingdosign.&ocingkldkatedlstopreventWckllWofk dwl zwebcW/mct rdmembarsony. AddlBorwltemporaryarWpermanenlDraclrg MiTek' NalwaysreaWredforstoblllya topreventconap WthpoamlepersonahlyuyondproceMdDtnaga. F rgenemlgi9ctalceregaNrgme fabdcatbn storage, delNery, erecikxl and lxacing of imresantl inlssystems, seeANSI/1'PII 6uality Odlerlp, DSB-09 and BC51 BUBding Component 6904 Parke East Blvd. Safety Information avalade tram loos Plale Insfliute. 218 N. Lee Street, Site 31Z Alexar sift VA 22314. Tama, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge LBestyle' T9949991 73195 PBN5 GABLE 2 1 Job Reference (optional) Chambers Trues, Inc., Fort Pierce, FL 7.640 c Apr 192016 disk industries, Inc. Wed Jun 291 DADT42016 Pagel ID:70PecszFdotRumcewat1f1_yMy11-tOYfB2_edmLHPeSTrMWdlpAl k9JgRLR8QO X9Yz1Sw1a 11.5-10 2600 11-5-10 14fi-6 Sea = Scale - 1:48.8 zxa II zxa I I 3xs = 3x5 = 14 13 12 11 10 16 9 3x6 II 2x3 11 3x6 = 2x3 II 3x4 = 3x4 260-0 26.0-0 Plate Offsets(XY)— f2:0-4-120-0-0115:"-00-1-121 f9:0-1-40-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DER, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Hou(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 128 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (Ib)- Max Horz 1=641(LC 4) Max Uplift All uplift 1001b or less at joint(s) 1 except 10=A65(LC 4). 11=-536(LC 4), 13=-638(LC 4), 14= 663(LC 4), 2-552(LC 6), 9=-492(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=305(LC 9), 10=840(LC 9). 11=1007(LC 9), 13=1121(LC 9), 14=1006(LC 6), 2=397(LC 4), 9=687(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-553/377, 2-3= 542/439, 3-4=-286/128, 4-5=-353/201, 5-6_ 255/220, 6-7=-255/220, 7-8= 255/220. 8-9=-5601503 BOT CHORD 2-14=-220/255, 13-14= 220/255, 12-13=-220/255, 11-12=-220/255, 10-11= 220/255 WEBS 7-10= 809f743, 6-11=-632/570, 4-13= 846/675, 3-14= 868r699, 8-10= 313r353 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psh h-1611; Cat. II; Exp C; Encl., GCpi-0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) Bearing at joint(s)15. 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except (jt=lb) 10=465, 11=536, 13=638, 14=663, 2=552, 9=492. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard O WARNING-VerilydeeIgnparamerereand READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMO-74T M4 f0/03,2015 BEFORE USE Design valld for useonly Wth Mtlek,aconnectors IN. deign hbosedonlyupon prann.m.shown. and is for an lndMtluol buldingcomponent.not �' Mal*I■� a lax¢ system. Before use, the Belding dedgrer mull verily the applk:ab911y of design ponametersand properly incorporate tint design Into the overall buldirvi lgn. Wac0ngIndicated IstoPrevent bucklingofIndividual tmssweband/or chord members only. AdddionoltemMaryardmmr ntbrmlw MiTek' h always required nor stability and to prevent collapse Win possible peisonall Injury and property damage. For general gWtlgnce, regarding the fabrication, storage. delivery-erectlon and! brocho of trusses and Imes systems, seeANSIRPII Quality Calera. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely INonmallon avoloble ecru Inds Plate InsgMe, 218 N. Lea Straat Sale 312. Alexgdda. VA 22314. Tampa, FL gal o toss fuss ype ty Ply Harbor Ridge Lgest rk, T3949991 73196 PBNS GABLE 2 1 Jab Reference (optional) Chambers Tense, Inc., Fat Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-113, 2-5=-80, 5-8=-100(1` 20), 2-9= 30 7.640 s Apr 192016 MTek Industries. Inc. Wed Jun 2910:40:24 M16 Page2 ID:70PecszFdotRumoewatlfLyMy11-tOYfB2_edmLHPe3TrMWdIpA1 k9JgRLRSQO_)(9Yz1Swb ®WARNWG•Ved/ydesfgnparemef..dREAD NOTES ON MIS AND/NCLUOEOMmEKREFERANCE PAGE M67473mK 10D 015 BEFORE USE valid for use onlywlih Mliela9connectors. lnlsdedgn Is bowel only upen parametersshown. and Is form IntlMdual bugdflg component, net gatDesign o Ines system. Before use, the buittling designer must verify the oppllamility of design parameters and properly krcapmrde thisdesgn Into the overall "cling design. Bracing inhaled is to prevent bucking of IWWud truss web amxl/or chord members ody. Admtkxpl temporary and permanent brocBq MiTek' bdways required for stabMily and to pevent collapse with possible new" lnhuryond property mmme. For generd guidance regaimrg the 004 Parke East Blvd. fa atb storage.delivery.pe tbnandbrachigoftmseesandtmssystemsseeANSI/IPI16uality Cdteda,DSB-B9and BCSIBu9ding Component Tarapa. FL 33610 Sdety Information avaliable hom lrus Rate kssBtuhe, 218 N. Lee Street Butte 312. Alezan ldo, VA 22314. Job Truss Truces Type Oty Ply Harbor Ridge LBestyle T89d9992 73195 PENS GABLE 2 1 Job Reference (optional) Ch.tall Truss, Inc., Fad Pierce, FL N i 3x6 = 7.640 s Apr 19 2016 Mnek Industries, Inc. Wed Jun 2910:4D:25 2016 Page 1 ID:70PecszFdotRumoewatlfLyMy11-La61007GO4T81cegP41sH1jDLZfHAkhHe2k41Lz1Swa 3.6 II 2x3 II 3x4 = 15 3x5 = 14 13 12 11 10 16 9 3x6 It w 11 3x6 = 2x3 11 3x4 = 3x4 // VIZ-1-1 6 Scale-1:53.0 Plate Offsets(XY)-- f5:0-4-0,0-2-41.19:0-1A.0-1-81 LOADING(psf) SPACING- 2-0-0 CST. DEFL in (hoc) Udell Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.50 Vert(LL) r1/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber COL 1.25 BC 0.27 Ven(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WE 0.93 Horz(TL) 0.01 15 n/a Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 1351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 10-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 8-15,8-10 REACTIONS. All bearings 26-0-0. (Ib)- Max Horz 1=753(LC 4) Max Uplift All uplift 1001b or less at joint(s) except 10=-61 O(LC 4), 11=-574(LC 4), 13= 716(LC 4), 14=-631(LC 4), 9= 347(LC 4), 2— 551(LC 6) Max Grav All reactions 250 to or less at joint(s) except 1=271(LC 1), 10=1027(LC 9). 11=1087(LC 9), 13=1222(LC 9). 14=960(LC 6), 9=512(LC 9). 2=428(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-697/507, 2-3= 827/687, 3-4=-482/400, 8-9=-377/358 WEBS 7-10=-804/743, 6-11= 714/607, 4-13— 94Fi/753, 3-14=-823/666 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=1611; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for Wind loads in the plane of the truss only. For studs exposed to Wind (nomlal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10,0 psi bottom chord live load no uconcurrent with any other live loads. 7)' This Truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSVTPI 1 angle to grain tomlula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 Ito uplift at joint 10, 574 lb uplift at joint 11, 716 lb uplift at joint 13, 631 lb uplift at joint 14, 347Ib uplift at joint 9 and 551 Ib uplift at joint 2. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A WARNING- Verify design parameters and HEAD NOTES ON MIS AND INCLUDED MITEKFEFERANLE PAGE MIP7473 rev. 10 03/20f5 BEFORE USE R Design vdld for use any Witt MllekS,connectors. lids design Isbased only upon parameters shown. and is for an Individual building component. Tat (`� a If=system. Before use, One building designer must verify line appllcab9lty of design parameters and properly Incorporate this design Into me overall buscigdesign. BraclrgkMk to islopreventb WingoflMlvldu lwnweband/orchmdmemt moNy. AddfloroltemporoWmd eimamnibfacirg MiTek' RdwaysregWredforstoMItyandtopreventcollcgee WthpossMepersofld VIu cndpopeftytl age. Forgenerdgddonceregardrgline fobMalbn, storage, deltvery, ereotbn and brmftV of Irua'esand husssystenrs. a MSI/TPll Huallly Criteria, DSB-89 and SCSI Suudmg Component 6904 Parka East Blvd. Safety Infounetan available from Inum Rate Institute, 218 N. Lee Street Sate312, Plexantlila. VA22314. Tampa, FL 33610 Job Truss I toss I ype Oty PN Hallor Pitl9e Litesryie T8949992 73195 PEN6 GABLE 2 1 Job Refereroe o tional Chombers Truss, Inc., FM Pierce, FL LOAD CASE(S) Standard Uniform Loads (plt) Vert: 1-2-113, 2-5= 80, 5-8=-100(F— 20), 2-9= 30 7.640 S Apr 18 2016 MneK Intluelne5, Nq wetl Jun 29lOAUs!5 Z0I6 Va9e 2 ID:70PecszFdotRumoewatlfLyMy11-La6100?G04TBloegP41sH11DLZfHAkhHe2k4h}1Swa ,&WARNING -Verify delta. paramal. end HEAD NOTES oN)NIS AND INCLUDED MREKREFERANCE PAGE MIP7473 rev. IoAl=015 BEFORE USE al buDdIng coxonenl. not volld for use oNywlth MIIeIsD connectors. lNs design Is based only uppaam on eters shown. and Isfor an hdivlduml sot a muss system. Before use, itle bulldog deomet must veay the oppllcabFliy of design paametemon;f pro,omy hcorromate Mks design Into the ovetdl bWr9ngdesgn. Bracing Lact steel is to prevenl buckllrg of individual larssweb and/or chord members oNy. AddllonallemporMcindl7armumnlissmig MiTek' Is always reculiel for sfabllllymcl to prevent collapse wllh possBNe personal hinny and poperty damage. Forgeneralguklancefegarcmuthe fablbatbnstorage,dellveW.erecibnaidbracingoftomesandtnlsssystems ANSI/IPII9uaBly CBtedo.DSB49cr BC51BuBCing Component 6904 Perke East BNd. Safety Information wettable from loss Rate Insitute. 218 N. Lee Street Sulte312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss I russ I ype Qty Ply Harbor Ridge Lifestyle TB949983 731aS PBN7 GABLE 20 1 I Job Reference (optional) ! Chambers Tmsa, Ina., Fen Pierce, FL T.649 s Apr 19 2016 MRek Industries, Irc. Wad Jun 2910:4025 2016 Page 1 ID:70PecszFdotRumoewallfLyMy11-La61O07GO4T81oegP4lsHliCmZglAs_He2k4h z1Swa 1 Scale =1:51.1 lx dd2 0 10 0 3x4 = 9 8 7 2.3 11 2x3 II 3x4 O 13-9.8 141- 12 13.9.8 1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Ooc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) Na - RIG 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Ven(TL) We - RIB 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.40 Horz(TL) 0.01 10 n/a n/a BCDL 15.0 Code FBC20147TPl2007 (Matrix) Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. 5-7: 2x4 SP No.3 WEBS 1 Row at micipt 6-10 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-10-12. (lb) - Max Horz 1=843(LC 4) Max Uplift All uplift 100 lb or less at joints) 2 except 8=-396(LC 4), 9=-583(LC 4), 1=-203(LC 6), 7— 508(LC 4) Max Grav All reactions 250111 or less at joint(s) 2 except 8=854(LC 9). 9=897(LC 9), 1=316(LC 4), 7=656(LC 6) FORCES. (Ib) - Max CorrpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 896l720, 2-3=-615/484, 3-4=-296/168, 4-6=-273/233, 6-7_ 354/290 BOT CHORD 2-9=-276/284, 8-9=-276/284, 7-8=-276/284 WEBS 5-8=-660/442, 3-9=-747/610, 5-7= 353/350 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsh, h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6.0-0 oc. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 7) Bearing at joints) 10, 7 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2 except (jt=11a) 8=396 , 9=583, 1=203, 7=508. 9)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. O WARNING- Verify design parameters and READ NOTES ON THIS MD INCLUDED MREK REFERANCE PAGE MIP7473 rcv. foRkMOIS BEFORE USE. Design valid for use orgyvMh Mneldr connectors. Iris design Is based only upon parameters shown, and Is for an kedividud brsRdW component not fat a try system. Before use, five ou ldreg designer must verily live applicability of desgn paronneters and propedy heornarate nd, design Inlo Ibe overall buOWrgdeslgn. SacingladlcaledlstoprevenlbucklingofIndividual hansweband/or chord members only. Atldiloralfempaaryatbpermanentbrackg MiTele b derays loc ated for stablllyand to prevent collapse Win Possible personal hlwy antl properly damage. For general giitlarwe regardrg lne fabdoatlon storage, delivery, erecllon and bracing of tace0s oall trUISS 5ISMS, seeANSUVII Quality Odteda, DSB.89 and BCSI BuBding Componenl 6904 Parke Ees1 BNd. safety Information available ham irtm Rate Institute. 218 N. Lee streel. Sdfe 312. Alexcii VA 22314. Tanga, FL 3WI O Job russ fuss Iype Qty Harbor Ridge Ltiestyle T6949994 73195 PBB GABLE 2 I jPlY 1 Job Reference (optional) Cheaters Truss, Inc., Fog Pierce, FL 7.00 12 5x6 = 3x6 = 3x5 =20 19 18 17 3x6 = 7.640 s NOV 10 2015 MiTek Industries, Inc. Wed Jun 20 16:04:13 2016 Page 1 ID:70PecszFdotRumoewaIlfLyMy1 I-sgl l W NAF3SFUZFf7gMe2KIMJ?509BaRw6hv7bvzl OBO Scale = 1:59.6 3x6 = r sess -�-_-, 16 15 14 316 = 13 12 Plate Offsets(XY)— (3:0-3-00-1-12] f12:0-1-40-1-81 LOADING (psi) SPACING- 241-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO W B 0.22 HOrz(TL) 0.02 21 n/a n1a BCDL 15.0 Code FBC20147TP12007 (Matrix) Weight: 1111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-9-12. (lb) - Max Horz 1=98(LC 4) Max Uplift All uplift 100 lb or less at joint(s)1 except 2=-191(LC 4), 12=-271(LC 4),13— 692(LC 4), 14=-620(LC 4),16=-634(LC 4), 17=-650(LC 4), 19=-561(LC 4), 20=-118(LC 4) Max Grav All reactions 250 lb or less at joint(s)1, 20 except 2=287(LC 9), 12=374(LC 9),13=952(LC 9), 14=854(LC 9),16--872(LC 9), 17=895(LC 9), 19=768(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -AII forces 250 0b) or less except when shown. TOPCHORD 11-12=300/291 WEBS 10-13-752/725, 8-14-679/657, 7-16-692/669, 5-17-710/687. 4-19-612/592 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 03-8 to 17-0-0, Extedor(2) 17-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water parading. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vride will lit between the bottom chord and any other members. 9) Bearing atjoint(s) 21,12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uplift at joint(s) 1 except (jt=lb) 2=191, 12=271, 13=692, 14=620. 16=634, 17=650, 19-561, 20=118. 11)'Semi-rigid pitchbreaks including heels' Member end fixity model eras used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING-Vedyy design parameter; end READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MI67473 rev.1a�CUSBEFOREUSE Design valid for use onlywith MlTelsOconneclon. TNsdeslgn Is based only upon parametersstrown-and Is for an individual building component. rut a thus system. Before use, fine bildltlg designer most verify the appllcalA ty oftle9gn parameters and properly locoiporate thh design Into the overall brlcirigdeden. I9acog lrxd crletl is to prevent balding otlndivldual fnlsweb andlor chord members only.Adc&eordternMaryondpebmarountbractrg MiTek' balways required for simiilty and to prevent collapse win possiole persond nitayand properly, dmncsge. Forgenerdgddanceregarcligthe foblcalbR storage, delMery, eecton and bracing of Inlsesand huse;Mfema sa aANSI/IPII Quality C4Mrlo, DS11-89 and BCSI Butiding Component 6904 Parke East Blvd. Safety Information avdlable from Trues Rote Indilule, 218 N. lee Street S lte312 Alexandra, VA22314. Tampa, FL 33610 Job Truss Truss type Qty Ply Harbor Ridge Lifestyle T6949994 73195 PER GABLE 2 1 Job Reference (optional) Chambers Truss, Ina, Fort RBrLe, FL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-3=-80, 3-11=-100(F=-20), 2-12= 30 7.640 s NM 102015 NUTek Industries, Inc. Wed Jun 29 16:04:13 2016 Page 2 ID:7QPecszFdotRumoewatlfLyMy11-s9TIW NAF3SFUZFf7gMe2KIMJ75Q9BeRw6fw7bvz1 OBO ,&WARNING-Varlfyd441gnparamet..d READ NOTES ON THISANU INCLUDED MREKREFERANCEPAGEMg7473me 1fWY4015 BEFORE USE Design valid for use oNyvv th 141ek®connectors. Usisdeslgn k baser) oNy boon parameters shown. and Is for on individual bulWg component. not Dot a fruss system. Before use, the MAldng designer must verify the appllcoi of design parameters and properly 6lcomorale th6 design Into the overall buldlrgdesign. Brwhglndmt Ntopneventbuckllrgoft�ivlduallustveband/afcMfdmembersody. A.ddtiomitempororymdpermanentbmckg MiTek' Is always reatdred far stcUly and to prevent collapse with possmle personal Injury and property damage. for general guldanc, regarding the Fabrication. storage. delivery. efaaBOn and brashly of buses and buss systems. saeANSI/LPlI Quality criteria, DSB-89 and BCSI Building Component 6904 Parise East Blvd. Safety Information avdlade Rom Ina Rate Instliute, 218 N. Lee Sheet. Suite319, Alexandria VA22314. Tanya, FL 33610 Job Truss russ type Ply Harbor Ridge Lilesryle T8949995 73195 FES1 GABLE JUty 2 1 Job Reference factional) Chambers Two. Inc., Fog Pierce, FL 7.00 FIT 3x6 = 7.640 s Nov 102015 MTek ladustries, Inc. Wad Jun 2916M:46 2016 Page i I D:70PemzFdolRumoewallf LyMyl l-O W yERfaylb0o0JgT6ojoAi EyZPhDPVImi H PN EVz1 OAV 3x6 = 5x6 = ` Scale = 1:59.6 10 3x6 = 18 17 16 15 14 13 12 11 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 021 Verl(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.21 Horz(TL) 0.01 19 n/a Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-9-12. (Ib)- Max Horz 1=209(LC4) Max Uplift All uplift 100lb or less atjoint(s) except 1= 534(LC 6). 2=-641(LC 4), 12=-670(LC 4), 13=-625(LC 4). 15=-634(LC 4), 17=-642(LC 4), 18=-582(LC 4), 11=-273(LC 4) Max Grav All reactions 250 Ib or less at joint(s) except 1-119(LC 4), 2=962(LC 9), 12=965(LC 9), 13=900(LC 9), 15=914(LC 9), 17=921(LC 9), 18=858(LC 9), 11=393(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 383M24, 10-11=-311/283 WEBS 9-12=-780/714, 8-13=-721/659, 7-15=-734/671, 5-17=-741/679, 4-18=-678/613 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) "-8 to 19-0-0, Extedor(2) 19-0.0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5341b uplift at joint 1, 641 Its uplift at joint 2, 670lb uplift at joint 12, 625 lb uplift at joint 13. 634lb uplift at joint 15, 6421b uplift at joint 17, 5821b uplift at joint 18 and 273 Its uplift at joint 11. 12) °Semi -rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted ad; front (F) or back (B). AWARNING -wedfyde4r9aParamereraandREAD MOTES ONTHISANDINCLUDED M/TEKflEFERANCEPAGEMM17473m..IGV3 015 BEFORE USE. valid for use only with MiTek®connectors. lNsdedgn 8 based only upon parameters shovm. and is fa an Individual building component. nor 1f� MatDesign a truss system. Before use, the bugcBrg de igner must verify Iha applicability of design parameters and properly hlcomorate"design Into the overall bulldorideslgn. Brmhglntlka lstoaeventbucklingotlrxtivltlu ll weba /orctwTdmemb moNy. Adaltlonattemporaryantlpermanentbroclrg MiTek' Is always required for sl b lly and to prevent collapse with Possible personal b1W antl aopelty damage. For genets gull a regardwn the tobdcallor storage, delNery. erection and bracing of Ifusses and bucS systems. WeANSUIP11 Quality Criteria, DSB-89 and SC91 Building Camgonenl 6904 Parke East Btvd. safety Information available from Trus Rate Initifufe, 218 N. tee Street. Silts 312. Alexmtlla, VA 22314. Tarry.. FL 33610 Job Truss runs ype y Harbor Ridge Lifestyle T8949895 73195 PB61 GABLE 2 1 Job Reference (optional) Cremona I mee. Inc., "n Peace. fL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-3=-80, 3-10=100(F=-20), 2-11= 30 7.64o S N0V102015 MITek Iaduslnes, Inc. Wed Jun 2916:D1:46 2016 Page 2 ID:7QPec&zFdotRumoewallfLyMy1 I-O WyERfaylbOoOJgT6ojoAiEyZPhDPVfmi HPNEVz1 OAV ® WARNING -Vedly dedga parameters antl READ NOTES ON THIS AND INCLUDED MmEK REFERANOE PAGEMIf-7473 rev. I(M)T2015 BEFORE USE *� Design gn wild for use only will MTeId0 connectors. Ihh desllgn h based only upon parameters shown, and h for an Individual bu9ding component. nol a is system. Before,Lae, the building designer must verify the applloob9lty of desgn parameters and Properly Incorporate fhb design Into the overall i'.�Yq buldingdeslgn.&actrlgintllwtedbtopreventbucWlrgofpWMdualhussweband/achortlmembersoNy. Atlditlorgltemporayandpennanenibraclrg MiTeK h always reaulred for stability and to prevent collapse uMh passible personal Injury and! Properly damage. For geneml guidance regarding the fabrication. Storage. delivery, erection and bracing of muses and inns syrgms¢eeANSUMI Quality Giraffe, DSB49 and BCS1 Building Component 004 PaMa East Blvd. Safety Information available tram Inns Rate Institute, 218 N. Lee SireeL Suite 312. Alaxandit VA 22314, Taupe, FL 33610 Job Truss rlas Type Dry Ply Harbor Ridge Lifestyle T8949996 73195 PBS2 GABLE 1 1 Job Reference o tionel Chambers Truss, Inc., Fod Pierce, FL 6-0-0 Est) MT18HS = 7.00 F12 3 4 7.640s Apr 1920161 Tek Industries. Inc. Wed Jun 2910:40282016 Pagel I D:70PecszFdotRumoewallf LYMy11-m9o91 P19h?rjuFNF4CbZvfKkwmh?NFbjKOyllJz1 SwX 3x6 = Scala-1:60.8 3x6 — 18 17 16 15 14 13 12 11 3x6 = Plate Offsets (X Y)— 12:0.2-12,0-1-81, r4:0-" 0-2-01, r11:0-1-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) rVa - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.20 Verl(TL) n/a - n/a 999 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 19 n/a i BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Allbearings35-9-12. (lb) - Max Hon: 1=321(LC 4) Max Uplift All uplift 1001b or less at joints) except 1=-747(LC 6), 2_ 770(LC 4), 12=678(LC 4), 13=-624(LC 4), 15=-630(LC 4). 16= 660(LC 4), 18=-562(LC 4), 11=-266(LC 4) Maxi All reactions 250lb or less at joint(s) except 1=592(LC 4), 2=1154(LC 9), 12=976(LC 9). 13=898(LC 9), 15=910(LC 9), 16=939(LC 9), 18=868(LC 9), 11=384(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=563/606, 10-11-305/278 WEBS 9-12=-787/721,8-13=-720/659, 6-15=-730/666, 516=-759/698, 3-18=-686/592 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl.. GCpi=o.18; C-C Comer(3) 0-3-7 to 21-0-0. Exledor(2) 21-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 6-0-0 Do. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent With any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747lb uplift at joint 1, 770 lb uplift at joint 2 , 678lb uplift at joint 12, 6241b uplift at joint 13, 630111 uplift at joint 15, 660111 uplift at joint 16, 562lb uplift at joint 18 and 2661b uplift at joint 11. 13) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING - Verity docign parameters and READ NOTES ON THIS AND NCLUDED MREKREFERANCE PAGE MP-irin rev. 1MO]/1015EEFONE USE Design volld for use ONy with N1ltei connecti iNsdeslgl is based onlyupon parameters Shown. anal Is for an hdlAdual bu9ding component,not Nit a truss system. Before use, the building designer must verify the oppllcaWlN ofdesgn parameters and Properly Incoiro le, thkdesti Into the overall biAWgdeslgn. &achghdicale topreventbucNlrxlofkWMdualfwutt bar /orcMrdmemb mrs y. AdcIllorwltemporaryovipennanentbracing MiTek' with posdbleperwMhluryand rorge8erald ralfion and braollopsf fabrication,storage. systems O6B-99 and BCSI Building Component I/1PIl QualityBCSIBereng Component and bInstl lof18 Parka East BNd. Safety Inon.sforago.delivery,ferection N.eedbutt Alexonscida VA 223Cdleda, Safety Inlormallon avdlable from Tres Plate InsgMe, 218 N.lee Street Suite 312 NexarWtla, VA 22314. Tarn69D4 Tampa, FL 33610 Job Truss I russ I ype Oty Ply Harbor Ridge Lifestyle T8949996 73195 PBS2 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 7.64D s Apr 19 2D16 Mrek Industries, Inc. Wed Jun 29 10.4028 2016 Pago 2 ID:7CPecszFdotRumoawatllLyMyll-m9o91 P19h?rjuFNF4CbZvfKkwmh4NFbjKOylIJzlSwX LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) \\\V\ Vert: 1-2=-114, 2-4=-80, 4-10=-100(F=20), 2-11=-30 A WARNING- Verify declg0 paramefersand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM&MM rev. 1a 015EUORE USE Design validfor use oNy with MUeMconnectors. INsdeslgn N baeclody upon Parameters shown, and Is for an Ivdual building component, fwt a tmss system. Before use, the bullc9ng designer must vedry the applicob0iyof deslgn parameters orxi properly 6lcomorofe If design Into tine, over" bufidr design. Bracing hdlcatedistobucHh9oflntlMduoltwwweband/a chord membersonly. Atldltlonoltempaaryarcipeimalentbrocing MiTek' prevent N dWayS to "red fm staMiyand to prevent collapse WM pos Ue perwrl hpffy and psoMrly m age. For general grdtlalce fegamng the faWk:atbn twoo., delivery. erection and bracing of tms<esand Inns systems, seeAN51/Vil Quality Criteria, DSB-89 and BC31 Bunding Component 004 Parke East BNd. Tawa, FL 33610 Safely Information avoflable horn Tess Rate Insnlute- 218 N. Lee SlreeL 3WIe 312 Alexandria- VA 22314. Job Truss Truss Type Oty Ply IteNor Ridge Lileslyle T8949BB] 73195 PB53 GABLE 1 1 Jab Reference o tionel Chambers Truss, Inc., Fan Pierce, FL 7.640 s Apr 19 MI6 hkTek Industries. Inc. Wed Jun 29 10:4029 2016 Page 1 ID:70PmszFdotRumoewallfLyMyt l-ELMYE12nSJzZ W PyRev6oSttvDA006hptzfilglzl Sw W B-0-0 359-12 8-0-0 27-9-12 - — — — 3x6 = 7.00 F12 Scale m 1:60.8 10 21 3 3x5 = 18 20 17 16 15 14 13 12 11 3x6 = 3x5 = 35-9-12 35-9-12 Plate Offsets(X.YI-- 12:0-4-12,0-") 14:0-3-00-1-121 (11:0-2-00-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) No - Na 999 MT20 244/190 - TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 HOrz(TL) 0.01 19 Na Na BCDL 15.0 Code FBC201471P12007 (Matrix) Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All beadngs 35-9-12. (lb) - Max Hoa 1.133(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-684(LC 6), 2=-646(LC 4), 12=-672(LC 4), 13=-625(LC 4), 15=-632(LC 4), 16= 638(LC 4), 1 B=-631(LC 4),11= 271(LC 4) Max Grav All reactions 250lb or less al joints) except 1=565(LC 4). 2=993(LC 6), 12=1161(LC 9), 13=1077(LC 9). 15=1091(LC 9), 16=1102(LC 9), 18=1031(LC 9), 11=465(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-648/658, 2-3= 296/275, 10-11= 307/279 WEBS 9-12=-785f720, 8-13=-72 V658, 6-15=-7321669, 5-16=-736/675, 3-18=-800/662 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psQ h=46ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 23-0-0, Exterior(2) 23-0-0 to 35-8-0; Lumber DOL=1.60 plate gap DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 Do. 8) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrer with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide Will fit between the bottom chord and any other members, With BCDL=15.Opsf. 10) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 684Ib uplift at joint 1, 646 lb uplift at joint 2 , 6721b uplift at joint 12. 6251b uplift at joint 13. 632lb uplift at joint 15, 638lb uplift at joint 16, 631 to uplift at joint 18 and 271 Ito uplift at joint 11. 12)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M044T3 nuv. 10N34?015 BEFORE USE Design valid for use only wllh hi connectors. This design Is based only upon parameters shown. and is for an hdlvkduol Wilding component, not a Ines system. Before use, the buiding designer must verily the applicabilty of design, parameters and Properly Incorporate this design Into line overall bWaLngdestgn. BrwhglMk ted6loprevenlWckliWoflndMduath webond/orctladmemb moNy. Atlditlogllempaaryantlp anenlbracing MiTek' is always reclined for stabillly, and to prevent collapse with possb le personal h,fury ad proper y danage. Forgeneral gulda,ce regading the Parke East BNd. fabrk:allom storage, detivery, erecaon and bracing of hoses and mass systems. seeAN51/wI I Quality Criteria, DSB-89 and Bost Burding Component 6904 Tampa, FL 33610 safely Intormallon Wadable from lnm Rate Inslllute, 218 N. lee Street, suite 312, A3exad9a VA 22314. Job Truss Truss Type Qty Ply Heibor Ridge LBastyle Ta949BB] 73195 PBS3 GABLE 1 I 1 I Jab Reference (optional) Dhemhers Truss, Inc., Fort Pierce, fl_ 7.640 s Apr lg 2016 MiTek Industries, Inc. Wed Jun 2910:40:29 2016 Page 2 ID:7DPecszFdotRumoewatlfLyMy11-ELMVE12nSJzZW PyRev6oSMDA006hptZfilglzl SwW LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads Vert: 1-(=- 2=-114, 2-4=-50, 4-10=-100(F=-20), 2-11=-30 \\V\ A WARMING -VodfydeslBnparacc Uvsand READ NOTES ON THIS AND INCLUDED MOEKREFERANOEPAGEMII-7473 rev. 1N 015 BEFORE USE. Design valid for use only V41h MiTekHconnectors. lNsdedgn Is based onlyuWn parameters shown. and Is form Indlviduc] buSdklg component, rat a truss system. Wfae use, the b Bang designer must verify the ar9lkabYlNofdesign porametersand properly incorporate oils design into the overall baiangdesign. Orcglndicatedkloprevenl WCNlrg Oflndlvida tmh veboWlonctardmembmrs y. Adatbraltemporaryandlaeanmenlbraang MiTN( halways required for stablElyond to prevent collamte with possUe personal injury end properly damage. rorgenerolgrica regacrgthe fobrk-vibn. storage, delivery, ereclim and INGcN of fmssoSmd InrasySfems, s ANSIR911 Quality Criteria. DS349 and BCSI Bu1lding Component 69D4 Parke East Blvd. Safety Information walabte from Truss pale Infinite, 218 N. Lee Sheet, Whe 312, Alexandic, VA 22314. Tartpa, FL 3361D Job Truss cype ply y Horbor Ritlge LAesryle 8949998uss 73195 PBS4 GABLE 1 1 _ _ _ Job Refereroe o tibial _ _ Ctiembers Truss, Inc., Fan Pierce, FL 7.640 a Apr 19 2a16 MTek Industries. Inc. Wed Jun 2910:40:30 2016 Pagel ID:70PecszFdotRumoewatlfLyMyt I-iYmR52PDc6p7ZW dBddl_4047aMDr6gOoJRrNBziSwV amla =1:60.8 3x6 3x6 = 5 6 a 9 10 I .T 19 0 3x5 = 18 20 17 16 15 14 13 12 11 3x6 = 3x6 = B}L ZPq Plate Offsets(Xy)-- 12:0-4-120-0-0t f4:0-3-00-1-121.r11:0-1-40-1-81 LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) r/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Ven(Q Na - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.42 HOrz(TL) 0.01 19 n/a file BCDL 15.0 Code FBC2014)TPI2007 (Matrix) Weight: 149111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purling. except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 35-9-12. (lb)- Max Horz 1 =530(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-698(LC 6), 2— 640(LC 4), 12_ 676(LC 4), 13=-626(LC 4), 15=-625(LC 4), 16= 655(LC 4), 18=-639(LC 4), 11= 268(LC 4) Max Grav All reactions 250 Ib or less at joint(s) except 1=621(LC 4), 2=951(LC 9), 12=1165(LC 9), 13=1079(LC 9), 15=1078(LC 9), 16=1139(LC 9), 18=1065(LC 9), 11=462(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7611736, 2-3=-419/384, 10.11=-304/276 WEBS 9-12=-7871723, 8-13=-723/660, 6-15=-719/661, 5-16=-774/692, 3-18=-834/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 24-9-0, Exterior(2) 24-9-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 38-0 tall by 2-" wide will fit between the bottom chord and any other members, with SCDL=15.Opsf. 10) Bearing at joint(s) 19. 11 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698lb uplift at joint 1, 64011b uplift at joint 2 , 676111 uplift at joint 12, 626111 uplift at joint 13, 625111 uplift at joint 15, 6551b uplift at joint 16, 639lb uplift at joint 18 and 268lb uplift at joint 11. 12)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detall for Connection to base buss as applicable, or consult qualified building designer. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING -VedrydesignparamatemeadREAONOTES ONTNISANOWOLUOEOMWEKREFERANCEPAGEMILT473.x.iWp34V15BEFOREUSE �■R il for Use only WM MlTek®connectors. iris design is based only upon parameters shown, and is for an bdlvidual taudirg comportent not Design Val a truss system, Before use, the binding designer must verity te hoppllcabNly of design parameters and prolaerly hcorporate fhb design Into the overall tcMdragdesign. Bracing Indicated htoRevert bucklingoflndlAdualflussweband/or chord members only. Acluillontaltemporary and pelmarrembraclrg a�•iJ■��`I M!Tek' ladwaysrequiredfor SIOUltyand toprevent collapse With posslde persaM hlayaal poperlydamage. Forgeneraloclatceregardingthe fOMk Otba storage, delivery, enecfion and b MbO of imsesand buss systems s ANSI/TPII 9Uelity Criteria, DSB.89 and SCSI BUBding Component 6904 Parka East Blvd. Safety Infamarion oval from Truss pate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 3U10 o Truss rats ype oty Heber Ridge Ldestyle T6949993 73195 PBS4 GABLE 1 1 Job Reference o Oonal Chambers Truss, Inc., Fan Pierce, FL 7.640 s Apr 19 M16 MTek lndusbies, Ins. Wed Jun 2910A03D 2016 Page I D:70PecszFdotRumoewatlf LyMy11-YvwR52PDc6o7Z W d8dd1 _4047aM Dr6g0oJRrNBz1 SwV LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114. 2-4=-80,4-10=-100(F=-20), 2-11=-30 a ®WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTrEKREFERANCEPAGEMlF74"all,. 1a 015 BEFORE USE *� Design vulldfor Use only uilth MlTek®oonnecfon,INsdeslgn is based only upon Incinerators shown. antl is for on bvlMdual bu0d1w component not a hus system. Before use. the bWlmnn dedgnor must vedty the appllnobfity of design poramefers and! properly Incorporate thbdesgn Into the overall bu0r2ngdedgn. Brachghc Medlstopreventb UirigoflndNducltmaweban Imchordmemb moNy. Addilonaltemporayadpermanentbracblg ■.�YI� MiTek' Is always required for stability and to pevent collapse wBh possMe personal hlay and Property damage. for general guidance regacAng the 6904 Parka East Blvd. fabrIcalkxt storage.de:tvm, wectlon and braclrg of busses and Inns systems, saeANSUTPII 6uaBly Cdterla, DSB49 and SCSI Sullding Component Tampa, FL 33610 Safety Informallon Malabo ham Truss Rule hsllMe. 218 N. Lee Street State 312. Alexandria VA 22314. Jo Truss Truss Type Oty Pty Harbor Ridge Lifestyle T8H4H999 73195 Pass GABLE 15 1 Job Reference (optional) Chambers Truss, Inc., Fod Pierce, FL 7,640 s Ayyr 19201fi Mnek Industries,Inc. wed Jan 2910:4p302016 Page l ID:7OPecszFdolRumoewatlfLyMyi l-iYvwR52PDc607ZWdSkit _403zaFJr9nOOJRrNBz1 SwV 17 3x4 = 6 8 5 2a3 11 3x4 // LOADING (Psi) SPACING- 2-0-0 CSI. DEFL. in CDC) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a - n/a 999 TCDL 20.0 Wmber DOL 1.25 BC 0.73 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 HOfz(TL) 0.01 7 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Scale = 1:36.6 PLATES GRIP MT20 244/190 Weight: 47 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 24 SP No 3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Al bearings 11-2-6. (Ib)- Max Horz 1=646(LC 4) Max Uplift All uplift 100Ib or less at joints) except 1= 497(LC 6), 2=-416(LC 4), 5=-305(LC 4), 6=-745(LC 4) Max Grav All reactions 250lb or less at joint(s) except 1=514(LC 4), 2=605(LC 6), 5=526(LC 9). 6=1155(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-812/713, 23=-584/505, 4-5_ 370/317 WEBS 3-6=-926f786 NOTES- 1) Wind: ASCE 7-10; Vul[=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cal. 11; Exp C; Encl., GCpi=0.16; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 Do. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 7) Bearing at joint(s)1, 7, 2, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4971b uplift at joint 1, 416111 uplift at joint 2, 305 lb uplift at joint 5 and 745 to uplift at joint 6, 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING- Madly design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE 11111-74n rev. 10/OYI015 BEFORE USE Design vdld for use only Win MITekO connectors. Tins design B based only upon porameters shown and Is for On Lnc lNdual WfitlNg Component, not a toss system. Before use, the burning dedgner must verity the appltoabBity of design parameters antl property incorporate this design Into the overall frolvi Addllionaltemporavardicennorrenlbraclrg MiTek' WOdrgdedgn. Bracing lndlcrred is to proven] Welding of al]runweb and/or chord members only. 6a1wa requlmtlforstobllltyandiopreventcdpap Wlhposskxe personal lnlury carderty danwge. For general gridonce regarding the fab lcallon storage, convert, erection cost bracing of trusses arW tons systems. seeMSURill Cuakty Criteria, DSB-89 and BCSI Building Component 6904 Parke Sam Blvd. Safety Information civdpobte from Trim Rate IasBrute. 218 N. Lee Street, suite 31Z Alexandria. VA 22314. Tampa, FL =1 D Job Truss Truss Type Qly Ply Herboe Ridge Lrestyle T8950000 73125 PBS6 GABLE 1 1 Job Reference o tional Ch.mbers Truss, Inc., Pon Pierce, FL 6-0-0 3x6 = 7.00 r 3x5 11 4 3x5 = 15 2Y3 2> II 7.640 s Apr 192015 Mirek lndeS1.9S. Inc. Wed Jun Ta lu4e:3r 20e P.gel ID:r5OfzBCq7uDNnv9fnw5EKLz64Jz-AkTlfR31_wEHlj5pIKSG%IyFszjjacKAlzBPvez1SWU W II 3x6 = 3x6 = W 11 ME 16 0 10 3x4 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL.L) in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Verl(L/a n- rda 999 MT20 244/190 TCDL 20.0 Lumber DOL 125 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TQ 0.00 16 n/a n/a BCDL 15.0 Code FBC2014/FP12007 (Matrix) Weight: 107 Ib FT=20% LUMBER- BRACING - TOP CHORD 2)(4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29-1-8. (Ib)- Max Harz 1=321(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 500(LC 6), 2_ 516(LC 4), 11=-676(LC 4), 12=-620(LC 4), 14=-653(LC 4), 15=-562(LC 4), 10=-269(LC 4) Max Grav All reactions 250 Ib or less at joint(s) except 1=403(LC 4), 2=815(LC 6), 11=974(LC 9), 12=893(LC 9), 14=936(LC 9), 15=863(LC 9), 10=387(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 473/489, 9-10=-306/279 WEBS 8-11=-787/721,6-12�715/653,5-14=-753/691,3-15=-692/592 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp.0; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 21-0-0, Extedor(2) 21-0-0 to 28-11-12; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 Co. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing atjoint(s)16, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500lb uplift at joint 1, 5161b uplift at joint 2 , 676lb uplift at joint 11, 620lb uplift at joint 12, 653lb uplift at joint 14, 562 lb uplift at joint 15 and 269 lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING-VeHly tlesignpammerers and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMII-7473rv, 10UM016BEFOREUSE Design void for use oNy Wfh MlleM corvactors. Nsdedgn is Wred only upon parameters sfawn. and b form NdMtlual W4dhg Componentnot � a Ia155SW5 . Befae use, me bUUCri g desigrar must vedfy the applko Ully of desgn parameters and properly traorporate fhb desgn Into the ovadl W9dlrgdeslgn.Bracing lntllcated b foprevent Wckling A nxilvIdual truzweb and/or chord members only. AtldlflonoltemporaryandpermanenibracIng �-�•YY MiTek' balm y regWred for staWltyan l to prevent collopse with Po o personal Nfury and property damage. Forgenemiguldonceregardiirg the 6204 Perk. East 11W. labdcalion, storage, delivery, erection aryl bradng of fmssesand Inks systems seeMSIRP11 Quarry Criteria, DSB49 and BCSI Bullding Component Terry., FL 33610 Safety Information avoloNe from inns Rate lnrJitute. 218 N. Lee Stmet. Sidle 312. Alexandria, VA Ml4. Job Truss Truss Type Gty Ply Harbor Ridge Lriestyle . _p TB9500pD 73195 Pass GABLE 1 1 I Job Reference D fional Chambers Truss, Inc., Fad Pierre. FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-114, 2-4= 80, 4-9=-100(F-20), 2-10=-30 T.640 s Apr 192016 Mfrek Industries, Inc. Wed Jun 2910:40:312016 Page ID:r5OfzBCg7uDNnv8fnw5EKLz64Jz-AkTlfR31_wEHIj5pIKBGXIyFszjjacK .,zBPveziSwU 0 WARNING-VedlV design parameters and READ NOTES ON THIS MO INCLUDED MEEK REFERANCE GAGE MIIJ473 rev, 10N 015 BEFORE USE Deslga valkl for use oNy W M MBeag connectors. R IsdeSgn b basetl oaly upon paameters show antl Mar an htlMtlual building comlcfinent. naf met a ituss system. Before use. the bufldrig designer must verify the applicability ofdedgn parameters and prapedy Incorporate ihk design Into fhe overall bwdirig tleslgn. Dactrrg iritlkatedkroprevent bucklkg of lrltlNklud lnttsweb antl/or cNortl members oNy. Atl<9norwl tempwarymtlpertnareniMac9lg MiTek' k oiways requiretl fa staWity and to prevent collcgxe vAtll possible persorltl BrjiAy antl prolxMtlmnWe. Forgeneralgutda regardingihe 6904 Parke East BNd. fabfkatIm storage, dellvery, erection and bracing of Innsesond Russ SyStems s ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 safety Information avrdlable from Truss Rate Institute. 218 N. lee Street Suite 312. Alexandria VA22314. Jo Truss fuss ype Dry Ply HONor Ridge Lifestyle T8950g01 73195 PBS7 GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fou Pierce, FL 7.00 rl2 2 1 3x4 = none a npne zero mn ee mausu,es, mo. Wei eu„ ze iv.ea.z, zo w Be , ID:r50fzBCg7uDNmgfnw5EKLz64Jz-AkTifR31_wEHIj5plK8G%IyEUzi rabHA1zBPvez1 swu 29-1E 21-1E 3x6 = 15 17 14 13 12 3x6 = 3x6 = scale =1:51.1 3x4 II 10 3.4 \\ LOADING (psi) SPACING- 2-0-0 CS]. DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) r1/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Ved(TL) n(a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 1141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 20 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No-3 REACTIONS. All bearings 29-1-8. (lb) - Max Harz 1=433(LC 4) Max Uplift All uplift 100111 or less at joint(s) except 1=-465(LC 6), 2=-444(LC 4), 11=.672(LC 4), 12= 615(LC 4), 14=-652(LC 4), 15=.606(LC 4), 10= 273(LC 4) Max Grav All reactions 2501b or less atjoint(s) except 1=418(LC 4), 2=688(LC 6). 11=1161(LC 9), 12=1063(LC 9), 14=1121(LC 9), 15=981(LC 9). 10=467(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-579/554, 2-3=-323/295, 9.10=-307/279 WEBS 8-11=-787/722, 6-12=-707/647, 5-14=-759/690, 3-15=-777/636 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh h.16ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 23-1-8. Exledor(2) 23-1-8 to 28-11-12; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 Do. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 15.Opsf. 10) Bearing at joints) 16, 10 considers parallel to gmin value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465lb uplift at joint 1, 444 lb uplift at joint 2 , 6721b uplift at joint 11, 615lb uplift at joint 12, 652111 uplift at joint 14, 606 lb uplift at joint 15 and 273111 uplift at joint 10. 12)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard A WARNING -Verly deslan paremetero and HEAD NOTES ON THIS AND INCLUDED MREK REFERANDE PAGE MIA74Td rev. IMIAMIS BEFORE USE uc*p valld for use only Wth IvIoM conneclors. Tints design Is hosed only upon parameters shown, arW Is for M hdlvidual G dhg component, nor �� a trussyslem. Before use, use, the buildirxl designer must vellfy the opplicaUlty, of design parameters arel properly Incorporate IhIs design Into the overall AtltlMonoltemporarymtlpeRnarlenlbractrg MiTek' buRdIngdesign.BrachgInecatedIstopreventeacHINofWWuaitnnswebarM/or chord members only. Isolwoys required for stabniryand to prevent collapse Win po o personal Injury oral property damage. For genre guklonce reganzIng lho 6904 Park Parke a Eest Blvd.faMcallon, storage, delNery, erectnrs ion and brocing of tesorM ns husysfems, seeAN31RP11 6uallly C lteda, DSB49 and BCSI Bullding Component Safely Informallon ovalabte from Truss Rate ImBlute. 218 N. Lee Sheet. Site 31Z Alexandria, VA 22314. Taaye. 33610 Job Truss Truss Type Dty Ply Honor, Ridge LBea yla TB9500m 73195 PBS7 GABLE 1 1 I Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert: 1-2=-114, 2-4 80, 4-9=-100(F= 20), 2-10=-30 T640 a Apr 19 2016 Wrak Industries, Inc. Wed Jun 2910:40:32 2016 Page 2 ID:t5OfzBCg7LDNnv9fnw5EKLz64Jz-ew1 gsn4flEMBNtgQl2f V3V VPEN2iJ2XJPovryR4z1 SwT ®WARNING -Ve fy dedg.Parameter. and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 1MMO15 BEFORE USE Design eNU for use ody with ANfek* conTectors. This design S based ody upon poramefem shown and Is for an Indlviduai building compomnt, not a true system. Before use, the w1cling designer must verify the applicability ofdeslgn parameters and property Incolporade this design Into the overall toWdrgdesign. Racinglrrdk:al MoprevenlbuckllrgofkWlvldualtmswet> n f rchordmemb mrs y. Pddlilolmliemporaryandpelmanenllxaclrg MiTek' Is always recpnred for stabBityand to prevent collapse wflh posslde persoru Injury and property damcge. Forgeneralgiklaaceregardnglhe fabik:ation, storage, delivery- erecBon aril bracing of imssesand Tmss systems, speANSI/MI1 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information mcnable from Truss Rafe InsilMe. 218 N. lee Street Suite 31Z Alexandra VA 22314. Tarsi FL 33610 Job Truss Truss Type Oty Ply Harbor Bitlge Lifestyle T6950002 73195 Pass GABLE 1 1 Job Reference (optional) Ghambers Tmse, Inc., Fml PtSX0, YL 7.640 s Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:40:32 2016 Page 1 ID:r5OfzBCg7uDNnv9fnw5EKLz64Jz-ewlgsn4flEM8NtgOJ2fV3WOzN2gJ?vJPdwyR4zlSwT Scala = 1:51.0 zx3 11 M3x6 II 3x6 = 2x3 II 3x4 II 4 5 6 7 8 9 3x4 — 15 17 14 13 12 2xe 11 2x3 II 3x6 = 2x3 11 16 10 3x4 Plate Offsets(X,YI-- t4:0-3-0,0-1-121 f10:0-1-40-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) WE - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB OAS Horz(TL) 0.01 16 n/a rJa BCDL 15.0 Code FBC2014/fP12007 (Matrix) Weight: 122 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4.SP No.3 REACTIONS. All bearings 29-1-8. (Ib)- Max Horz 1=544(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-496(LC 6), 2=A40(LC 4). 11=-682(LC 4), 12=-617(LC 4), 14=-659(LC 4), 15= 618(LC 4), 10=-264(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=486(LC 4), 2=660(LC 9), 11=1175(LC 9). 12=1059(LC 9), 14=1157(LC 9), 15=1017(LC 9), 10=456(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-709/650, 2-3=-468/426, 9-10=-301/274 WEBS 8-11= 794/727, 6-12=-705/650, 5-14= 794/697, 3-15= 813/648 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psQ BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-7 to 25-0-0, bdedor(2) 25-0-0 to 28-11-12; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSV PI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opst. 9) Bearing at joint(s)16, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 1, 4401b uplift at joint 2 , 682Ib uplift at joint 11, 617lb uplift at joint 12, 65911b uplift at joint 14, 618lb uplift at joint 15 and 264lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q WARNING -Verify deslgnparamef.anOREAO NOTES ON THISANOINCLUDED MIFEKREFERANCEPAGEM11-7473 rev. 1"M015 BEFORE USE Design vaild for use only with MBek connectors.i dedgn 6 based only upon parametelsshown. and lsfor an hdivldual Wilding component not a huAsWem. Before use, the bulicing designer mini vellfy the appllcat,Mly f desgn parameters and properly hcolpomo thk cedar, Into the overall �-�•YY Wp<Hng design. Wmhglr catedlstoprevent WcWhgofhdlvkluothusswebarxl/orctwrdmembersonly. Atldlionx9 temporary arld pennarlent bracing M!Tek' 7 Is always TelV110d for stability and to prevent collapse wllh oossNle personal hlury and property cannons. ForgenomIguidancefegarcing the fabdootlon. storage, delivery, ereotlon and bracing of nussesan o to Z systems seeANSVTPN Quality criteria, DSB49 and Best BuHding Component 6904 Parke East 8W. Safety Informatton avollode from Tnns Rate institute, 218 N. Lee Sheet. Suile 31Z Alexandria. VA 22314. Tanga, FL W610 Job Truss Truss Type Oty, Ply Harbor Ridge Lifestyle TB950002 73195 Pass GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=114, 2-4= 80, 4-9= 100(F= 20), 2-10=-30 7.640 a Apr 19 2016 MRek Industries, Inc. Wert Jun 29 IOADW 2016 Page 2 ID:rSOfzBCg7uDNnvgfnw5EKLz64Jz-ewlgsn4flEM8NtgOJ2fV3WOzN2gJ?vJFdwyR4zlSwT 1 A WARNING- Verilydealgn Ralametersand HEAD NOTES ON THISAND INCLUDED MMEK8EFE8ANCE FAGEMIA7473rev. 10/OL2015 BEFOREUSE Design vdld for use only with MJTeleconnector, This design 8 based only upon parameters shown. and h for an 4WMdual b Tdi g component. not a turn system. Before use, the bullring designer must verify the aMlk ability of design parameters caul property hcomorate Into design Into the overall bulldigdeegn.Brwhghaicatetllstopreventbuckling ofNtlNldualtmssweband/or chard members only. Addlilomitemporarymltlpermanentbr kg Met( Bdway reachedforstabllltyantltoprevent Coll�fhposslbeperwrglkil ry Wopertydamage. Forgeneralguldmteregordhlg8le fabricdbrt nforage, tlelNery, erection Ono bradng of inrssesand trurs5y3teM& SeeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Solely Information a cffable from Truss Rate Institute, 218 N. Lee Sheet Suge312 Alexandrtc, VA MIA. Tarry., FL 33610 Job TrussTruss Type sty Ply Harbor Ridge LOesryle T8950003 73195 q MONO HIP 2 1 Job Reference(optionall Chambers Truss, Inc., Fart Pierce, FL 7.640 s Apr 19 2016 MHek housums, Inc. won Jun 2910:4o:33 2016 Page 1 I D:7QPecszFdolRumoewatlfLyMy11.67b2475HVXU??I FCtlBkcj2W 8nMm2PcSUHgVzW zl SwS -3E-0 4-1 i-8 9-0-0 13-11-10 4-0E I d-11-10 � 4x6 = Jti-0 9-0-0 13-11-10 3-6-0 94A 4-11-10 3x5 = a Scala=1:41.2 Plate Offsets(XY)— f2:0-1-13,0-2-81,f4:0-3-00-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.09 7-10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.30 7-10 >551 240 BCLL 0.0 ' Rep Stress ]nor NO WE 0.66 Horz(TL) 0.01 6 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(ILL) 0.03 7-10 >999 240 Weight: 84 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. Qb/size) 1=129/Mechanical, 6=823/Mechanical, 2=1081/1-0-0 Max Harz 2=719(LC 4) Max Upliftl= 140(1_13 4), 6=-814(LC 4), 2---657(LC 4) Max Gmvl=212(LC 9), 6=1124(LC 9), 2=1442(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1235/622, 3-4=-813/426, 4-5=-694/467, 5-6=-1081/817 BOT CHORD 2-7= 898/1241 WEBS 3-7=-664/518, 4-7= 191/281, 5-7= 698/1047 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-9-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=46tt; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1401b uplift at joint 1, 814111 uplift at joint 6 and 657111 uplift at joint 2. 8) "Semi -rigid pitchbmaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1-9=-115. 4-9=-80, 4-5=-100(F— 20), 6-8=-30 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MM17473 rev. iMMIS BEFORE USE. Design vditl for use only W]h MRek connectors. lNsdeslgn Is bosetl only upon pmameferssfwwn, and b for an ndh uai WOtllrg component not a hussystem. Before use. the ILI designer must vaulty the appllcab0ity ofdedgn parameters and properly Incorporate the design into the overall �-�•YY bBdrptleSlgn. Bracing irdk:atedIstoprevent WCldIWofWNidualhusswebasd/or chord members only. Addliondfemporaryandpermanentbrocing MiTek' bdwaysreWretltorstaNillyandtopreventcdlcpse postdeparso Nluryon MopenydomWe. For general guidance, regardigihe fabrk:atbn, storage, tlelNery, erecflonantl lxadig of inrsses antl imsssystems seepN51/RII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East BNd. Sdety Information avdlode from Truss; pots mIlMe, 218 N. Lee Sheet, Suite 31Z Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Cry Py Harbor Raise Lrieslyle T8950004 73195 R1 MONO HIP 2 1 Job Reference (optional) chambers Truss, Ino., Fed Pierce, FL 7.640 a Apr 19 2016 MTek Industries, Inc. Wed Jun 2910:40 33 2016 Page i ID:70PecszFdotRumoewallfLyMy11-67b2475HVXU??I FCtl8kcj2b_nPN20FSUHgVzW zl SwS 1 ar,-0 1 sm-1a 1 n-0-0 1 1a-11-1n 3-6-0 Sit-13 503 2-11-ip 4x8 = &A 11 Scale =1:47.1 1 3 3--1110 3E-0 I 5-11-1`-0 211--10 Plate Offsets(X,V)-- f2:0-0-1,0-0-121 f5:0-5-8.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 9-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.07 9-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 HOrz(TL) 0.02 7 n/a r/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(L-) 0.02 9-12 >999 240 Weight: 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=IG39/1-0-0, 7=798/Mechanical, 1=142/Mechanical Max Horz2=834(LC 4) Max UpliR2= 611(LC 4), 7=-811(LC 4), 1=-126(LC 4) Max Grav 2=1 392(LC 9), 7=1167(LC 9), 1=219(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1193/416, 3-4=-10087429, 4-5=-491/187 BOT CHORD 2-9=-824/1226, 8-9=-824/1226, 7-8=-284/426 WEBS 4-9=0/284,4-8=-1006/676,5-8=-357/705, 5-7=-10837720 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-0-8 oc bracing. 1 Row at micipt 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exlericr(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 2, 811 lb uplift at joint 7 and 126 lb uplift at joint 1. 9)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE($) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIl) Vert: 1-11= I15, 5-11= 80, 5-6=-10O(F=-20), 7-1 O= 30 ® WARNING -Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGEMIP7473 an-101,3T[015 BEFORE USE DeAgn vdld for use only Wth MlTeI0 connectors. INS design Is based only upon paraneters shown, and Is for an hdNdual b ffdlg component rot a truss system. Before use. line bulldig desarrer most verify Ito opalioci of design parameters and property Incorporate rats design Into the overall bWdhgdeslgn. Wachgintlicaledlstopwvent WCNVgorlWtvld ltn webaM/orctotdmembmrs y. Addtlonaltemporaryondpeimareentbrmig MiTek' Is always required for stability antl to prevent collapse Wm posdale personal hfury and Property ciomage. Tor general guidance regarding the fabrlcaribn storage, dellvery, erection Gruff bracLg of tureas and truss systems, seeANSI/1PI1 Quality editorial, DSB-89 and Best Building component 6904 Parke East Blvd. Safety Information aNu lable from inns Rate IraliMe. 218 N. Lee Street S.Me 312, Nexandda. VA 22314. Tarrya, FL 33610 Job Truss Truss Type Oly PN Harbor Ridge Lllestyle Tees000s 73195 R2 MONO HIP 2 1 I Job Reference (optional) Chembem Truss, Inc., Fall Pierce, FL T"D s Apr 19 2016 MTek InBusales, Inc. Wed Jun 291 DA0:34 2016 Page t I D:7QPecszFdotRumoewatltLyMyl l-aJ9QHT6vGmscAgOQTizewagGBhwnwAcjxP3W zz1S W R 33-0 a-93 13-00 1 -11-1 3B-0 8.93 ;123 11-1 3x6 = 3x4 II 6 6 3d0 t 833 13-11-10 3S-0 8.9.3 5-2-] Scala-1:52.2 Plate Offsets O(Y)-- f2:D-3-8.Edge1 13:0-3-0 Edgel 15:0-3-0 0-1-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL_ in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(ILL) 0.15 B-11 >999 240 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.36 B-11 >455 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.40 Horz(TL) 0.03 2 n/a n/a BCDL 15.0 Code FBC20147TPI2007 (Matrix-M) Weight: 811to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1144/1-0-0,7=744/Mechanical,1=65/Mechanical Max Hoa2=949(LC 5) Max Uplift2= 654(LC 4). 7=-792(LC 5), 1=-35(LC 5) Max Grav2=1576(LC 0), 7=1227(LC 9), 1--83(LC 9) FORCES. (lb) -Max CompJMax Ten. - Al forces 250 Qb) or less except when shown. TOP CHORD 2-3=-883/132, 3-4=-688/150 BOT CHORD 2-13= 596/945, 8-13= 596/945, 7-8=-596/945 WEBS 4-8=-18/400,4-7=1369/861 Structural wood sheathing directly applied or 5-9-5 oc pudins, except end verticals. Rigid ceiling directly applied or 8-9-11 oc bracing. 1 Row at midpt 6-7, 4-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 B; C-C Extedor(2) -3-5-4 to 11-6-12, Intedor(1)11-6-12 to 13-0-0, Fxterior(2)13-0-0 to 13-9-14: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I5.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664lb uplift at joint 2, 79216 uplift at joint 7 and 351b uplift at joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-10=-115, 5-10=-80, 5-6=-100(F=-20), 7-9=-30 A WARNING - Verflydealgnparamelas and READNOTES ON THIS AND INCLUDED MD-ENREFERANCE PAGEUD-7473., IMMU11513P0RE USE. Dorton vaild for use only with MITedV connectors. This design B based only upon parameters shown, and Is for an 0ldivIdual buldlig component. not �� a tout system. Before use, the bulldog deeQner must verily the applicability of design porameterr and properly Incorporate this design Into the overall butdrlgdesign.Br=Mindcatedktoprevenl WcMlrgo(Ndvldmltnuswebaxl/mcfwrdmembersonly. A tIorwlfemporaryandpermarentbracing M!Tek' Is alwaysleadred for stability oncl to prevent collapse with poss6xe personal Inlay and property damage. Forgenerdgul eregardngthe fabdcafkom storage. tlelNery, erection and brodng of Iausesarld Ines systems seeANSI/TPII Quality creetla, DSB.89 and BCSI Building Component 004 Parke East BNB. safety Informaflon avoloble from Tna Rate bugtule. 218 N. Lee street, site 312, Alexandra VA 22314. Tampa, FL 30610 Job Truss russ Fype ON Ply Harbor Ridge Lifestyle T8850006 ]3195 S SPECIAL 2 1 Job Reference (optional) wornaw. l run, raw. rM Feme,rt oqeae,, e... m eunousn,ns, n m..... ar ID:70PecszFdolRumoewatlfLyMy16aJ90HT6vGrweAgOOTiz9warrBfSnolclxP3W mlSwR F9-e 94d 1]33 24-113 32.83 41q-0 1-9-e 7-9-128-11-1 Scale. 1:80.0 7x8 MT18HS = 3x4 = V`\ 7,00 12 6xe = 3x6 = 3x5 = 3x6 = 3x5 II Sx12 MT18HS= 4.5 i 2 3 4 521 6 7 a 9 6x8 = 6x8 = 20 I N 18 17 22 23 16 lb 24 14 2b 13 12 2e 11 21 10 SA MT18HS If 4x5 = 4x5 3x4 = 3x5 = 31 6.10 = 3x4 11 4x6 = 1-9-8 9d-0 1733 24d 1.3 32A3 41-]d 1.4R ].a.19 ]A-0 ]A-0 ].0-0 A.H-0 Plate Offsets (X,Y)— 12:0-5-8,0-2-01 13:0-3-8 0-3-01. f9:"4,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.13 10-11 >816 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.33 16-17 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Hoa(TL) 0.06 11 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.11 14 >999 240 Weight: 341 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-16,3-14,5-13,6-11: 2x4 SP M30, 8-11: 2x6.SP No.2 WEBS OTHERS 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 18=1866/0-7-10,11=3703/0-7-10,20=-310/0-3-8 Max Horz 18_94(1C 4) Max 1Jplift18=-1413(LC 4), 11=-2781(LC 4), 20=-335(LC 9) Max Grav18=2382(LC 9),11=4562(LC 9). 20=323(LC 4) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-484/271, 2-3=-1823/1147, 3-4=-1976/1169, 4-21=-1976/1169, 5-21=1976/1169, 5-6=-1095/581, 6-7=-579/836, 7-8= 579/836, 8-9= 579/836, 1-18_ 2446/1363 BOT CHORD 17-22= 352/505, 22-23=-352/505, 16-23=-352/505,15-16=-1147/1823, 15-24=-1147/1823, 14-24=-1147/1823,14-25=-1169/1976, 13-25= 1169/1976,12-13= 581/1095, 12-26= 581/1095,11-26= 581/1095 WEBS 2-17=-1889/1336,2-16=-1219/2021,3-16=-1147/966, 5-14=01256, 5-13=-1366/911, 6-13=-649/1394, 6-11=-2975/1788, 8-11= 987/818,9-11=-1286/877,1-17= 12712232 Structural wood sheathing directly applied or 4-4-2 oc pur ins, except end verticals. Rigid ceiling directly applied or 6.10-0 oc bracing. 1 Row at midpt 2-17, 2-16, 3-16, 5-13, 6-13, 8-11, 9-11, 1-17 2 Rows at 113 pis 6-11, 1-18 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCOL=3.Opsf; h=46f1; Cat. II; Exp C; Encl., GCpl=0.18; C-C Extedor(2) 0-1-12 to 16-9-6, Interior(1) 16-9-8 to 40-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise Indicated. 4) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.0pst. 6) Bearing at joints) 20 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1413Ib uplift at joint 18, 2781 lb uplift at Joint 11 and 335lb uplift at joint 20. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 80, 2-9=-100(F= 20), 10-18= 30 Q WARNING -Verity deaigapa eeaafi m and BEAD NOTES ON THISAND INCLUDED MREKREFERANOEPAGEMIN473 rev. IM31015BEFORE USE DeSgn wild for use onlywlth Walks connecfom lblsdedgn B hoed only upon parameters Nwwn. and is for an hrdMduai holding component not �• a truss system. Before use. the Wang g de9Urler mull verity the applicability of design parameters and properly incorporate Inds design Into the overall ��-��•YYY Wldrgdesign 6achlg hrdlcated Es to prevenl budding of Individual tnrssweb and/or chord memoon only. Addlforraltempo.yry peimanenlbraclrg MiTek' 6 always fecored for stabiliiyand to prevent collopee Win possMa perearly lydury anal property damage. Forgenwo1guidanceregarMgihe latxoalbr storage, deiNery..reckon and bracing of fusses and loss systems, seeANSI/1911 Quality Criteria, DSB49 and SCSI BwBding Component 6904 Parke East Bbd. Safety Information mcdIct le from lru s Rale InstiMe. 218 N. Lee Shaer, Wfe 312 Nexanxi VA 22314. Tamp, FL 33610 Job Truss Truss Type Dty Ply Harbor Ridge Lifestyle TBasoOo] 73195 Si SPECIAL 2 1 Job Reference o [tonal Chambers Truss, Inc., Fort Piece, FL 3-98 11-03 89f-- g ].00 12 5x8 MT18H5= 4x5 6x8 = 4x6 = 3x4 = ]-2-11 V 4x4 =3x6= 3x4 11 5x12 MT18HS= 6x = 6.8 = Sire = d 20 3 ry 18 17 22 16 lb 23 14 24 13 le ea 11 Gb 10 Sx8 MT18HS 11 4x5 = 4x4 = 4%6 3x4 = 3x5 = 6xIO = 3x4 11 3x6 = r &9E I 11-03 1 18-2-13 2SS8 32413 41-]-4 T-ail n.r 1.1 Scale = 1:91.9 Plate Offsets(XY)-- f2:0-5-80-2-01 f3:0-3-80-3-01 f4:0-3-OEdgel f9:D-3-00-2-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.92 Ved(LL) -0.15 10-11 >720 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Ven(TL) -0.3510-11 >298 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.06 11 n/a Na BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 14 >999 240 Weight: 3621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 *Except` BOT CHORD 2-16,6-11: 2x4 SP M 30, 8-11: 2x6 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (fib/size) 18=1871/0-7-10, 11=350410-7-10, 20- 156/0-3-8 Max Harz 18=206(LC 4) Max Uplihl8=-1381(LC 4), 11=-2681(LC 4), 20= 156(LC 1) Max Gmvl8=2501(LC 9), 11=4545(LC 9), 20=207(LC 4) FORCES. (lb) -Max CompJMax.Ten.-All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-1066/623, 2-3=-1884/1170, 3-4=-1907/1115, 4-5-1907/1115, 5-21=-1068/565, 6-21-1068/565, 6-7= 417/602, 7-8=-417/602, 8-9=-417/602, 1-18_ 2478/1383 BOT CHORD 17-22=-639/939, 16-22=-639/939, 15-16=1170/1884, 15-23-1170/1884, 14-23= 1170/1884,14-24-1P15/1907,13-24=-1115/1907,12-13=-565/1068, 12-25-565/1068. 11-25-565/1068 WEBS 2-17-1488/989,2-16=-922/1640,3-16=-9811797,5-14=-34/329, 5-13=-1457/955, 6-13= 738/1521,6-11=-2899/1705,8-11-1014/796, 9-11=-1024/692,1-17= 1045/1948 Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-10-0 oc bracing. 1 Row at midpt 2-17, 2-16, 3-16, 6-13, 8-11, 9-11. 1-17 2 Rows at 1/3 pis 5-13, 6-11, 1-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=3.0psf; h=46f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exlerior(2) 0-1-12 to 18-9-8, Interior(l) 18-9-8 to 40-1 OA; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, Wth BCDL = 15.Opsf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1381 lb uplift at joint 16, 2681 lb uplift at joint 11 and 156111 uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this buss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A WARNING -Verify Easlgnparameten anal READ NOTES ON THIS AND INCLUDED MUEKREFERANCE PAGE MD-7473 rev. 10413/2016BEFOREUSE Designvalidforuseor- vAth MileldIconnectors. ftdeslgn Bbasedo yuponparameters Mown,and BforanfrdlWdual Wgdingcomponent,rwt � atrusssystem.Beforeuse,thebuildkgdedMermustve6lytMappllca ltyofdesignparametersandrxop dyIncorporate84sdesign Intotheoverall bAOingalesgn. Bracing frdk:afed is to prevent buckling Of lndivdud fmssweb and/or choral members orr. AddltlonmlemporavandpeimanentbrocVq MiTek' Is always regWred for stability anal to prevent collapse with pos ide penond Irfury and prapedy damage. For general guidance regarding the 6904 Parke East Blvd. fobitcallon, storage, delivery. erection oral bracing of trusses and tms systems seeANSI/TPII Quality Crustal, DSB419 and BCSI BuBding Component Tampa, FL 33610 Safety Information avdlable frorn Truss Rafe Instlute. 218 N. We Street, Suite 312, Alexard0a. VA 22314. Job Truss Truss Type cry,PryHerbor Ridge Litesryle T89S0007 73195 Si SPECIAL 2 1 Job Reference (optional) Chameets Tress, Inc., Fort Pierce, FL J 640 s Apr 19 2016 M1rek Indushies, Ine. Wed Jun 2910.40:35 2016 Page 2 ID:70PecszFdolRumoewatlfLyMy11-3 V pVp6Y19kjEKPb_ADDh87p8b0_W E0Ixb9c2PZ1 Sw0 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2= 80, 2-9=-100(F= 20), 10-18= 30 ®WARNING - Vetllydeslgnparamefersand READ NOTES ON MIS AND INCLUDED MITEKR£FERANCEPAGEMI!-04]3rev.70MV1015BEFORE USE. DeUgn Wildforuseonlywith MITeWconnectors.lNsdedgn Nbas donlyuponparametersstawn,andhforanhdmdualI RdIWCMponentwt a tmsssystem. Before use, the bLldirq designer must verity the appllcabOlty, of design parameters and propery Incorporate Bds design Into the overall btDclN tleslgn. Brachg lydlooted is to prevent buckWQ of InONIdual tress web and/or chord members only. Additional temporary and permanent bracing MiTek' 6always requbed la stablity, and to prevent collopsa yth poalde penarld hlusy and property damage. tof general guidance regarding the fabrication, storage, delivery, erection asd b udng of busses and bun systems, seeANSI/tP119uality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Train Plate InstiNte, 218 N. Lee Stmel, Suite 312, Alexandria VA 22314. Tanya, FL 33610 Job Truss Truss Type Dty Ply Harbor Ridge WWIIe T8960OO8 73195 S2 SPECIAL 9 1 Jab Reference (optional) cnamoera nuns, mc.. ton nerce, IL sX is ao:x zmo regal I D:7OPecszFdotRumoewatlfLyMy1I-XiHBi87AoSsasU_nYtkSELgOF_MJFiWAFuAarzl SwP 5-126-3 19-2-13 25-11-8 3283 41-7-4 5-896 6 63-11 6-8-11 66-11 66-11 8-11.1 7x8 MT18HS 9 3x4 = 7.00 F12 3x4 = 3x6 = 2 3 4 5 21 5x6 4x4 = 3x6 = 3x4 11 Sx12 MT18HS= 6 7 8 8 6x8 = 6x8 = m 6x8 = 20 INI 18 22 17 23 16 15 24 14 25 13 12 26 11 27 10 Sx8 MT18HS 11 4x4 = 3x8 = 3x4 = 3x5 = 6X10 = 3x4 11 3x4 = 3x6 = 5-93 1263 19-2-13 25-113 324 41-7� S9A fJL11 n.0..11 11 C.A-11 R-11-1 Scale = 1:99.7 Plate Offsets (XY)— 12.0-4-8,0.2-01, f9:03.4,0-2-121 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.16 10-11 >659 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(FL) -0.37 10-11 >283 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr NO WB 0.93 Horz(TL) -0.06 20 n/a n/a BCDL 15.0 Code FBC201471P12007 (Matrix-M) Wind(LL) 0.0814-16 >999 240 Weight: 385 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except" 3-14,5-13,6-11: 2x4 SP M 31, 8-11: 2x6 SP No.2, 1-18: 2x4 SP M 30 OTHERS 2x8 SP 2400F 2.0E REACTIONS. (lb/size) W8 1859/0-7-10, 11=339010-7-10, 20=-70/0-3-8 Max Hort 18=317(LC 4) Max Upliftl8=-1334(LC 4), 11=-2645(LC 4), 20=-70(LC 1) Max Gravl8=2586(LC 9), 11=4439(LC 9). 20=140(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 1 Row at midpt 2-17, 2-16, 3-16, 3-14, 5-13, 6-13, 8-11, 9-11. 1-18, 1-17 2 Rows at 113 pts 6-11 FORCES. (ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1421/796, 2-3=-1839/1161, 3A 1745/1042, 4-5=-1745/1042, 5-21= 965/524, 6-21= 965/524, 6-7=-324/449, 7-8=-324/449, 8-9=-324/449, 1-18=-2453/1343 BOT CHORD 18-22=-332/285, 17-22=-332/285, 17-23= 835/1234,16-23=-835/1234, 15-16=-1161/1839, 15-24= 1161/1839,14-24=-1161/1839,14-25= 1042/1745,13-25= 1042/1745, 12-13= 524/965,12-26=-524/965,11-26= 524/965 WEBS 2-17=-1122763,2-16=-643/1192,3-16=-698/593,5-14=-161/502, 5-13=-1537/1022, 6-13=-841/1628, 6-11=-2785/1671, 8-11= 990/776, 9-11= 840/587, 1-17=-883/1767 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulI=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 20-9-e, Intmor(1) 20-9-8 to 40-10-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSVTof 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1334lb uplift at joint 18, 26451b uplift at joint 11 and 701b uplift at joint 20. 9) °Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Job Truss Truss Type Dry Ply Harbor Ridge LdesyM TB950008 73195 S2 SPECIAL 9 1 Job Reference (optional) nuae, nrv., Fmr Fi..-. rL r.uaos Npl le aal o Mu as mausmes, Inc. Wad Jun 2910:40:362016 Paget ID:70PecszFdotRumoewatlfLyMy11-XHBi87AoSsasU_nYtkSEL90F_MJ FiNvAFuAarzlSwP LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2= 80, 2-9=-100(F= 20), 10-18=-30 ® WARNING -Verify design parameters and READNOTES ON THISAND /NCLUOED MNEKREFE/1ANCE PAGEMH-74T3 rev. 1ar0YA15 BEFOREUSE. Design vaikdfor use onlywith MTeM9 connectors. Ttas design B based only upon parameters sirown, and Is for an hlivldual Wadhg corn amnt not a trusssystem. Before use, itie building deslgller must Verify the appllcobilityoldesign parameters and property famrporate flits design Into irro overall bullalrgdeslgn. Waving Indicated is to prevent Wcldhg of Individual hussweband/or chord members ody. Addiforoltemporarymd manentbrmhg MiTek' 6 always requiretl for stability and to prevent collapse with possible perwrxa hiury and properiydamage. Forgeneralguidanceregardrgthe fabrication storMe, delivery, erecgon aM1 biaoi g of tosses and tosssystems seeANSI/TPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Md. Safety Information M40NO tram irons Rate InstlMe, 218 N. Lee Street, safe 31Z AlexarWda. VA22314. Tanga, FL 33610 Job Truss Truss Type Oty Pty Harbor Ridge Lifeeyle T6950009 73195 T HIP 1 i Job Reference (optional) chambers Truss, Inc., FM Pierce, FL T64D 5 Apr 192016 Mrek Industries, Inc. Wed Jun 291 D:40:36 2016 Page 1 ID:r5OfzBCg7uDNnv9fnw5EKLz64Jz-xiHBi87AoSsasL_nYIkSELg6b_RBFswAFuAarzlSwP 611-0 A)-13 e48 &1 15811 17 1 2d-13 61-11 2 6.1-11 29-13 D 12 416 = Scale = 1:40.3 3x4 3x4 II 3x6 II —&a = -- 3x4 II LOADING (pat) SPACING- 2-0-0 CSI. DEFL in Qoc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.02 10-12 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Ved(TL) -0.0710-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Hor (Q 0.00 9 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.01 9-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 12=993/0-7-10, 9=99310-7-10 Max Horz 12=144(LC 6) Max Upliftl 2=-1 100(LC 4), 9=-1106(LC 5) Max Grav 12=1391(LC 10), 9=1417(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-270/163, 3A=-777/344, 4-5=-776/345, 5-6=-271/163 BOT CHORD 11-12= 86/300, 10-11= 86/300, 9-10=-113/252, 8-9=-113/252 WEBS 3-12=-1251/910, 3-10=-174/426, 5-10= 183/440, 5-9=-1269/918 I9 PLATES GRIP MT20 244/190 Weight: 93 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 6-G-0 oc bracing, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; 11=460; Cat. 11; Exp C; Encl., GCpi=0.18; C-C EMedor(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100lb uplift at joint 12 and 1106 lb uplift at joint 9. 6) "Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. ®WARNWG-Vanity deafen parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANOE PAGE MIh7473 rev. 1IM2015 BEFORE USE. Design valld for use only Wh KkaKs connectom Bill desgn k based only upon Parameters shown. and is for an bdiAdual bugdlslg component.not q` a truss system. Before use, the building decgner must ve0fy It1e applicatAlly of design parameters oral properly Incoryorate tnls design Into the overall buMcingtleslgn. Wwhglntlk it istopreventbuckt[goflrWMduolin barxi/oret dmembersody. Addliorwltemporaryandpenacrontbraclrg MiTek' is always required for stability and to prevent collcpse with possible personal hlM' and property damage. For general guldance regarding The fabrication, storage, deWory, erection and bracing of horses and trues sysfenn , seeANSI/VI1 Quarry Criteria, DSE49 and BCSI Building Component 004 Parke Easl BNd. Safety information wallade from Truss Rate VutiMe, 218 N. Lee Street, Sulte312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T896DD10 73186 V4 VALLEY B 1 Job Reference loptionalft Chambers Truss, Inc., Fort Pierce, FL 3x4 i 7.640 6 Apr 19 20161A I ek Industries. Inc. Wed Jun 2010:40:41 2016 Page i I D:70PecszFdotRumoewatlfLyMy11-tf441sBId7 UtyFsk(RKdxPN 1 t77lwBgeKXcxG3zl SwK Suds v Scale - 1:8.7 2 3x4 11 Plate Offsets (X.Y)-- 12:0-3-0.Edoel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Verl(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=161/4-0-0, 3=161/4-M Max Upliftl= 142(LC 4), 3=-142(LC 4) Max Gmv 1=242(LC 9). 3=242(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psl; BCDL--3.Opsh h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142lb uplift at joint 1 and 1421b uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNINO-Ver/lydeslgnparamelexsand READ NOTES ON THISAND INCLUDED MITEKREFERANGE PAGE MIA74T3 rev. 10=V2016 BEFORE USE. Dedgn valld for use onlywlfh MReldeconnectors, BAstloslgn Is based only upon parameters shown, and Is form trWlNdual WOtlbg component not a truss system. Before use. lire building designer must veNy the applicaWlty of design parameters aril properly Incomorate this design Into the overall btaigdesign.Bracig Indicatetl is to prevent budding of lWividual lnnsweb and/or CMnd mentions only. Additional temporary and permanent bracing KWIC Is always required for stabillryand to prevent collapse Win posble persorlal hJury and propedy, damage. For general guloanceregarding the fabdcatrom storage, delivery, erecllon antl tracing of truces and Inrssysfems smANslnpIl Quality Corsi DSB49 and BCSI Bu9ding Component 6904 Parke East Blvd. Soloty Information avarable Can Inns Hale InstlMe. 218 N. lee Street, State 31Z Alexandria. VA2231A. Tarnpa. FL MID Jo Truss Truss Type Oty Ply Haebor flid9a Lifestyle a95p911 73195 Va VALLEY d 1 Job Reference (optional) wamoere nuns, mc., ran r�a,oe, r� I D:7OPecszFtlotRumoewatllLyMy11-tt441sBId7UNFskKRKdaPNu??6GWA?eKXcxG3z15wK Scale =1:17.0 4x4 = 2 1 4 3x4 O 2x3 11 3.411 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (lac) I/defl Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.71 Vert(LL) t1/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC20147TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=196/8-0-0,3=196/8.0-0,4=369/8-0-0 Max Upliftl= 206(LC 4), 3=-206(LC 4), 4= 226(LC 4) Max Grav1=314(LC 9). 3=314(LC 9), 4=505(LC 9) FORCES. (lb) . Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-375/251 PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46f; Cat II; Exp C; Encl., GCpi-0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 to uplift at joint 1, 206lb uplift at joint 3 and 226 lb uplift at joint 4. 7)"Sam i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss. A WARNING- Verify design ParametersendFEAO NOTES ON TNISANU INCLUOEO MITEKHEFENANCE PAOEMIP7473re1 1rtN32015 SEFONEUSE. Design valid fax try only Win MBeWconnecfors. lftls design E basetl only upon paramefersshowm and is for an IrxlMdual bulldi g component, net a Imn system. Before too, the building designer must verily the apollcolchtyof design parameters arld properly Incorporate ihkdesgn Into the overall bu0c9n design. &m tr Is to buckling MNidwl hussweb antl/or chord members only. Admtlonal temporary antl pemlonent bracing MiTek' i g caletl prevent of N7ury tlomoge. Fo cerIngComiheE.M and folbikalwaytemstrage. elivelNantllon arxitcollapsewllhposiblepersond DSB-89 and aCSI Building Component storage. delivery, Plat bracing of ANSI/Wil QualitySB-89 BCS1 ree BNd. hemerehuo S Wte 39, . AOXOnurlo VAMCdfetla, Safety Information avMoble ham irtrss Plate Insfllute, 21e N. Lee Stree65ulte 312. Alexarxiilo. VA22314. Soleic information 18 N. Lee Tampa, FL 33610 Ta a, FL 3361 Job Truss Truss Type Q1y Ply Harbor Ridge Lffeetyle T8960012 73195 v12 GABLE 4 1 Jab Reference (optional) Chambers Truss, Inc., FOtl Pierce, FL 7.64DsAprlg2Ol6Mileklndustne5,9M. w.a Jso291U:4a3/zulb va991 I D:7QPecszFdotRumoewallfLyMyl l-?urZvU8oZm_RTe7z6bFhmZCHzOfGll2PvePlzl SwO 6-0 0 12-00 6-00 6-0-0 Scale = 1:24.6 5x8 MT18HS II ` 2 3x4 i 2x3 11 3x411 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeil Ud TCLL 20.0 Plate Grp DOL 1.25 TO 0.39 Vert(LL) n(a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) We - We 999 BCLL 0.0 ' Rep Stress [nor YES WE 0.14 Horz(TL) 0.00 3 n/a rich BCDL 15.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=286/12-0-0,3=286/12-0-0,4=629/12-0-0 Max Upliftl=-268(LC 4), 3=-268(LC 4), 4=-408(LC 4) Max Grav 1=444(LC 9), 3=444(LC 9), 4=877(LC 9) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-251/161, 2-3=-251/161 WEBS 2-4=-614/390 PLATES GRIP MT20 2441190 MT18HS 2441190 Weight: 41 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord beading. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268Ib uplift at joint 1, 268 to uplift at joint 3 and 408lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING- Verifyd.W a aramaters and READ NOTES ON THIS AND INCLUDED hUTEK REFERANCE PAGE MA-7477 rvv. IOTOTOIS BEFORE USE eiree Design valid for use only with MITek® connectors. Ws design is based only upon parameters dlov n. aril Is for an Indivldrxll b it component. not �� a Isuss system. Before Ise, the bWldho tlesgner must vedfy the applicability of design parameters and properly Incorporate Unitsdesign Into the overall buldlrg design. Bracing Intlkated is to buckling of locival al this web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Gotwoysre Uu forslaWlyaMtopreventcolkg MthpossRNeperwo hlu andpropenyd age. For general guldonce regarding the 6904 P, rk East B 6904 Parke East BNd. fabrkotbn storage. delivery, erection and bracing of muses and truss systems searmsUntl Ouailty Criletla, DSB-89 and BC51 BUIlding Component Sofey Information available from Tons Rate Institute, 218 N. Lee Street Suite 312, Plexani VA22314. Job Truss Truss Type Oty Ply Harbor Ridge Ltleeryle Ta950613 73196 V16 VALLEY 4 1 Job Reference (optional) Chambees Truss, Inc., Pon Pierce, FL 1.e4e s8pneam4NL1eX1raus1nes,1=. wea Junzela:4e:a12a16 V8901 1 D:7OPecszFdotRumoewatlfLyMy11-?urZvU8oZm_RTOZZ6bFhmZCEoOo3_L12Pvej71z1 Sv0 8-0-0 16-0 0 8 0-0 8 60 4x4 = 3 Scale-1:30.7 3x4 i 8 7 6 3x4 2x3 II 2x33 II 2x3 11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdetl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ve t(LL) Na - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 61 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 24 SP No-3 REACTIONS. All bearings 16-0-0. (lb) - Max Uplift All uplift 1001le or less atjoint(s)1, 5, 7 except 6=-510(LC 4), 8=-510(LC 4) Max Grav All reactions 250 Ib or less at joinl(s) 1, 5 except 7=397(LC 9), 6=789(LC 9), 8=789(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -API forces 250 (Ib) or less except When shown. TOP CHORD 2-3=-258/232, 3-4= 258/232 WEBS 3-7=-286/93, 4-6=-647/519, 2-8=-647/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD1_=4.2psf; BCDL=3.Ops1; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Elderior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beadng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 5, 7 except Qt=lb) 6=510, 8=510. 7) "Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameremand READ NOTES ON THISAND INCLUDED MNEKREFENANOE➢AGE Ma-71" rev. 1MMO15 BEFORE USE Design vditl form only whir MIFexrconneclors. lhisdeslgn Is based only upon Parameters shown. and Is for an Individual bu9dng component. not �' a hus system. Before use. the buitchng designer must vedfy the appllcaU6lfyof design Parameters end properly Incorporate ails design Into the overall BracinghxlkatetllstopreveniWcklingoflndalduoltrussweband/oichordmembersonly. Addxonaltemporarymdtl manentbrocNg MiTek' bd1dngdedgn. Is always required for stability and to prevent collapse Win posffile nersorai Injury and Properly dornage. For general griciance regarding the 6904 Parke East Blvd. fobdcatbn. storage, delivery, erection and bracing of hoses and inns systems, seemsl/FPPI Quality Marla. D5B-69 and SCSI SuBdng Component Tampa, FL 33610 Safety Information avdiable fiom Ims Rate Institute. 218 N. tee Sheet, Sale 312, Alexand4a, VA 22314. Job Truss russ I ype aty Ply Harbor Ridge Mali T8950014 73195 V20 GABLE 4 1 Job Reference (optional) uuamoara truss, mc., ron YlaToa. rL ID:70PecszFdolRumoewatlfLyMy11-T40%7ggOK46I50BAiim WJmfTt o7U)m6CeZNGfkz 1 S w N Scale-1:38.7 46 11 a 3.4 i 9 10 8 7 11 6 3x4 2x3 11 axg — 2x3 II 2%3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) III Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.37 Ven(LL) i - n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Ven(TL) r✓a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Hor2(fL) 0.00 5 n1a nfa BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 75 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Uplift All uplift 100 lb or less atjolnt(s) 1, 5 except 7=-150(LC 4). 9=655(LC 4), 6=-655(LC 4) Max Grav All reactions 250lb or less at joint(s) 1, 5 except 7=812(LC 9), 9=1033(LC 9), 6=1033(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-369/315, 3-4=-369/315 WEBS 3-7=473/188, 2-9=-857/684, 4-6= 857/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1321 TCDL=4.2psf; BCDL=3.Opsf; h=461t; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Fxtedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas -where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.0psf. 6) Provide mechanical connection (by others) of twin to beating plate capable of withstanding 100lb uplift at joint(s)1, 5 except Ot=lb) 7=150, 9=655, 6=655. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,&WARNING-Vedrydeslgnparurnetors and READ NOTES ON IRIS AND WCLUOEOMIIEKFEFERANCE PAGE MR4473ree IOT32015 BEFORE USE. Design valid for use my Wfin MlfeW connectors. INs design Is based oNy upon parameters shown. and Is form InrliAdual Widim compormt. not a tr ss system. Before use, fine Wilting designer must vedfy the amilcablllry of deslm poramete s and popedy lncomorate lt4sdeslgn lnfo the overall bu0dingdeslgn. Bim /mctwrdmemb moNy. AtlmllorwlfemporaryandPermanenibracksg M!Tek' gOdlcal-distopreventbucMVgoflndlvlduallnnawebun balwaysrasidedfor stabllly and to prevent collapse with possible peaond Inkey and properly damage. For general guidance regan$g the 6900 Parke East BNtl. ParkeEast B Ioloroolbn storage. delivery, erect. arvl bracing of tawordors s tsystems smANSI/7P11 6uallly COlerla, 05B-89 and BC51 Building Component Safety Information wailme from Tess Plate ImI lute. 218 N. Lee Street State 312, Plexandit VA 22314. Ta n,,a job Truss fuss type Oty P Hater Ridge Lileslyle TBB5o015 73195 V24 GABLE 2 1 Job Reference o Banal wnmun,a muss, ma, ren na,w. 11 coresnpr i.... o mnen inausnies,ino. xreo.un en Scale - 1:46.5 4.5 I 1 3 _V\\ 3x4 1� 9 10 8 7 11 6 3i4 I W 11 axe = 2x3 11 2xd 11 24-00 LOADING lost) SPACING- 2-0-0 CSI. DE FL in (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) rl/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 5 Na n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 94lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0. (Ib) - Max Uplift All uplift 100lb or less at joint(s) 7 except 1= 131(LC 4), 5= 131(LC 4), 9=-775(LC 4), 6=-775(LC 4) Max Grav All reactions 250lb or less aljoinl(s) except 1=335(LC 9), 5=335(LC 9), 7=753(LC 9). 9=1266(LC 9), 6=1266(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-415/37713-4=-415/377 WEBS 3-7= 391/98, 2-9=9931790, 4-6=9937790 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psf; h.46ft; Car. II; Exp C; Encl.. GCpi=0.18; C-C Exterfor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 7 except (jt=lb) 1=131 ,5=131, 9=775,6=775. 7) 'Sent -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,&WARNING-Vetlfy Cea1gn paramotersan2READ NOTES ON THIS AND INCLUDED MREKREFERANOE PAGE M47479 ro¢ IDMZ015 BEFORE USE. R Design valid for use only with MlTeMconnectors. Brs design It based only upon parameters shown, and is for an Individual Wilding component not f`� a truss system. Before use, the Murat designer must verify line applicability of design parameters and fxopedy IncolVarafe this design Into tine overall buOUlrig design.&achtg adicated is to prevent Wclding ofedlOdual husweb and/or chord members only. AdditlonallemporanandpermanenfbracBg Welk' E always require f for stablllly and to prevent collapse with posIble persoM inlunyand properly damage. For general gultlalce regadlrg the fabrication, storage. delNery, esecdon and bracing of Inrssesarltl frussystems. seeMSUIPII Quality Credo. DSB49 and BCSI Building Component U04 Parke East BNd. Safety Information available from Ta¢s Role IruBMe, 218 N. We Street, &Ate 312. Alexandra. VA 22314. Tamp., FL SWI0 Job Truss I tusa I ype oty Ply Herbor Ridge LBesfyle T8950016 73195 V26 GABLE 1 1 Jab Reference (optional) churns.. Trusa, Inc., Fort Pierre, FL 7.640 a Apr 19 2016 MRek Industries. Im. Wed Jun 29 10:40:39 2016 Page 1 ID:70PeeszFdotRumoewatlfLyMy11-xGyJKA925NEgjyjMDOH9r IdXCRdSBuLsD7gBAz1SwM 14-00 25-0-0 1b-0-0 � 3-0-0 11-0-0 11-0-0 3-0-0 Scale - 1:63.8 4x6 11 3x4 i 12 11 10 9 a 3x4 Q 5x6 = 22-0-0 3-0-0 Plate Offsets KY)— f10:03-0,0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a - rt/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 7 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 115 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0.0. (b) - Max Uplift All uplift 100lb or less at joint(s) 10 except 11=-696(LC 4), 9— 696(LC 4). 12=-444(LC 4), 8=-444(LC 4) Max Grav All reactions 250lb or less at joint(s)1. 7 except 10=754(LC 9). 11=1175(LC 9). 9=1175(LC 9), 12=694(LC 6). 8=694(LC 6) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=475/451, 4-5=-475/451 WEBS 4-10=-368141, 3.11=-9141730, 5-9= 9141730, 2-12=-583/466, 6-8= 583/466 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 1001b uplift at joint(s) 10 except Gt=lb) 11=696, 9=696, 12=444. 8=444. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �WARNING-Verrlydoslgapsusen fersend READ NOTES ON MIS MOMCLUOEOMREKREFERANCEPAGEU07473rev.10N 015 BEFORE USE Destgn valid for use only vilth Mlrek®conneclors. ltdsdeslm h based onlyuPon parameters shown, and Is form Wirvicual WBtling component not a I, —system, Before use. the butlong designer must verify the applicaMiy of desgn parameters and properly klcomorale Itlh design Into the overall tUclingdeslga.&ac4g kg1cated lsto prevent WcWing of1rugAdual tnrsswebond/orcllordmentersonly. Ad<9tlomltemporarymdperma tUacing MiTek' 6alwaronequlrecl for stability and to prevent collapse won posVe Wasond kpury and propeMdanaOe. For generalgWdmce regardltg the foUr rim storage. d tvery, ereodon and bracing of tmsesoM uussystems, se MSItIPII Quality Cdlerla, DSB419 and BC51 BUBdMg Component 6904 Pltke East Blvd. Safety Information avtlloble from lrcm Rate InsflNte. 218 N. Lee SlreoL Sulte 312, Alexandria, VA22314. Tonpa, FL 33610 Job Truss Fruss Type Gty Ply Harbor Ritlge LBestyle TB9SO01] 73195 V32 GABLE 1 1 Job Refereroe o tonal Chembe. Tinsa, Ina., Fan Maras, FL Ib9V 6 Apr 1e 2uI bm exlnauslrles.IM. wear Juax9n,.4u:uvzulo eager ID:70 PecszFdotRumoewatlfLyMy11-xGyJKA925NE9jyjM DOH9r_ldyCS4SgmLs D7aBAz1SwM 16-0.0 32-0-0 � 16-0-0 16-0-0 4x6 It 7.00 12 18 5 19 20 3.4 i 3.4 C 16 21 15 14 13 12 11 22 3.6 = 3x6 = fL Scale = 1:61.0 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.42 BC 0.24 WB 0.57 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) rda Horz(TL) 0.01 Qoc) Vdefl Ud - n/a 999 - n/a 999 9 n/a file PLATES GRIP MT20 244/190 Weight: 135111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. All beadngs 32-0-0. (Ib) - Max Uplift All uplift 100111 orless at joint(s) except 15= 745(LC 5), 16= 590(LC 4), 11-745(LC 4), 10=-590(LC 5) Max Gray All reactions 250 lb or less at joint(s)1, 9 except 13=673(LC 2), 15=1328(LC 9), 16=950(LC 9). 11=1328(LC 9), 10=950(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 4-18= 538/525, 5-18=-417/527, 5-19=-417/527, 6-19=-538/525 BOT CHORD 1-16- 186/268, 16-21=-186/268, 15-21=-186/268,14-15=-186/268, 13-14=-186/268, 12-13=-186/268,11-12=-186/268,11-22-186(268,10-22=-186/268,9-10-186/268 WEBS 5-13=-353/0, 4-15-980/783, 2-16-771/616, 6-11=-980F783, 8-10-771/616 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6.8 to 15-6-8. Interior(1) 15-6-8 to 16-0-0, Extefior(2) 16-0-0 to 31-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrmt with any other live loads. 6)' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL=15.Opsf. 7) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 7451b uplift at joint 15, 590 lb uplift at joint 16, 745111 uplift at joint 11 and 590111 uplift at joint 10. 8)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vanity deign parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE UD7473 M. i(yXO1S BEFORE USE use odyw1ATek®conneclots. lNsdesign is based odyupon paramefersshowa and is for an lndMtlual W9tling Component. not p■ NitDesignvdldfor a truss system. Before use, e balding de$Iglicabliy ner must verify the uppof design parameters and properly Incorporate this design Into the oveldl the bu9dngdeslgn. Bracing Inacated is to budding of lMNldual twin web aril/or chord members only. Atldlbrwl temporary oib permanent boclrg MiTek' prevent Is alwaysregtilred for stabrlty and to prevent collapse with possmle, personal bW and property damage. For general guldonce regarding the 6904 Parke East Bind. labricaiba storage. delivery. erection and bracing of irussesand Irtrsssystem% seeANSI/1PI1 Quarry Criteria, DSB-89 and BC51 Building Component Taapa, FL MI Safety Information avdlable from rota Rate Institute, 218 N. We Slreef, Wle 31Z Alexandra VA 22314. Job Truss I russ I ype City Ply Hmbor Ridge 1-desryle T6950D1B 73195 V36 GABLE 1 1 1 Job Reference (optionep Chambers Truss, Inc.. Fort Pierce• FL 7."0 s Apr 19 2015 NO IndU51t195. Inc. Wert Jun 29 IOADAD 2016 Page 1 ID:70PecszFdotRumoewatltLyMy11-PTW iYWAgshMOK5HYnjpOOBgo2bnGBYLU6tsNjcz1SwL 18-0-0 Scale = 1.69.2 TOO Fl2 3.4 i 3.411 14 19 13 12 11 20 10 ere II axe = 2re 11 5n6 = 2x3 Plate Offsets MY)-- f11:0-3-00-3-01 f13:0-3-00-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.24 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 9 n/a Na BCDL 15.0 Code FBC201471P12007 (Matrix) Weight: 156 lb Ft=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 WEBS IRow at midpt 5-12 REACTIONS. All bearings 36-0-0. (lb) - Max Uplift All uplift 100lb or less at joint(s) 1, 9 except 13= 720(LC 5), 14=-725(LC 4), 11=-720(LC 4). 10=-725(LC 5) Max Grav All reactions 250 lb Orissa at joint(s) except 1=297(LC 9), 12=673(LC 2), 13=1305(LC 9). 14=1199(LC 9), 11=1305(LC 9), 10=1199(LC 9), 9=297(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=287/175, 4-16=-598/585, 5-16=-527/597, 5-17= 527/597, 6-17=-598/585, 7-8=-287/175 BOT CHORD 1-14=-224/312, 14-19— 224/312, 13.19=-224/312, 12-13_ 224/312, 11-12=-2241312, 11-20=224/312,10-20=-224/312, 9-10=-224/312 WEBS 5-12=-361/0, 4-13= 9451761, 2-14=.924/739, 6-11= 9451761, 8-10=-9241739 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.0psf; h=46f ; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 15-6.8, Interior(1)15-6-8 to 18-0-0, Exterior(2) 18-0-0 to 33-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcuffent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s)1. 9 except OWb) 13=720, 14=725, 11=720, 10=725. 7) "Semi -rigid pitchbleales including heels Member end fixity model was used In the analysis and design of this truss. Q WARNING •Vedly Lee/go paramesereand READ NOTES ON THISAND WCLUDED MREKREFERANCEPAGEMg7473me 10/D32015BEFORE USE valid for use only with Mlrek®conneciom Rtlsdeagn Is based onlyvWn Darameters shown. and Is for an Individual W9ding component, rwf Nit a trudaMtem. Before use, the bWlcmg desgner must verify the applicability of desi(1n parameters and property Incorporate flats design Into the overall bWlr&gdesign.BracogIndicated IstoWelding chord members only. MollliormllemporaryandpeanarrentbaceIng M!Tek' prevent oflntlNkluolinrvweband/or Is always required for Moody and to prevent collopee w11h pos511e personal Infwy, and property d®nage. For general guidance regarding the 6904 Parka Easf Blvd. 6904 P. fabdm, cori etomu.. delivery, erection anlsem d bracing of Ins and truss systems seeANSI/TPII Quality Crifeda, D5B-89 and SCSI Building Component FL 33610 Solely Intormatton avallode from Tons Rate Institute. 218 N. Lee StreeL, suite 312. Alexandra, VA 22314. Symbols PLATE LOCATION AND ORIENTATION 37,4 - Center plate on joint unless x, y -01 14-1offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. lldr� For 4 x 2 orientation, locate plates 0-'nee from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4.8 I dimensions shown in sixteenths scale) IIII (Drawings not to scale) 2 3 TOP CHORDS 0 c O x O 0- 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473,rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atioint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated or green lumber. 10. Camber 6 a nonstructural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design, 14. Bottom chords require lateral bracing at 10 tt, spacing, or less, If no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member a plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back wads and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/IPI 1 Quality Criteria. Job Truss Time Type Oty Py Harbor Ridge Lifestyle T8950019 73195 V38 GABLE 1 1 Job Reference o Bonal Gnenroare I mss, tat., Yap e.e., r-L 7.640 4 Apr 10 2016 MII BN Intl iSare5, IOC. Weal JOn 2910:40:41 2016 Page 1 ID:70PecszFdotRlmloewatlfLyMy11-U441SB1d?UtyFskKRKdxPNxt?7NwzmeK%cxG3zlSwK 19-0-0 38-0-0 19-0-0 19-0-0 5x6 II 7.00 12 3x5 i 16 14 13 12 10 3x5 15 1 3x5 fl 3x6 = 3x4 II 3x4 II 3x5 11 3x4 11 3x6 = Scale - 1:79.3 38-0-0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a - n/a 999 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.25 Vert(FL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.92 Hcrz(TL) 0.01 9 n/a n/a BCDL 15.0 Code FBC2014rFP12007 (Matrix) Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. All bearings 38.0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1= 100(LC 4), 14=-699(LC 5), 16=-81 O(LC 4), 12=-699(LC 4). 10= 81 O(LC 5). 9=-100(LC 5) Max Grav All reactions 250lb or less at joint(s) except 1=372(LC 9). 13=681(LC 2),14=1267(LC 9). 16=1358(LC 9), 12=1267(LC 9). 10=1358(LC 9). 9=372(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-324/227, 3-4=-190/250, 4-18=-627/615, 5-18= 562/630, 5-19= 562/630, 6-19=-627/615, 6-7- 190/250,7-8=-324/227 BOT CHORD 1-16=-242/332, 15-16=-242/332, 14-15=-242/332,13-14=-242/332, 12-13=-242/332, 11-12= 242/332,10-11=-242/332, 9-10=-242/332 WEBS 5-13= 367/0. 4-14- 914/742. 2-16_ 102MI9, 6-12=-914/742, 8-10=1023/819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=3.OpsF h=461t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 15-6-8, Interior(l) 15-6-8 to 19-0-0, Extenor(2) 19-0-0 to 34-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads- 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint 1, 699lb uplift at joint 14 , 810lb uplift at joint 16, 699 lb uplift at joint 12, 810 lb uplift at joint 10 and 100lb uplift at joint 9. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. (WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK NEFENANCE PAGE M674" rev. 10MMrO15 BEFORE USE Desion valid for use only with M fekO connectors. This design Is based only upon Mameters shown. and Is for on Individual bu frog, comporrent, not �� a Muss system. Befcoe use, the bldlding designer mull verity the applicability of design parameters and properly Incorporate this design Into the overall bldnUcleslgn. BrackVl icatedtstopreveni Wcklif olbdWd fmwebanct/wchordmernbersonly. Atldltbrwl temporary arW parmarleni bracing MiTek' b always Px0red for sfabOlyand to prevent collapse with possble personal hW and propeM damage. Forgeneral guldance regardw the fab46atbm storage. delivery. erectbn and bf0dtr of Inmesarld Inns systems s MSI/TPII 6ually Criteria, DSB-89 ar BCSI Bullding Component 6904 Parke East Blvd. safety Intofmollon available from loos Rate braBMe, 218 N. lee Street. Wife 312. Nexanrlla. VA 22314. Tampa, FL =10