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TRUSS PAPERWORK
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 70' Carlton Royale Site Information: 6904 Parke East Blvd. Customer Info: Wynne Building Corp. Project Name: 70' Cariton Royale Model: Tampa, FL336104115 Lot/Block: Subdivision: SCANNED Address: unknown BY City: St. Lucie County State: FL St. Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 (All Heigh[I Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# I Truss Name Date No. Seal# Truss Name Date 1 IT6828796 JAI 2/11/015 118 IT68288.13 I JB 12/11/015 12 IT6828797 IA2 12/11/015119 IT6828814 IJC 12/11/0151 13 I T6828798 I A3 12/11/015120 I T6828815 I KJ5 12/11/0151 14 IT6828799 IA4 12/11/015121 T6828816 IKJ7 12/11/0151 15 IT6828800 IA5 12/111015122 IT6828817 IKJA 1 6 I6821 I2/11/015123 IT6828818 KJB 122l/1111//0011551I7T68280(A 2/11/015124 IT6828819 IMV2 I2/11/015I 18 IT6828803 IB 12/11/015125 IT6828820 MV4 12/11/015 19 IT6828804 IBH11 12/11/0151 R ^( ST. LUelO 110 IT6828805 1GRA 12/11/015 Ill T6828806 GRB I2/111015I 12 T6828807 I GRC 12/11/015 113 IT6828808 IJ1 12/11/0151 14 IT6828809 1,13 2/11/015 115 T6828810 J5 12/11/0151 I16 T6828811 J7 12/11/015 117 I T6828812 I JA . 12/11/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design 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. ECEIVED AR 77 2019 66utityi perrnlnng % VC GtE N1V F�F A68182 �53 STATE OF '4U % •,'S'S��NA� E�� FL Cert. 6634 February 11,201 Velez, Joaquin 1 of i o ru65 russ ype 70' Cathou Royale T6828]96 M11356 Al SPECIAL 1 1 Job Reference clonal Chambers Truss Inc., Fort Pierce Ft. 34g62 7.350 s Sep 272012 Miter Industries, Inc. Wed Feb 111024:372016 Paget ID-kfIGCA6bx7j2MHOXFW7ye3KX-v9el ntyEVh4e7maBYgDkON gnn57 4dFWsk4XzmFb8 1-0 7-10-13 Il-0-0 17-1/-10 24-0-0 268-1 350-0 -0a -0O 7.1"S &1d 6-1/-/0 6-66 2-e-1 8515 -0-0 Scale = 1.62.9 6xio 9 ass = 4x6 C 4.0012 12 11 4x6 = 314 = Sxa 2.00 12 = 3z12 C LOADING(pst) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20107rP12007 CSI TO 0.67 BC 0.91 WB 0.81 Matrix-M) DEFL in (loc) Well Ud Vert(LL) 0.7610-11 >556 360 Ven(TL) -1.64 10-11 >256 240 HOR(TL) 0.44 8 n/a n1a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1511b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance With Stabilizer Installation guide. REACTIONS Qb/size) 2=1179/0-8-0 (min. 0-1-10), 8=1149/0-8-0 (min. 0-1-9) Max Hoa2= 130(LC 6) Max Uplill2=833(LC 8), 8_ 817(LC 8) Max Grav2=1366(LC 2), 8=1332(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2996/1776, 3-0=-2710/1610, 4-19=-2769/1668. 5-19=-276911668, 5-20= 4855/2743, 6-20=AB55/2743, 6-7=-5131/2864, 7-8=-5560/3185 BOT CHORD 2-12= 1559/2866, 11-12-131612553, 10-11= 2073/3763, 8-10=-2932/5293 WEBS 3-12=-328/313, 4-12=-137/325, 4-11=-196/452, 5-11= 1223/803, 5-1 0= 48811231, 6-10=737/1419, 7-10=-446/412 NOTES 1) Unbalanced ds have been dered for design. ; •Vulta165mph IIV 1 2) Wind ASCEr7-10oof (3-secondlgust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12ft; B=70f1; L=35ft; eave=6ft; Cat. II; -.%*$s aO (�f E�� Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,:1 OP.••,.. 3) Provide adequate drainage to prevent water ponding. 4) All MT20 Indicated. `� �C E N S'• •• V F. plates are plates unless otherwise 5) The solid section of the plate is required to be placed over the splice line at joint(s) 11. • : N 68182 6) Plate(s) at joint(s)11 checked for a plus or minus 3 degree rotation about its center. * : : �, 7) This truss has been designed for a 10.0 first 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. -13 ; CC Z 9) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity � ; T O F LUZ of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833Ib uplift at joint 2 and 817lb uplift at 0 0'. •,� ��� Q': �� N joint e. 11) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 1�.•'` %% �i� sS "• \ ���` LOAD CASE(S) Standard 'o NAME �•• / l/1111111��1 FL Cert. 6634 February 11,2015 AWaRIORG-VotJyd®ignpmmnRoa m•dRB6D RG788 OBSBISd ZMLMEDM7BKRS£BRBNOBPAGBMI-7473 BBPOR6M& comtectoa.lNsdeslgnkb1ccdoNYuponpaanetityof nhgdefror-mItlW MsttlBlg compgtenf. �� ApplkaWlyoldesign pvanetersdW proper btcotporaflon of canporenf 6 respormtlllty of btlitltrq desigrer - not buss de-Jgrcer. &acing Ltpwrt Appli UltyorusgnMithet. Brdsuppod oflndventbrebmembersody. to 9maestg of Rte MiTeK gnMgor general h designer. structuremeresaybracbffly o Atlquality n0rm redng of the o sOucMe Budding regaNing bW dlrg tlria, fatelcerector. coonercill fiikxr,gWin . stcua brocIn Ccurcult A SIfTPII Quality DSB-89 a d BCS D6B-89 and SCSI Building Component 6904 Parke East Blvd. ovioPd.storage. Plotry.eracte.781 .tare g&convllANSI/i.snria.Criteria, 6atafy Inrormallon avalabrra from.spr Plot.institute.761N. lee Street6Wie312 ectie,0 VA22314. Saf HSnurhem Pine Itm) Iwpberisspec�etl. Me desil'Ar soluesara thoseeRecGve O6/Ol/2013 byALSC Tanya. FL 3361a41 is Job I russ toss ype 70' Carton Royale T692a]9] Ml M6 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fork Pierce FI. Mgn 7.350 a Sep 272012 b1Tek Industries, Inc. Wed Feb 11 1024:3a 2015 Page 1 ID:_WiGCA6bx7j2Sy1HDXFw7ye3KX-NLCP27zsG_CVcw9L6YkzzbXtHA7lkSvmTAbHd=Fb7 1-0 7A-0 L-_M 17.6-0 M2 0 23-11.12 j1.9-10 L20 6-0 5-0-0 dE-0 4ti-0 i-11-12 29-14 a-26 Scale =1:62a 4x4 4 4x4 C 3X4 = 3xB 4,0012 4 5 6 7 2x3 II 5X12 = 3xl2 = 3X6 � 2.00 12 LOADING(psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.64 BC 0.95 WB 0.71 (MaMx-M) DEFL in (loc) I/defl Ud Ven(LL) 0.70 11 >600 360 Ven(TL) -1.20 11-20 >349 240 Horz(TL) 0.42 9 Wa n/a PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 160 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-e-0oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS (lb/size) 2=1176/0-8-0 (min. 0-1-10), 9=115210-8-0 (min.0-1-9) Max Horz 2=152(LC 7) Max Uplift2=-833(LC 8). 9= 816(LC 8) Max Grav2=1363(LC 2), 9=1335(LC 2) FORCES (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3090/1765, 3.4— 2490/1487, 4-5=-2389/1485, 5-6v349942033, 6-7=-3643/2094, 7-8=-5100/2847,8-9= 5570/3196 BOT CHORD 2-14= 1552/2870, 13-14— 1552/2870, 12-13-1572/3007, 11-12=-2513/4867, 9-11=-2944/5301 WEBS 3-13=-642/415, 4-13= 258/532, 5-12— 255/695, 6-12= 497/954, 7-12= 200811109. 7-11=-977/1858, 8-11=-487/439, 5-13-885/510 1) Unbalanced oof live loads have been considered for this design. r r1 2) Wind: ASCE7-10; Vulta765mph (3-se and gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf, h=121t; 8=701t; L=f35; eave=6ft; CaL II; '�G •• �� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,�� ,�; EN 5` �� F•••, 3) Provide adequate drainage to prevent water pending. V 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. • N * 6818 2 •' 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) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity — — z of bearing surface. T O F : 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 8331b uplift at Joint 2 and 816lb uplift at �••• �� joint 9. �� •.'C Q;: �� 9)'Seml-ngid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0j O •. ...••(-.?� LOAD CASE(S) Standard FL Cert. 6634 February 11,2015 Q WARNINO-V r, dcslynpma»mt nerd!V A M7r!39 ONMISdPIDINCLIIDBO fig 8 FERBNCBPAOSAOI-74M BBPORB MR. Designvalld for used ywlth Wok connectors. INsdedgnhba<edoNyuponpaometemah .and h form dvklucl p&cNgcomponent. �I AppllcoWlyotdedmparametersorb proper 61co9raatlon ofcanponenikrespor¢Y101ry of lx41r1E1g designer-rwl fnmdeslgner.&aclrgY h fa laterol suprwrl of 0ldNkdW webmembers oNY-Adc211onal temporarybaamg loimsse dabhlydudsg construction bihe reSpOlGlblliy of the MiTek' erector. PddlflonNl manentbracingoftheovwdlshucMektheresponsUlylhe of"dr4d dgmcForgemr gWdarcerega< g fablcatlon. quality coned, storage. dettvery, erection and IxaG1g. corUdl AN51/I7II Quality Criteria, )SR-69 and Sc*1 SWlArg Comispnenl 69" Parke East Blvd. H aSwNem Pine(SP Ismsebes-isspecified.dh-d.si vial esarethoseeHectiv 06101//2013byALSC Tenpa, FL 33610A115 Job Truss Inuss, Type ty 70' Carron Royale Tfi828]98 M11356 A3 SPECIAL 1 1 Job Reference Lionel Chambers Truss Ina., Fort Pierce Fl. 3C982 blTek Industries, Ina. Wed Feb 1110:24:392915 &0-1 ' 6-11-15 5-0-0 ' 3-11-12 Scale: 3116-=1' 4.00 12 4x6 � 4x4 15 '� 2x3 II 5x6 = 3x12 3x6 � 2.00 12 LOADING per) SPACING 2-0-0 CSI DEFL In (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.65 VertI LL) 0.71 12 >589 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BG 0.95 Vert(TL) -1.22 12-21 >343 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 HOrc(TL) 0.43 10 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 160 lb FT=0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplled or 2-5-13 or. pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 2x4 SP No.3 WEBS 1Row at midst 7-13 OTHERS 2x4 SP No.3 MITsk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1176/0-8-0 (min. 0-1-10), 10=1152/0-8-0 (min. 0-1-9) Max Ho¢2-174(LC 6) Max Upliff2=-833(LC 8), 10-817(LC 8) Max Grav2=1363(LC 2), 10=1335(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3095/1768, 3-4=-2984/1777, 4-5=-2447/1463, 5-6=-2736/1662, 6-7=-2881/1703, 7-8=-5115/2867, 8-9= 5472/3194,9-10=-5567/3178 BOT CHORD 2-15=-1564/2876, 14-15-1564/2876, 13-14— 1144/2291, 12-13=-2537/4893, 10-12— 2942/5297 WEBS 4-14=-720/487, 5-13=-2871704, 6-13=322/655, 7-13= 2513/1389. 7-12=-96a/1905, 8-12=-464/413 NOTES ���%�IpUINIIiv' 1) Unbalanced root live loads have been considered for this design. ,�� OP �4' 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BCDL=3.Ops1; h=12fF B=70ff; L=35R; eave=6f; Cat. II; `� , •VG E N S ••. �i� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 V F ••, �i 3) Provide adequate drainage to prevent water ponding. : N 68182 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 my other live loads. 6)' This truss has been designed fora 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. •p' 7) Bearing at jolnt(s)10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capaclIS'P ;• T O F of beating surface. O C(7 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 8171b uplift at 0 •, T Q• : Q joint 10. �� 10,.•�\,�� 9)'Seml-dgid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.'N>QL LOAD CASE(S) Standard //1111111�� FL Cert. 6634 February 11,2015 ®WARN -P fy deign paxaxnctns and READ NO= ON1Nfed JTW71,11DBDWMKRBPBRBNCBPA0B6111-T4Td BBPOJUCf Design valitl for Lae only with Mlrek connectors. lhls design 4 based only upon parameters shown, and is for an lsmvldon buOtling componeol. � APP'bab9lty of design paamelem and paper Incorporation of component Is resporss6N11ly of bWldtrq designer -nor huuss designer. Bracing shown Is for lateral sipinrl oflndtvdual web members only. AddllbrottemMrmybracingtol estab6lNdu gconstmctbn[$MerespwssibAlityoftw MOW erector. Moillondpermonenlbracingof800verallstuctureIstitrespomiDlliryofThebaldingdesigner.forgeneralguidanceregarding fabilcallon. quWlly control, storage. cieltve,y. erection and bracing, consul ANSIRPI I Quality criteria.DSB-89 and BC51Building Component 6904 Perko East BNE. safety INormatlon avola"o from T. Rate Inslllute. 781 N. lee Street Sufte 312. Alexandrb. VA 22314. if5oull an Pine ISP) lumbesfsspeciried thedesign nlues are these ti effecve 06/01/2013 byALsC Tanpa, FL 33610 4115 JOD I mss mss ype 70' Carhon Royale Tfi828799 M11356 A4 SPECIAL 1 1 Job Reference(optional) Gllambar6 TNSS In.., Fort Ple¢e F1. 34962 7.350 a Sep 272012 MnaK lntla5V196, Ins. We0Ye011 WT4AUZUlb Yagel ID:_k8GCA6bx7j2Sy1 H DxFw7ye3Kx-KjJgTp76mSCsEJjDymR2DcDxyNCKR3xU40hszmFb5 13-]2311-12 I 212g-0 B-077A-0 N;16- -0 �1 4.00 F12 4x5 % 4x5 17 16 3x4 = 3x6 2x3 II 5rz 2 = 4x6 = 3,12 2.00 F172 Seale: 3//6-=1' LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.66 BC 0.94 WB 0.83 (MaMx-M) DEFL in (loc) Udell Ud Ven(LL) 0.78 13-14 >537 360 Ven(TL) -1.30 13-23 >323 240 Horz(TL) 0.47 11 Na rVa PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 168 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1176/0-8-0 (min. 0-1-10), 1 1=1 15210-8-0 (min. 0-1-9) Max Horz 2=-195(LC 6) Max Uplift2=-833(LC 8), 11= 81 G(LC 8) Max GIav2=1363(L0 2), 11=1335(LC 2) FORCES (Ib) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3099/1767, 3-4= 2478/1474, 4-5= 2426/1487, 5-6=-2340/1441, 6-7=-2205/1401, 7-8=-2366/1422,8-9=-5114/2905,9-10=-516V2897, 10-11=-5561/3182 BOT CHORD 2-17= 1555/2879, 16-17= 1555/2879, 15-16= 1191/2345, 14-15= 1030/2180, 13-14= 2587/4955, 11-13= 2932/5291 WEBS 3-17=0/258, 3-16=-661/419, 5-15=306/191, 6-15=-381/579, 7-14=-266/587, 8-14= 2992/1677, 8-13=-964/1941, 10-13= 398/354 NOTES 1 V N Unbalanced root live loads have been considered for this design. `vhQ .. % %'O; •�G �� 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.OpsF h=12ft; B=70tt; L=35h; eave=6f ; Cat. II; E N • �� g' F•'•, Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 •' V 3) Provide adequate drainage to prevent water porting. N 68182 • •' 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 tell by 2-0-0 wide will = fit between the bottom chord and any other members. -p ; 7) Bearing at joint(s)11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacitA-13. T O F of bearing surface. 0 p'• !(/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 816 Ib uplift at �, •, O Q• : \_,�� joint 11. 9)"Semi-rlgld pitchbreaks Including heels'Member end fixity model was used In the analysis and design of this truss. , ,�iS •N ��,% LOAD CASE(S) Standard /Il1111111, FL Cert. 6634 February 11,2015 A WABN1Ml -VmJy deign pmme¢lcra mid BBAD 11I ON 7711SAND LYCLUDSD llfiBRRBPBR6NCBPAGJRWI-7473 BEFOR8118H Design valld for use odywith Miles connectors. Thlstleslgn is based only Won Parameters sla and h for an hdvoud bsildirg component. ApoleclMity of design paraneteisand proper hx:arparatlon of component Is respasb011y of txfldW designer -nof hrssdesigoer. &acing shown hforlaterdslppodoflndWtl webmembosonly. A $iDnaltemwmb=Ntol esta lrytluhlgconslmclbnhiherespo illyof Ble MiTek' erector. Mdlond permanent bracing of live overall structure Is the respav8,il11y of ltab dn,designer. For genord guidance regotling fabrication, gWlly conhd, storage, dollvev..ration ord braa>A. catillB ANSVfPI I Cuolity CrIe4a,DSB-89 and BC51 B.Ming Component fi904 Pena Ease Blvd. Sdety INomotlen avoloble from Tr= Rate hailMe, 781 N. Lee street. SAe 312 Neso cf o. VA 22314. ff5oulhem Pine (Sp) lumberis sp.Cfied. use design valuesale drone effective 06/03/3013 bVA75C TaWa, FL 3361"115 JOD Truss iruss lype Gly ply78'Carkon Royale T6828800 1011356 AS SPECIAL 9 1 Job Referexe o clonal Chaco ers Truss Inc., Fort Pierce FI. 319a2 6 d 4.0D 12 Salt II 8-2-6 Scale=1:61.8 /4 13 3x6 W II Sx12 = 2.00 12 3x12 = LOADING(psf) SPACING CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase %0 1.25 TC 0.86 Veft(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 Na Na BCDL 10.0 Code FBC2010/1-P12007 (Matrix-M) Weight: 158 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at mldpt 6-12 6-12: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (ib/size) 2=1213/0-8-0 (min. 0-1-10), 10=1188/0-8-0 (min. 0-1-9) Max Horz2=-200(LC 6) Max Uplift2=-833(LC 8). 10— 816(LC 8) Max Grav2=1364(LC 2), 10g1334(LC 2) FORCES (Ib) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2085/1767, 3-4= 2498/1471, 4-5= 2446(1485, 5.6=-2472/1570, 6-7=-5221/3016, 7-8=-5137/2906, 8-9= 5179/2903,9-10=-5574/3178 BOT CHORD 2-14= 1554/2866, 13-14-1554/2866, 13-21=-1035/2117, 21-22-1031/2125, 12-22-103012141, 10-12=-2927/5307 WEBS 3-13=-6231421. 5-13=-277/258, 6-13=-260/537, 6-12=-1820/3328, 7-12= 287/292, 9-12-384/347 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDl--4.2psf; BCDL=3.Opsf; h=12t1; B=70ft; L--35f ; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss 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, with BCDL=10.Opsf. 6) Bearing at joint(s)10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capaci of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 816 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11VF l j�.1. �D:��GENgF.F��. N 68182 O: :Q .9�: T OF i i T � .N q` ��Ca,♦ /II II IIIIL� FL Cert. 6634 February 11,2015 ® WBRMNO -Vero d®Fgn pmvaatm and R68D N01 ON MSAND=1,MRD 4O713RRSPRRRK&FADR8111-747317RPORS 1/8S Dedgnval'dforraeonlyv4th NJlek connectors lhhdeYgnhba.etl oNYl6ron paomelers drown, ardkfor an 9xLNdual bUldlnoc—Ponanl. Appllcabil"f design l#ameters ord properBxbryaation of conponant a responcbMty of bi designer- nor huss designer. ivackq ahOan ■ SforlafetdsupfwdofWMdu webmembe y.A Ifilonilem"M broclW to Incurs slabllhdruhg comtmctbn h the responablllly of the MiTek' erector. Addlilonr permarrsnl baling of the Overall structure h the respoilty of the balig dedgmn For generd guidance regmd g fabrk.-aflars. quality control,storage.delivery. erection and bracing. cunan ANSI/TPI 1 Quality Criterla,DSB-89 and 11CS1 Building Component INormallon avcsldNe ftom T. Rate In Me. 781 N. Lee Street, Suite 312,nexaxL VA71314. 69N Parke East BNd. Tarry., FL 3361a4115 =Solely th.PinelSP)Iumberizspecifred.NedevSnWue methoseeRec W/Ol/2013byAL5C o PUSS mS6 ype y 70' Carhon Royale T6828801 M11356 A HIP 1 1 Job Reference (optional) Ghambers Truss Inc., Fort Plarce Fl. 34982 7.35a a cap Z/'COI2 an l ellnoustnee, Inc. w ea Feb n mm i vzcv ev Page ID�kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ry4edFbbkNynNc?y_7iVtARYONWVGcOT0s6AYSzmFbg 1 5-515 8-0-0 17Hi-0 26-0-0 28E-1 35-0-0 6-0 -0-0 SS75 9ily BE-0 8-6-0 3fi-1 5-5-16 4F0 Scale = 1:61.8 4.14 12 US % 5x8 = 4x6 14 13 12 11 10 4x5= 3x8 Sx6 W6= 2x3 II Sx6 WB= 3,S 4x5= LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CS1 TC 0.63 SC 0.61 WB 0.48 (Matrix-M) DEFL in (loc) Well Ud Ven(LL) 0.46 12 >917 360 Ved(TL) -0.77 10-12 >547 240 Horz(TL) 0.18 8 n1a n1a PLATES GRIP MT20 244/190 Weight: 161 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at mldpt 5-14,5-10 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 2=1164/0-8-0 (min. 0-1 -9). 8=1 164/0-8-0 (min. 0-1-9) Max Herz 2=109(LC 7) Max Uplilt2=-825(LC 8), 8=-825(LC 8) Max Grav2=1349(LC 2), 8=1349(LC 2) FORCES (lb) - Max. CompJM&c Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3132/1858, 3-4-2918/1710. 4-21=-2783/1673, 21-22=-278Wl673, 5-22=-2783/1673, 5-23=-2783/1673,23-24=-2783/1673, 6-24=-2783/1673, 6-7= 2918/1710, 7-8=3132/1858 BOT CHORD 2-14=-1659/2919, 13-14— 2055/3728, 12-13=-2055/3728, 11-12= 2055/3728, 10-11=2055/3728, 8-10=-1659/2919 WEBS 4-14-248/582, 5-14= 11341619. 5-12-0/332, 5-10=-1134/619, 6-10=24at%2 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCOL=3.0ps1; h=12It; B=700; L=35tt; eaveSO; Cat. If; `�\ ��,••�G E N 8 •• �� ��� Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ` V lC�•, 3) Provide adequate drainage to prevent water pending. N 68182 L 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other five 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 hugs to bearing plate capable of withstanding 8251b uplift at Joint 2 and 825 lb uplift at Joint 8. LC/� 7) "Semi -rigid pitchbreaks Including heals' Member end fixity model was used In the analysis and design of this truss. . O••, T LOAD CASE(S) Standard If FL Cert. 6634 February 11,2015 ®VA M-Ve daignpmmnclaa mrd RBBDNO788 ON71VISAm1NCLUDBD W7FKRBPBRPdfCBPAGBW1-74A1 BWORS NBB Design void forme aYy Wth MBekconnaclom lNsdesignkbasadorlyoWn parnmetenshowat and hforan Inclelduol brick component. �� ApproobFityof design Wametersand polxd Etcolpora8on or component Is resporwlwliy of brsdI g dealgr,er- not Ina designer. &acing shown bforlateialsuppodoflndMd webmembeno y.A ilbnallemWWbfactMfol eM1 ftyduftconsl=tbnislherespormulltyofihe MiTek' erector. Addriorml permanent braciml of the overall struclure b the responsibility of the bulking designer. For general guldcr ce regarding fobdcaYron, quolty aonfrol.storage, tlelNay. ereaon arxl bracig.conv[I AN31/IPII Quallly Cdtedo,DSB-89 and BC6l 8ullding Component 6904 Parke East Blvd. K eS tyidrem Ptn l[SIPPunebe isspecified.. theCesigpvaluesxe denaaeff eective 06/01/2013 byALSC Tanpe, FL 33610A115 Joe Truss russ I ype 70' Carlton Royale T6828892 M11356 ATA COMMON 9 1 Job Reference tional Ch.de e . Truss Inc., For, Pierce R. 349B2 12 NUTek lnUdnes. Inc. Wad Feb 8-0-0 4-7-0 4D0 12 4x4 = Scale = 1:60.8 116 d 17 15 14 "" 12 axs = 2x3 II 44 = axe = 2x3 II axs alga = LOADING(psf) SPACING 2-0-0 CS! DEFL in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Ved(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Verl(TQ -0.76 14-15 >550 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.48 Horz(TL) 0.15 10 rda n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 166lb FT=0% LUMBER BRACING TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9.2 o; pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1258/0-8-0 (min. 0-1-10). 10=1258/0-8-0 (min. 0-1-10) Max Horz2=201(LC 7) Max Upiifl2=-775(LC 8), 10=-775(LC 8) Max Grav2=1399(LC 2), 10=1399(LC 2) FORCES (Ib) - Max. Comp./Mac Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23--0164/1575, 3-4=-2677/1331, 4-5= 2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432,7-25=-2680/1409,7-8=-2606/1342, 8-9=-2677/1331, 9-10= 3164/1575 BOT CHORD 2-17=-1366/2936, 16-17= 1366/2936, 15-16= 1366/2936, 15-26=-745/1961, 26-27=-745/1961,14-27=-745/1961,13-14=-1366/2936,12-13=-1366/2936, 10-12= 1366/2936 WEBS 6-14=-459/959, 7-14=-269/197, 9-14=-531/397, 6-15=-459/959, 5-15= 270/197, 3-15=-531/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Ops4 h=121p B=70tt; L=35f1; eave=6f ; Cat. II Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 6-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joint(s)16, 13. 5) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl 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 = I0.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 775 lb uplift at Joint 2 and 775 lb uplift at joint 10. 9)'Semi-dgid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0�% GOIN 11VF� ••(S N 68182 9�• T OF � f111111111\, FL Cert. 6634 February 11,2015 AWdB M-Ve &d®ignp.,,at and DNO=ON IWS dfMN LBDBD MIEK!Uifl NCB PAOB W174Mn 0P fISB Design vdM for rae only wllh Mriek connectors. rte design k boaed only tpon paaneters shown aci b for at hacdclual G9c➢nO component. ��• Applkb i of design pernneters and proper hcoryeotlon of competent in respon�lry of btAdaxl designer- not bua designer. arochg stlown k fa lalerd wppod of Bl[Mklud web member y. Ahdlibnd temporay br W tO4 8 slablIty dmhg corss tk n h the lespon4bMly of Re, MiTek' erector. Additional petmorx+nt br=]W of li overdl sn CWte b the responsmlliy of 111e bWdng desigwr. Forgenerd gi4dalce wgadhg faMcdion gtldly conhol,storage. delMerY.erecibn old bathq oonv[I ANSI/IPII Cuafry criteria, DSB4t9 and BCS1 ndrding Component themlufcieCN781 N.earlZRu*inIP� 69M Pedee Eesl BNd. Tarrya, FL 336104115 If So Pine S)mberiespeOedesignvlus e aseeectre/1/2013 byALSC 1,111356 314 = 6-11-0 US= 2M Scale = 1:24.6 3x4 = IV 6-11-0 13-10-0 6-11-0 I 6-11-0 LOADING(pst) SPACING 2-0-0 CSI DEFL in goc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Ven(rL) -0.09 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 47lb FT=0% LUMBER TOP CHORD 2z4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=442/0-8-0 (min. 0-1-8),2=488/0-8-0 (min.0-1-8) Max Horz2=85(LC 7) Max Uplift4— 294(LC 8), 2=-375(LC 8) Max Grav4=511(LC 2), 2=567(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1021/562, 3-4=-1027/644 BOT CHORD 2-5=E31/1151, 4-5=-726r1139 WEBS 3-5=0/271 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quids. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=70ft; L=35ft; eave=-6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. ,`31111111117��' 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 ,`�� QV i N V� ' fit between the bottom chord and any other members. 1% 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 294Ib uplift at joint 4 and 375lb uplift at �� O•........ G E N S •. F� eo joint 2. �� ' V $ • .. 10 6)'Seml-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. N 68182 <t/ '. T O F � Z 00, @ � ,, /n n 11111` LOAD CASE(S) Standard FL Cert. 663 February 11,2015 ® WBItMNG- Veri(y d®ign pmmncloa mrd RB9D NO188 ONYHIedND fNCLBDBD bIIiBK RBPBRFJYCB Pd68 b1B-94Td BFPORS l/SB DeslOn valkf fw iee oNywlltl MRek cornectors. inh tle49n 5 bas6d oNy ulxxl paanetersstwwn, antl h fw tN Irx9NtlW bl8ding compwienl. �� &ac4rp Ywwn ae btob6lry tlufignconstmctbnhI�nw. bimtd�davpWofndWtl weDmemmb soNy.ACtlltbnolotm porayt brace Ig�oI esponsl of me MiTek' n, erector. /vqualilycentrareorace.kl9oflheoverotlstnrlbracig.consulASIfTPIIOTO It the, test)�IIY Of 1babuldVgega.DSr.FwitalldgWclaace 11dIngregwahyT Iabrlcatlwt q contrd, e, tls erelute, antl Quv6ry C41axa, D56-89 and SCSI eullNng Component Parke Ent llon atom Plate N. lee Sh et Wt 3lZ Alex I MY'= Pne(Sp) lweberisrye ift"INe desgs alues�are Mtosee9 eective 06/OII2013 bVAL5C 3610-4v4. Tamga, FL 33610-9115 To Job Truss Truss Type y 70' Carton Royale T682edD9 1,111356 BH11 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fon Pierce FI. 34982 (+) Top chord must be braced by end jacks, roof diaphragm, or properly connected pudins as shown. 1561 136-11 O 1i-60 1s80 2F 240 b 5 1-11-15 2-0d 1i 141 4.00 rl2 4M5 = 12 15 17 7 350 s Sep 27 2012 Mask Industries, Inc. Wed Feb 11 10.24.452015 Pose 1 yyl HDxFw7ye3KK-gh72W W2Fc85V1/.1BhOWMcl3J3h?cgN6o4lo9M4zmFbO 35 -' W 32 -' 3o 4x5 = 3x8 = 3x6 = 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. are = Scale: 311,17=1' 4x5 = 16-0-0 21-0-0 35aa laoo Tao I /4ao LOADING(PSI) SPACING 2-0-0 CSI DEFL in (fee) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(L-) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 2081b FT=O% LUMBER TOP CHORD 2x4 SP M30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1164/0-8-0 (min. 0-1-9). 28=1164/0-" (min. 0-1-9) Max Horz2=200(LC 7) Max Upllft2= 825(LC 8), 28= 825(LC 8) Max Grav2=1349(LC 2), 28=1349(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc pudins. BOT CHORD Rlgid ceiling directly applied or 5-6-3 oc bracing. JOINTS 1 Bmce at Jt(s): 11, 19. 16. 7, 23 MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation aulde. FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3169/1801, 3-4=-11761631, 4-6=-1123/627, 6-8=-1106/631, 8-9=-1110/655, 9-12=-1090/690,12-15=-1094f733, 15-17=-10931733,17-20= 1090/690, 20-22=-11101655, 22-24= 1106/631, 24-26=-1123/627, 26-27_ 11761631, 27-28=-3170/1802, 3-5=-2261/1428, 5-7_ 2264/1432, 7-10= 2264/1432, 10-11=-2264/1432, 11 -1 3= 226411432, 13-14= 2264/1432, 14-16=-2264/1432, 16-18= 2264/1432, 18-19= 2264/1432, 19-21=-2256/1429, 21-23=-2256/1429, 23-25=-2256/1429, 25-27= 2252/1426 HORD 794/3305, III/L I< 30-31= 46 6 2940, 2 - 61 8 �277% -167 ,OPQU I N WEBS 3 332 22919 314 05 26 i� NOTES�GENSF.•? 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f1; B=70f1; L=35fi; eave=5f ; Cat. II;� Exp C; Encl., GCpi=0.18; MIWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending.4) All plates are 3x4 MT20 unless otherwise Indicated. '05) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *IN468182 6) ' Thls truss has been designed for alive loatl of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will �9tit between me bottom chord and any other members.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at``8)!Semi-rigid pitchbreaks including heels' Member end fixity model vas used In the analysis and design of this truss. oint 28. `�,`9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top andfor bottom chord. LOAD CASE(S) Standard FL Cert. 6634 February 11,2015 ®WARNfNO-P fy daignpmvrrtetea rand RBdD NO'IBS ON7fff8dND INCLUDBD Df1TBlCRBPliRBNCB PBQB bill-94?8B ORBr78B De9nnv mtlksfgwr- llltl Mnekconneclas.Risdes'gnkbosecJ onlyuponpspm rib gnOcompafenl. ity-frs gnywah llyofw Applk:lwd or lias o1 componentB respaas>OINof br91OIr10 tlesiorer-riot has cleslgna. aoc0xy shown web members ady. �rI theaaybracln9 the dofporom wanddoper Orly. kect-r. AddlINeod MiTek' pernacltlucl the braing aNdiatrgor general or the buYoyngteda. Der. For and BCS 9Wdalce regaU4g erector. Ad®Iloncl pemnonenl g, W of the overall nnallbrstructure k the consult Cdt?231 D5B-69 and BOsl Bulimng Component fobdcatkm. qu control- storage, tlelNery. erection ld. conv0 a East Blvd. 69ml,., ndra, on 781 N. Lee Suite 312, Alexandra, atiR a5w them Pine[SP lumber-rs specified, lthe designs values Mosel defective 06/01/2013 byAlSC F Tarrye, FL 33610d115 Job Truss Ply 70-Cannon Boyele rserse9s M11356 GRA HIP 1 1 1 Job Reference (optlonap Chambers Truss Inc - Fort Pierce FI. 34982 2012 Mgek Industries. Inc. Wed Feb 1110:24:472015 4.00 12 6x10 MT18HS= 3,6 = ads = 7x8 WB= 3xs = 6x10 MT18HS = Scale = 1:62.4 2 a, 17 36 35 1636 37 15 W "co 4114 42 43 13 Bx10 = IN14 MT18HS= 3x6 II 10xl4 MT18HS= 8x10 LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CS] TC 0.93 BC 0.57 W B 0.71 (Matdx-M) LUMBER TOP CHORD 2x4 SP M 30 *Except- 4-7,7-9: 2x6 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=2255/0-8-0 (min. 0-2-3). 11=2255/0-8-0 (min. 0-2-3) Max Horz2=73(LC 7) Max Uplift2=-1628(LC 8), 11=-1628(1C 8) Max Grev2=2609(1-0 2), 11=2609(LC 2) DEFL in (loc) Vdetl Ud PLATES GRIP Vert(LL) 0.97 15 >425 360 MT20 244/190 Ven(TL) -1.50 15 >274 240 MT18HS, 244/190 Horz(TL) 0.21 11 Na Na Weight: 235 lb FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-13 oc puffins. BOT CHORD Rigid ceiling directly applied or4-7-13 oc bracing. WEBS IRowatmkfpt 5-17,8-13 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 7223/4368, 3-4=-7256/4369, 4-23=-7005/4244, 23-24=-7007/4245, 5-24=-7010/4247, 5-25=-9854/5972,25-26=-9854/5972,26-27=-9854/5972, 6-27=-9854/5972, 6-28=-9854/5972,7-28=-9854/5972,7-29=-9854/5972, 2930=-9854/5972, 8-30-9854/5972, 831= 7010/4247,31-32=-7007/4246, 9-32=-7005/4244, 9-10— 7256/4369, 10-11=-7223/4368 BOT CHORD 2-17-4032/6794, 17-34=-5804/9808, 34-35= 5804/9808, 16-35= 5804/9808, 1636=-6451/10902, 3637=-6451/10902, 37-38= 6451/10902, 15-38-6451/10902, 15-39=-6451/10902,39-40=-6451/10902,40-41-6451/10902,14-41-6451/10902, 14-42=-580419808, 42-43-5804/9808, 13-43-5804/9808, 11-13= 4032(6794 WEBS 3-17=-280/257, 4-17= 954/1848, 5-17=-3088/1857, 5-16= 147/625, 6-16-11961691, 6-15-0/449, 6-14=-1196/691, 8-14=-147/625, 8-13=-3088/1857, 9-13=-954/1848, 10-13= 281/257 I IN i N 68182 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh SCDL=3.0psl; h=12IC, B=7011; L=35ft; eave=5f; Cat. ll Exp C; Encl.. GC I=0.18; MWFRS (directional); Lumber DOL=1.60 late grip DOL=1.60 p g p 3 T F 3) Provide adequate drainage to prevent water ponding. (vim; 4) All plates are MT20 plates unless otherwise Indicated. i •, '�� P•; � 5) The solid section of the plate is required to be placed over the splice line at joint(s) 7. �ii SS • i �.• �� • • • • 6) Plate(s) at joint(s) 7 checked for a plus or minus 2 degree rotation about Its center. ��� �� Thistrussfor ve loads. psf bottom chord live load nonconcument Win my ere lrectangle (truss live f load of 20: psf on the bottom chord In all areas wh.0 aer has been designed foned 8) r 3-" tall by 23-0 Wide will /1/ fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 16281b uplift at joint 2 and 1628 lb uplift at joint 11. FL Cert. 6634 10)'Semi-rigid pitchbreaks including heels' Member end ti)iry model was used in the analysis and design of this truss. February 11,2015 Continued on oaae 2 A WAFMNp-V Jg design pmxaxstrxa and RSAO N0289 ON MIS AVID INCL00130 b018KR9P1J7ffiyC8 PA09 Mr-94"BRPORB US& Design valid for use, only Win MBek connectors. INs design is based onlY oPou PUrameters shc, n antl Is for an lndNdual bundrla component. ��• Applicobnlly of design parameters antl prapar hca cdion of component is recponsmilityof bdldklg designer- not husi designer.&acblg shown b for laterd support of IndMdual web members ody. Addtkxlol femporay bracng to lreue slolnhty duMg coruhuctin Is the respons!l1lity of the Mc98onal cormorant braclrg of the overall structure b the respons8xov of the cr9dntg desigu'd designer. Far general gance mgmdblg MOWenactor. talxkalion gWlly conhol.storage. delNery.erecnon and bacichg. tonsil ANSVIN I Quality Criteria,D$8-B9 and BCSI Bullding Component 69N PeM1a East Blvd. Safety Inf=afflon avanmone from Truss: Pale Iratiiule. 781 N. Lee Sheel. S ra312 Alexan lrlo. VA 22314. IfSpsNPine (SP) luberisspeci6ed, thedesiprvalue iwe thoseeBecrive O6/01/2013 byA15C Terrya, FL 33610-d115 Job Truss fuss ype ty 70' Cation Royale T6828805 M11356 ORA HIP 1 i _ _ _ Job Reference (op0onzl]_ Chambers Truss Inc.. Fat Pierce FL 34982 7.350 s Sep 272012 MTek Industries, Inc. Wed Feb 11 1 134:47 2016 Page 2 ID�UGCA66xMfly1 HDXFW7ye3KXC 4FpxG4V8iLDCIL3BxO4gUOLVpImLW85Y3HGRyzmFb_ NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 Ito down and 304 lb up at 7-0-0, 90 It, down and 155 lb up at 9-0-12. 90 Ib down and 155 Ib up at 11-0-12, 901b down and 1551b up at 13-0-12, 9011cdown and 1551b up at 15-0-12, 901b down and 1551b up at 17-0-12, 901b down and 155Ib up at 17-11-4, 901b down and 1551b up al 19-11-4, 90Ib down and 1551b up at 21-11-4, 901b down and 155lb up at 23-11-4, and 901b down and 1551b up at 25-11-4, and 169 Ib down and 3041b up al 28-0-0 on top chord, and 461 Ib down and 255 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 631b down and 3Ib up at 11-0-12, 63I11 down and 3Ib up at 13-0-12, 63 Ib down and 3Ib up at 15-0-12, 631b down and 3Ib up at 17-0-12, 631b down and 3Ib up at 17-11-4, 631b down and 3 Ib up at 19-11-4, 63Ib down antl 3Ib up al 21-11-4, 63Ib down and 3Ib up at 23-11-4, antl 631b down and 3lb up at 25-11-4, and 461 Ib down end 255Ib up at 27-11-4 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) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-22=-44, 2-22_ 14. 2-4=-44, 4-9=-04, 9-11_=44, 11-33=-14, 12-33=-44, 2-11= 20 Concentrated Loads (Ib) Vert: 4=-139(F) 9-139(F) 17-406(F) 13=-406(F) 23=-74(F) 24=-74(F) 25=-74(F) 26=-74(1`) 27=-74(F) 28-74(F) 29— 74(F) 30— 74(F) 31=-74(F) 32=-74(F) 34=-39(F) 35=-39(F) 36— 39(F) 37=-39(F) 38=-39(F) 39=-39(F) 40=39(1`) 41-39(F) 42---39(F) 43=-39(F) A WARHINO-glIH dcign patvmatva and RBAD R071SS ON7MS AND INCLUDED M117MRRPERENCSPAOS MD 7473 EEPORE I= Design valid for use oNYwilh Mgek connectomTrio design IS bossed MYUlxm puamelersslrovm. and Is for M lWiNtlW buimttg component. Applk:abllryof design Mornelers and Proper 9ncgporaibn 01 component is reseorubally of bdlding designer - not M1rmtlesigner. Bracing shown h fm ialeral n d of lntlMdual web membe y. Atldilb rb lempwary braclnB to lrwae sta itydu g const=tbn is lhet�nslbillly of the forgeneral MiTeiC erector. AtlWflonal pelmanenl txacirci of the overofl slrucNre 5IM resporm'allty of lAe biddrp desl9net. guidance regarding fabbatbn quality control. storage. tlelNery, ereclbn antl bac5lg, conpli ANSI/Trill OuaBty Crlterla, DSB-89 and BCSI Building Component 69N Pane East B ni. Salary Information ovokilbe Rom Inas Rate Inuftule, 781 N. Lee Street, Suite 312. Alexantlrl¢ VA 72314. ff5oudnem Pine (SP) lumber is specified, the design nmluddisare those effective 061O1/2013 byA15C Tann,, FL 33610-4115 job I fuss I was I ype Qty Ply 70'Cartton Royale 68288M M11366 GRB SPECIAL 1 1 Job Reference (optional) Chamber. Truss In., Fort 7.350. Sep 27 2012 Mgek I.d.0ne., I... 4.00 12 4x4 3 24 �11 2 a 17 34 3xS = 3x4 = LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010rTP12007 LUMBER TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2X4 SP No.3 3x4 = 3x6 — 2x3 11 25 4 26 27 5 629 29 35 36 16 37 5x66= 3339 4x6 = 4x4 = 2X3 II 4x4 9 30 731 32 33 a IkI HE 40 14 4113 12 3x4 =Sse = 3x4 = Bcale:3/16'=1' 3x4 = CSI DEFL in goo) gdefl Ud PLATES GRIP TO 0.39 Vert(-L)-0.3415-17 >555 360 MT20 244/190 BC 0.76 Vert(TL)-0.7615-17 >243 240 WB 0.50 Horz(TL) 0.03 10 n1a Na (Matrix-M) Weight: 144 lb FT=O% BRACING TOP CHORD Structural mod sheathing directly applied or 5-1-10 oc puffins. BOT CHORD Rigid celling directly applied or "-0 oc bracing. WEBS 1Row at micipt 4-15 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation oulde. REACTIONS All bearings 0-8-0. (ib)- Max Horz2=72(LC7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-577(LC 8), 15=-834(LC 8), 14=-558(LC 8), 10= 325(LC 8) Max Grev All reactions 2501b or less atjotnt(s) except 2=824(LC 19), 15=1345(LC 2), 14=882(LC 2), 10=485(LC 14) FORCES (lb) - Max Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1846/1093, 3-24=-1 721/1060,24-25= 1721/1060, 4-25— 1721/1060, 4-26— 307/570, 26-27=307/576, 5-27=-307/570, 5-28=307/570, 6-28= 3071570, 6-29=-307/570, 29-30=3071570, 30-31=307/570, 7-31=3071570, 732=307/570, 32-33= 307/570, 8-33=307/570, 8-9=-617/283,9-10=-1059/551 BOT CHORD 2-17= 947/1713, 17-34=-926/1271, 34-35= 926/1271, 35-36=-926/1271,16-36=-926/1271, 60. WEBS 8-147=0988/574-23171=51138,4- 53219171408, 6- 5--496/476,07/`4973v4 84614/ 16/732 `%;OPQ C.. . SF'J*���, NOTES 1) Unbalanced roof live loads have been considered for this design. N 68182 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=701t; L=351% eave=6ft; Cat. IIL * ' Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 psi bottom chord live load nonconcunant with any other live loads. 1(/ 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 � •• T O F fit between the bottom chord and any other members. •. T P ' _ %% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577lb uplift at joint 2, 8341b uplift at joint 15 ��j �•••`��,�� 7)'Semirigidpi cIn cluJoint 14 and 325 la ding uplift at joint 10. hbreaks in d ng heelMember end fixity model was used In the analysis and design of this truss. ,ss •N AL �' `,�%% 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289lb down and 353 lb up at 5-0-0, 111111111j1 101 lb down and 129 Its up at 7.0-12, 101 lb dawn am! 129 Its up at 9-0-IZ 101 rb dowrl and 129 th up al 11-0-12, 101 Do down and 129 lb up at 13-0-12, 101 Ib down and 129 lb up at 15-0-12, 101 lb down and 129 lb up at 17-0-12, and 101 lb down and 129 lb up al 19-0-12, and 101 Ib down and 129 Ib up at 21-1-4 on top chord, and 1121b down al 5-0-0. 381b down at 7-0-12, 381b down at 9-0-12 FL Cert. 6634 381b down al 11-0-12, 381b down at 13-0-12, 381b down at 15-0-12, 381b down at 17-0-12, and 38lb down at 19-0-12, and 38 Ib down at 21-1-4 on bottom chord. The designiselection of such connection device(s) is the responslbility of others. February 11,2015 Continued on page 2 Q WBRMNp-V daignpmwnc{ .dNG90NOTMON7NlBd IMLMEODOIBKNSPGRCNCOPAGEMI.74MBEPOREf8 Design valid for use oriywith Mnek conneclos- i design is baad only upon f#ametersshwn, antl k or an h#INtluol b9mrg component. �� ApplN:obAlNdesi ofgnpv®netersantlproperhaopMaB ofconponentbrespw ityofbikingdesigner-rath designer.Bra-Lgstawm Is for lateral support of indivkluol web members only. Md81orod femporary bacig to hWBe stabllty dung conshuctbn Is the resrxl Ilty of the MiTek' erector. MmlloMpelmonenlbraclrgoflhaoverallshucNraSlhereywra'WIIIyof[tgbddigdeslgrar.FwgenerolgiiUmaeregordhg fodlcalion, quality conhol,storage, colvery. erection and bachlg. onnsdt ANSgfPll Quality Crl194a,DS3-89 and BCSI Building Component ON Parts East BNd. If a5oryathem P" elSp)]umberisspeci6ed.rhedes)gn afuezareethi e0ecb"�W/Ol/2013byALSC Tairyo, FL 33610-4115 Job Truss rUS$ ype ty y ]0' Carkon Royete T6020806 M11356 GRB SPECIAL 1 1 Job Reference portal Chambers Truss Inc., Fon Pierce FI. 34982 7.350 s Sep 272012 MHak Industries, Inc. Wed Feb 11 1024:49 2015 Vega ID:_ktiGCA6bx7i2Syl HDXFw7ye3KX-ZSMZMu6lgNbxRcVSFLOYW UpOcwCpUw07NmMUrzmFay NOTES '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) Regular. Lumber Increase=1.25, Plate Increase=1.25 ^ Uniform Loads (pit) Vert: 1-3— 44, 3-8--44, 8-9-44, 9-11= 44, 18-21= 20 Concentrated Loads Qb) Vert: 3= 170(F) 5=-49(F) 17-42(F) 24=-49(F) 25=-49(F) 26=-49(F) 28=-49(F) 29=-49(F) 30=-49(F) 31=-49(F) 34=-13(1`) 35=-13(F) 36=-13(F) 37= 13(F) 38=-13(F) 39-13(F) 40— 13(F) 41=-13(F) ®WBRMNG- Vmfy deign paxvnr<6cs and RS6O NOTES OMMISANU INCLMM DII=J%&PI6NB FAGEbff1-74M liBF01T6 USE. Design va9d for use odyv hMDek correctors. mhdeslgn is based only upon pvamefemsha n and is kx on krcl UCI buldrlg component. APftll callyofdesignpv etersa propenc�nonofcomporlenlkrespwaQlNyofb dhgdesigner-trotbussdesigner. Bradrg sholm Is for lafetd aRlport of lM U,f web members only. Addilbnil temporary Nocing to lauestobllly durg consh hors 5 the respossluf5ty of the MOWereclor. AddlioW permanent brockg of the overdl Structure IS Its) respgNGlity of the buBdng designer. For general guidcrce legan ing fonconerL quoily conhd,storage, delfrery. erection and Mcblg. comMfANSI/IPH Ouary criers.DSE-89 and SCSI Buikling Component 6904 Parke East BNd. H o5 lithe nPine(� �vmMriss�pecmfiM. Ne device 2fues are draseeflecove�O6/0112013 byALSC Terrya, FL 3361 o-4115 Job I ruse NSS ype y 70'Car6on Royale T6e28007 M11356 GRC SPECIAL I 1 Job Reference (optiona) Crafters Truss Inc., Fon Pierce FI. 34982 7.350 a Sep 27 2012 MiTek Industries, Inc. Wed Feb 11 1024:50 2015 Page 1 ID_MIGCA6bx7j2Syl HDXFw7ye3KK-lfwxaE6NRgjo3m4ep3ynS701 EOMCVIVXEIVwlKMFax -1-0-0 4-141 I 5-71 I &213 9-8-a I 13-10-0 14-1" /-0-0 4-1-0 1-5-11 2-7-9 15-11 4-148 1-0-0 2.37 12 Sx6 = 5x10 = 19 4 5x6 = 20 65x10 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = LOADING(psf) SPACING 2-0.0 CSI DEFL in (toe) Udell Ud TOLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.G8 10 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.13 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.07 HOrz(TL) 0.04 7 n1a Na BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 Scale = 1:27.4 3x4 = PLATES GRIP MT20 244/190 Weight: 58 lb FT=O% BRACING TOP CHORD Structural Wood sheathing directlyapplied or 5-2-10 oc putting. BOT CHORD Rigid calling directly applied or 7-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=77510-8-0 (min.0-1-8),7=775/0-8-0 (min.0-1-8) Max Horz 2--16(LC 7) Max Upiift2=-582(LC 8), 7=-582(LC 8) Max Grav2=900(LC 19), 7=899(LC 2) FORCES (Ib) - Max. Comip Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1949/1156,3-19=-1926/1189,4-19=-1907/1180,4-5=-1889/1169, 5-20=-1905/1180, 6-20= 1926/1189,6-7=-1945/1156 BOT CHORD 2-12— 1011/1813, 12-21=-1005/1816, 11-21=-1005/1816, 10-11=-1077/1889, 10-22=-1015/1813,9-22-1015/1813,7-9=-1020/1810 WEBS 6-10=-255/158 NOTES 1) Unbalanced roof live loads have been considered for this design 3) P o d; Encl., G adequate drainage e o prevent water al); Lumber DOL=1.60 plate grip DOL=1. o3.Opsi; h=121f B=70f1; L=351C, eave=5t1; CeL II; PQU I N r �VF�'��i� 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument With any other live loads. � 0 ' • G E N 5) • This truss has been designed for a live load o1 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will : •y.� SF• fit between the bottom chord and my other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 2 and 582 lb uplift at N 68182 joint 7. 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) 76lb down and 99 lb up at 4-1-8, -p ' rr z 96 It, down and 118 Ito up at 5-0-0,125 lb down and 254 lb up at 5-7-3, 165 lb down and 255 lb up at 8-2-13, and 96 lb down and 118 � 9 • T O F Ib up at 8-10-0, and 76 lb down and 991b up at 9-8-8 on top chord, and 30 lb down and 9 lb up at 4-1-8, 421b down and 20 lb up at (V 5-0-0, 89 lb down and 24Ib up at 5-7-3. 89Ib down and 24Ib up at 8-0-3, and 42Ib down and 20 Ib up at a-10-0, and 30 Ito down and 9 , •, + Q P,: ��,�� lb up at 9-8-8 on bottom chord. The deslgNselection of such connection device(s) is the responsibility of others. le _` 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �i SiS - ... •G \ \ % LOAD CASE(S) Standard 1) Regutar. Lumber knarease=1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: 1-3— 44, 3-4=-44, 4-5=-44, 5-6-44, 6-8=-04, 13-16=-20 Continued on babe 2 FL Cert. 6634 February 11,2015 Q WAR M- VmJy dcsigapruvrn .rand RR&D N0rES ON'1 ZSB 1NCLUDBD Aff7BKRBPBRBNCBPAGBBDI.74M BSPORB US& Deakin vdM for use o y W4lh Mnek connoelm Bds design k based ally upon parameters mown antl is for on tuNbdud b9dl>A componem. Applicability of desigI rometere and pope Incorporation of compornenl k resporcbflly of bAdng designer- nol inn designer.&acing sllownl bfalaladsuppalofindN lwebmemb mrs y. Addtk fampaayba ngfol Ostd itydnxhgcomtructkmhlheresporNbgll of Bne erector. Addlior,a] rmarenlbachgoflheoverall Structure Islherespontl0t➢ng Uilryofthebude90ner.Forgeneralgddancemgordhq MiTek' fdsdcailon qudlly control.storage. deiNery. erection aM ba:hg-conadt ANSI/IPII OuaAty Criteria, DSB-89 and SCSI Melee Component 004 Pehe Eesl Blvd. Safey INormatlon ovdldsle Ian iruc, fide Witu e. 781 N. Lee Sheet, SIDe 312 Alexandit VA 22314. NSofrtbem Pine(513) lumber Isspectfied. the design Walues are these effectue 06/02/20M byALSC Tampa, FL 3361"115 Job Trws russ I ype y ]0•cernon Royab T682880] 01136 GRC SPECIAL 1 1 Job Reference o Bonal Chambers Truea Inc., Fod Pierce Fl. 34982 r.mvsaepv rvu mnea inuusnias, mc. uu 1024LO 201S P..ye� ID: _kfiGCA6bx7j2MHDXFw7ye3KK-0fwxaE6NRgjo3m4ep3yrS701 EOMcV1vXEiVwI HzmFax LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-30(F)4= 104(F)5= 104(F)6= 30(F) 12= 19(F) 11= 61(F) 10=-61(F)9_ 19(F) 19= 46(F)20= 46(F)21= 29(F) 22=-29(F) AWBRNINQ-VcrifBdcigaPmmnc vmd RBAD N07ESOMMSd INCURBDBgISKRRP&R EPAGEMI-7473BEFOR&OR&. Desgnvdidforus ywlih MgekcontxsclOrs.lNsdesignbbasedodyuponpaometeM$ho nmdNfor Mnh dW"di Qg mponenl. �!3361"l Apptk:dclllNoldm9gnM metema properbtcolpoca ofcomponentkrespo [tYOf"dhtgdesigner-hot Inadesigrer.& rgshown b(alaterdsuppodofhd dtl lwebmembersody. Addibndtemporaybfachgtoy estdb011ydwNconumf$Dnktheies(wr Nlilyoffhe MiTO erector. Addfl nol pem nt Umirg of the overdl stmcNre b the re$Por llilyof tho b drg desgner. Forgenerd grid o regadkg faMcalbrt Wdilyconhol, storage. delNery, erecBon antl bracYg. conpll ANSIRPII QucHly Cdleda, OSB-69 and BCSI Building Component 6904 PeEast BNd. HSouuthem Pine ISP) luumberisspecTed tthe designv 7ues are those effective 06101/20M byAlSC Ta�tQa, 15 Job Truss lruss lype 70' Correa Royale T682a90B M11356 it MONO TRUSS 6 1 Job Reference(optional) 2812 Mu 10K Indrsldee, hlc. wed Feb rl Chambers Truss Inc., Fort Pierce FI. 34982 1-0-0 Refer to MiTek'TOE-NAIL" Detail for connection to supporting carder truss (typ all applicable jacks on this job). 4.00 12 2 1 LOADING(pst) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 125 TC 0.11 TCDL 7.0 Lumber Increase 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010fTP12007 (Matdx-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/slze) 2=9410-8-0 (min. 0-1-8), 4=57Mechanlcal, 3=9/Mechanical Max Horz2=48(LC 8) Max Up1iff2=-127(1_C 8), 4=-2(LC 5), 3=-5(LC 5) Max Grav2=113(LC 2), 4=11(LC 3), 3=11(LC 13) FORCES (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. 3x4 = Scale = 1:62 DEFL in (hoc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 5 >999 360 MT20 244/190 Vert(TL) -0.00 5 >999 240 Holz(TL) 0.00 2 n/a n/a Weight: 5lb FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation uide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=70ft; L=3511; eave=6f; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical at joint 3connection (by others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint 2, 2 lb uplift at joint 4 `,,``�t�! I N I and uplift 6) "Semi -rigid pitchbreaks Including heels' Member end fixity, model was used in the analysis and design of this truss. ,.% ..........E�; N 68182 T E?�`% nnnnl`1 LOAD CASE(S) Standard FL Cert. 6634 February 11,2015 Q WARAUM-Vefy dmtye pawn used READ NO186 ON 1TVSANI7 INCLUDBD 5971SKRBPERSNCBPAOB MI-7473 BHPORS ME. dld or use oNywlth MRek correctors. This design k based only upon parameters shown. and is for ankrdvIdud m bufdag cononenl. �kabf design Parameters and proper tncoiporallon of comporrenl E respomb0lty of building designer - rot Inm designer. Brocho sirwvn btolaleidupportofinciltl webmembasonly. Additional femparaybrocing to Irene stability during constmclbn Is the resporsllolity of One MiTek' cooler. PddtlorolpennanenlbaclrxlollheoverdlslrucMeklMrespomlLlltyotihebddngdeslgner.Fagerordgtdarrceregatlkg fabrlca on, quolity coned, storage. delivery. erection and badrg. cautl ANSI/rPl1 Quality Clitede, DS849 and Bost Belding Component 6904 Parke East Bind. Selety INormatbn evalable from Teas Rate Institute, 781 N. Lee Street. We 312 Alexandria, VA 22314. If=1h=; Mae (SP) fumber is spec7ed, the des®nvslues are these effective 06/01/2013 byAfSC Temp., FL 336104115 o rUSs russ ype 70'Cnrhon Royale T6928809 M11366 J3 MONO TRUSS 6 1 ' Job Reference factional) Chambers vase Inc., toe Fierce H. 39992 3x4 = a Pzrzv,VrUJn 70CU-rfgwf,NmTO_KZEGOmAHVBhThFrZzmFaw ID:_kfiGCAGDx7j25y1MDXFw7ye3KK-VrUJnZ70C_dgwf 1 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdetl Ud TOLL 20.0 Plates Increase 1.25 TO 0.11 Ven(LL) -0.00 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Ven(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2010frP12007 (Maldx-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 3=48/1dechanical, 2=156/0-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz2=85(LC 8) Max Uplift3= 53(LC 8), 2=.149(LC 8), 4=-3(LC 8) Max Grav3=61(LC 13), 2=184(LC 2), 4=44(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.6- PLATES GRIP MT20 244/190 Weight: 11 lb FT=O% BRACING TOP CHORD Structural wood sheathing directlyapplled or 3-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during buss erection, in accordance with Stabilizer Installation gulde. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0psf; h=12f; B=70it L=35f; eave=Gf; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load o1 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. 4) Refer to girders) for truss to truss connections. 5) Provide ical connection (by others) of buss to earing 6) "Semi -rigid 31 rigid pitchjoint 4. breaks including heels" Member end fixitymodelplate was used Infthewithstanding analysis and desiguplift offjoint this truss49lb uplift atjoint 2 ,,%�oPQ �;E N VF�F i N 68182 �'. T OF ��i.`S •nlel•��`p LOAD CASE(S) Standard FL Cert. 6634 February 11,2615 A WAPWIN0- Vmfy da ne parearrat. mrd RRBO NUT% ONIMSA0 I7V17L00RO bIIIBKRSPPdtSNC6 PAM MI-74M RRPORS[OR Design volkl for use onlywith Mffek cormectom. ft design Is bated My upon paameters siwwn, and is for on 8xlvidual brflr9ng comporlenl. ��• Applico xiy of design p+omefersond paper urcomorgtion of component Is respom/bliy of bu0dhg deagnef - not truss designer. &octg shown blorlatmolsupportofirgMduaiwebmemb noNy. Addtlarral lemporay ecc[n, to imue sfobliy during oonsinrcfbn Is the reAlan9bllity of the Wek• erector. Atldlllona pennarent bracing of the ovaral stnrchue IS Ina wSPOnslWlty of the bW aMl deslgner. For general gUdamz fegaredng fabric,iort quality control. storage. doiNery. erection and trocna-convll ANSWIl Quality Criteria,DSB-89 and BCSI Bulleing Component 69M Parke East BNd. H SouMem Pine ISP) fmbaris�sif d. thedesign valusezare Noseeffecti�"Q 06/ 1/2013 bYN1-K Terrya. FL 33616d115 o rues rues ype 7tl Cannon Royale T6828810 M11356 JS MONO TRUSS 15 1 Job Reference canal Chanscoo Tmss Inc.. Fat Pierce FL 34982 3x4 = 7.3505 Sep 272012 Ml tex iesum lea, Inc. woo Feel I la2VDl 2a1b rage, ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX.VrUJrZ70C_NgwhNmTO KZAKOjgHVBhThFTZj=Faw Scale= 1:12.9 5-00 LOADING(psf) SPACING 2-0-0 CSI DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Ved(LL) -0.02 4-7 >999 360 MT20 2441190 TGDL 7.0 Lumber Increase 1.25 BC 0.28 Verl(rL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matdx-M) Weight: 17 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS (lb/size) 3=82/Mechanical, 2=235/0-8-0 (min. 0-1-8), 4=45/Mechanlcal Max Horz2=123(LC 8) Max UpII63=-96(LC 8), 2=-194(LC 8) Max Grav3=103(LC 13), 2=274(LC 2), 4=75(LC 31 FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4721225 SOT CHORD 2-4=-315/541 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0psl; h=12fb B=7011; L=351t, eave=6ft; Cat. II; Eery C; Encl., GCpi-0.18; MW FRS (directional); 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4) fit Refert7o girdeen er(s) for truss to chord s trussmy connections. .0I N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96lb uplift at joint 3 and 194lb uplift at joint ,�O0P•.... 2. . -S .••\GEN&'• ��e, 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.F� •, �� LOAD CASE(S) Standard N 68182 �. ' .Lr FL Cert. 6634 February 11,2016 ®WAR M-Vcr*deignpmxvndo. m1d READRO7IES011MISANU IRCLUOSU DfI118A:RSPSRENCS PAOSDOI-74M SRPORE USS. Design valid for rae orty Wih Mnek corvexlom This design b based only upal paameterssiawn. and is for on Individual bddng ccxn a nl. ��• Appk;ot%Iry of design paanefersantl propel lncapaaibn ofcomlxxleafb respensib ly ofbedrlg deslonef - not runs designer. dy awvm UgMd bfmlWerdappodolualwebmemb ONY. Addllbrwllempaorybrar.Brgto Bcwe Mda HYd-Ncomlmclbnhttrer It MiTek' enactor. Addllbnd petmalenf boar Ig of the overdl structure Is the respanQA[ty of fhe bAdng designer. For gene rd gt9dence re lading fabtkallon. quality control- storage,delivery. erection arid trackg. corodl ANSI/011 Quality crier,DSB-89 and SCSI Buildirrg Component 69M Pane East Blvd. sdety Infotmatbn a notable raa R n fnate trotfule. 781 N. Lee StreeL "a 312 WexcndrkL VA 22314. IL Swthem Pine (SP) lumber is specified, the design values are those effective 06/01J2013 byALSC Tarps, FL =104115 Job Truss iruss type uly Fly 70' Carlton Royale T6828ai1 M11356 J7 MONO TRUSS 12 1 Job Reference o Y'onal chambers 11... Inc., Fort Pierce FI. 349e2 3x4 = 7.36aseep 2/ zmz mules mcumnes, i... wan reon rozro>zrvm r ge ID_kliGCA6bx7j2Sy1HDxFW7ye3KK-zl2i_vSezlzW14E1wU_FXV6NDq_iOyRghL_15AzmFav Scale = 1:16.5 7-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 Na Na BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 23 lb FT=O% LUMBER BRACING TOP CHORD 20 SP M 30 TOP CHORD Structure) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=118Rv1echanical, 2=31310-8-0 (min. 0-1-8), 4=59/Mechanical Max Horz 2=161(LC 8) Max UpIIft3=-140(LC 8), 2=240(LC 8) Max Grav3=148(1_C 13), 2=365(LC 2), 4=103(LC 3) FORCES (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1085/598 BOT CHORD 2-4=-692/1102 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf, h=121t', 0=7011; L=35R; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3)' This Iruss 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 4) fitbetween to girders) for truss too ttrruss connections. ns. here ���V I N r V /��Or 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1401b uplift at joint 3 and 2401b uplift at ,`% C)P........... F�� �j joint 2. `% ) :'\CEN'• 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. •' V F•'•, �� N 68182 c LOAD CASE(S) Standard FL Cert. 6634 February 11,2015 RBdg NOfBe Pdbu IIRf-7om BBPl. lB3 WBRNlNO-uss oryuponP r7met:rmsn6 a rid IR�1YtBNCB Design oN Mffeklttlatleslgnb bosedoNylryonpuanetets aMvm.orW lSfover- nMtluce r vollidlinty on ��• desirq. Isoch Shown AppllydMlN of desgn paaneters and Ixoper trrcolporatkm of component h resporekxllN of blIDtlhrg Aesgrer-trot truce deslgrrer. &odlrg si»vm Applic of Mo etenc, Mo,,, weDmembe Atltbtur of the hector.erolnppoN lbnh Breresegaror thebulding For MiTek' per ancM ovem tithe reson"Ityrrg ditygner. g ereclw. Atlmlbnd petmarent brorArg of the overall slmcNrebttre respaolt1SIVE 1Que ty Cdt.eslgner.ForgdRCSdWdanceregardbrg IaMcotkxr, q tion c atubl storage. [es Plate ert3 tte. 781 bbou Sft eonult 312. Alex cuvoN Odterl1 DSB-89 antl BC51 BWlmng ComPorlent Safety Irrtormatkm Rale Irttlhe.7a1N. Leec,s e4Shhle312eicti 69o4 Packs East ,i11 Tempe, FL 336164115 ISPI kale ri1r1ffi 0VA12314. HSOWrem Pine (SPJ lamberts sineci6aWd1e desitTvaluesere those eRective O6/01/2013 byALSC Job Truss I russ I ype Qly Ply 79' Carron Royale T6829812 M11356 JA MONOTRUSS 2 1 Job Reference a tional GaamOers Tmss lnc., Farr Plerw R. 34982 7.35oasep272o12AN l eklnaumnes,Nc. weareu III u2anG[ou rage ID _klGCA6bx7j2Syl HDXFw7ye3KK-zl2i_v6ezlzW 14E1wU_FXY6P0g7B0yRghL_l 5AzmFav -100 2-2-7 1-0-0 2-2-7 Scale =1:8.2 3x4 = 2-2-7 LOADING(psif SPACING 2-0-0 CSI DEFL in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight: 8lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural Wood sheathing directly applied or 2-2-7 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cress bracing be Installed during truss erection, In accordance with Stabilizer Installation guide - REACTIONS (lb/size) 3=32/Mechanical, 2=123/0-8-0 (min. 0-1-8), 4=21/Mechanical Matt Horz2=68(LC 8) Max Uphill 8), 2=-132(LC 8), 4=-3(LC 5) Max Grav3=40(LC 13), 2=146(LC 2), 4=30(LC 3) FORCES (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCOL=4.2psh, BCDL=3.Opsf; h=121t; B=70ft; L=351t; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent 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. anical on (by rs) of muss to bearing e capable uplift at joint 2 6) Semdilrigidlpitchat brreaks including heels" Member end IUty odeltwas used infthet analysis and designlioftthisntruss321b ,,`OPa ... �r����,,,, �� •V� SF• �? �� LOAD CASE(S) Standard �� N 68182 .9 T OF 001 N rnnmll� FL Cert. 6634 February 11,2015 ®WARN1N6-V, if,dcaigaporxa .and Rf AD MO ON1NOS 1NCLUOBOAB18irRBPBR EPAOBNJI.747a BBPORBMB. Desgnvolkl for useodywllh Mlekcormecfors.7Ns de9gnBbmetl oNV upon parvnetersahowR awls forra) x➢ dud burring component. ApWNlcoy of resign Mornefersond proper IrlcombIG30l of componenl b fe5porubrlaf of bUJdW designer -not hum, designer. Blachlg shown hfmlaferdsppDdofkKgVkWwebmemb mrs y. AGr9lkmd tempotory Nosing to Btvfe doNihtluMg eomfinefbn 6 the resporsslNlfry of f Ie MiTek• erect«. Pticlirorlolpermarcenfbadrgo(BreoverdlslrucNreblheresporabllltyoflhebtddrgdesgner.Forgenerdgdtloncaregadbg fobBcalbR grauty control, storage. dellvery. erection antl brmig. comdt ANSVTPI1 Cuagy CrOoda, DSB-89 and 9C1 Building Component 69" Parke Eesl BNA. Sdeh Inloimdion evalrble from Tars Rate rsilide. 781 N. Lee Street. S lte 312. Nexaltlrb, VA 22314. H Sauthem Pine ISP1 I umber is specil l ad. the design values are tlmse effective 06/01/2013 by AISC Tanya. FL 3361 D4115 Job Truss I russ ype Ty y 70'Carhm Royale T682B813 MIMS JB MONO TRUSS 2 1 Job Reference o Banal Chambers Truss Inc., Fad Pierce FI. 34982 3z4 = 7.350. Sep 27 2012 MUok Industries, Inc. Wed Feb 11 10 24:53 2015 Page 1 ID _kr,GCA6bx7j2Syl HD%Fw7ye3KK-REc4CFOGkb5MWDpDUBVU3leVCDOflPg_W. kadc=Fau LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.03 4-7 >999 360 TOOL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(rL) 0.00 2 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SPNo.3 REACTIONS (lb/size) 3=90/Mechanical, 2=261/0-8-0 (min. 0-1-8), 4=49/Mechanlcel Max Horz2=116(LC B) Max Uplift3= 101(LC 8), 2= 224(LC 8) Max Grav3=110(LC 2). 2=305(LC 2), 4=82(LC 3) FORCES (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) oriels except when shown. TOP CHORD 2-3=-537/244 BOTCHORD 24=�317/581 Scale = 1:13.1 PLATES GRIP MT20 244/190 Weight: 19111 FT=0% BRACING TOP CHORD Structural Wood sheathing directly applied or 55-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance With Stabilizer Installation uitle. NOTES 1) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121C B=70ft; L=35ft; eave=6ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl 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 101 lb uplift at Joint 3 and 2241b uplift at joint 2. 6) °Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 666 February 11,2015 ®WB M-Vmfy deign pmarvtcra vadRtSeO N078S ON 77MIJUIm7NCLNOSO Dff787r RRPPRENC6 PAGRby1-74Ta BEFORE Ma Design valid for use only with Mgek comleclom Thh design is bceadoNy upon paainetea sM cndb for on hx7Wdud ouldrlo comperenl. Appik-<IDilly of design porometen and! proper 0lcorporagon ofcomponeni k respo ffy ofbsid6q deduner- not rem designed. sractm shown kfNr terdw4l orlofhWN webmembmcdy. Addibridtemporaiybadnglo Bmaestabgitydulhgcon58uclbnbtheresporuUlityofihe deslgror. MiTek' erector. Atltlllbnd permaronl bracng of ito overdl shucNre bito reywm¢Nllry of the bAdrxl Forgerierat pWtlossca regardng fabrlcagomqudlryconhol.storage.delNery.erecgona Uming.mo IANSI/IPI16uo9ty Cdteda,DSB-89andeCSIBWldng Component Saf.ry INormatbn avagmle ham tore Raie hsgMe, 781 N. Lee Sheet Sidle 3I2 Alexarxlda. VA22314. 6904 Padre East 13W. Tamp., FL 3361"115 ff Sauthem Pme (SP) t umber i s specified. the desi@s val ues ate tlsoee effective 06/01/2013 by A7SC job Iruss lype 70' CarBun Royale T692a814 M11356 JC MONOTRUSS 2 1 _ _Job Reference (optional) s.namoers imss mc., ton name ri.;wnez W 4 3x4 = LOADING(psi) SPACING 2-0-0 CS! DEFL in (too) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(rL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(TL) 0.00 2 Na Na BCDL 10.0 Code FBC20lOfFP[2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 2=104/0.8-0 (min. 0-1-8), 4=13/Mechanical, 3=19/Mechanical Max Horz 2=57(LC 8) Max UpliB2=-125(LC 8), 4=-3(LC 5), 3=15(LC 8) Max Grav2=124(LC 2), 4=20(LC 3), 3=25(LC 13) FORCES (lb) - Max Comp./Max. Ten. -API forces 250 (Ib) orless except when shown. scale = 1:7.0 PLATES GRIP MT20 • 2441190 Weight: 6lb FT=O/ BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 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=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opsf; h=121t; 8=7011; L=35ft; eave=5111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.0psi 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 125 lb uplift at joint 2, 3 lb uplift at Joint 4 and 15lb uplift at joint 3. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ovl.......... 4'$ ''. 00 1111 FL Cert. 6634 February 11,2015 A WARNING-V lD dmign pass fa and READ NO= OMMISAbDI CLHOBO MNKRBPBRBNCBPAOBMII-74T3 H8PORB US& Design valid for use only with Mnek cmvectom this design is based cNy upon laaranefersshown. and is for an lncMuol bulding component. Applica silly of design parameters aril Pieper li cosporallon ofom cponent Is responsibility of b Acfng designer- rat Inds designer. Bracing Shown b for lateral m4XJort oflrcfiNtlual web members orilY• Addlibrelfempwaryb=hVtol esta llydu gcorutructbnhiherespa lityofthe MiTek• eraclor. Adtl111orwtpelmanenlMadsxleflheoverallskucNrehAeresparmbilllyofihebu�tlingde9gner.ForBeneral0udanaeregortlhg rarefaction q<sdBy central. storage, tlellvery. erecllon and brachg. aonsWI AN51/1PI1 Ouallty Criteria, DSB.89 and BCSI Building Component 6904 Parka Easl 13W. solely Informatlon available from Truss NMe. ate Ireli781 N. lee Sheer, Suite 312 Alexancirla. VA P2314. HSauthem Pine(SP) lumber is specified, the design Values are those effective 0610212011111 byALSC Tesrye, FL 336104115 Job Frus5 fuss type y 70' Cordon Royale T6826815 M11356 U5 MONOTRUSS 1 1 Job Reference (optional) wamoers cuss Inc., Fan Hance F1. 30e2 3x4 = 2.83 12 7.350 s Sep 27 2012 MRek Industries, Inc. Wed Feb 11 10:24:54 2015 Page 1 ID_kfiGCA6bx7j2Sy1HDxFw7ye3KK-vOASPbguVvDDxNNP2vOjczBigdmyUsw791T7A2zmlrat LOADING(psq SPACING 2-0-0 CSI DEFL in (loc) Wall Ud TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.05 4-7 >999 360 TOOL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.13 4-7 >636 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a nfa BCDL 10.0 Code FBC2010/TP12007 (Maldx-M) LUMBER TOP CHORD 2x4 SP M30 BOT CHORD 2x4 SP M 30 REACTIONS (fib/size) 3=149/Mechanical,2=227/0-11-5 (min. 0-1-8),4=77/Mechanical Max Horz2=110(LC 8) Max UpiiR3=-159(LC 8). 2=-207(LC 8) Max Grav3=182(LC 13), 2=267(LC 2), 4=120(LC 3) FORCES (Ib) - Max. CompJMax- Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-689/273 BOT CHORD 2-4=-350/736 Scale: 3/4-=1' PLATES GRIP MT20 244/190 Weight: 23lb FT=0% 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. 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hat 21t B=701t; L--35ft; eave3ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 fall by 2-0-0 Wide Will fit between the bottom chord and any other members. `ILII I I1111 /7j/ 4) Refer to girder(s) for truss to truss connections. `,�� p.UIN V �It.- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1691b uplift at joint 3 and 207lb uplift at � OP. • •.... joint 2.ENB•• 6) 'Semi-dgId pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. .' �. F•'•• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * N a 4a :9 T OF ice' \\ � `% fill I a LOAD CASE(S) Standard 1) Regular. Lumber Increase=1-25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-44 Trapezoidal Loads (pit) Vert: 2=0(F=22, B=22)-to-3=-77(F=-17, B=-17), 5-0(F=10, B=10)-10-4_ 35(F= 8, B=-8) FL Cert. 6634 February 11,2015 Q WARAM -Vmfr deignpmmnRva mrdR6AD NOTBa ON7NlSdfID fNCLUDIID DII7BKRSP6RBNCB Pd6B bOf-VCT368FORS Uali , Deddn Wkl for iae oNYwilh MRek cavleclorz lNs eedOnb6mee oNY rpwt poometers drown. anebfor on trlBNdud brIDc&g component. �� ofdodgn barometers amber ponenf broingtooInc of Gd1tlh0 eedg eedgner,tracing dxxvn la for only. Adlioflle connotflon Is of lM web members only. Aeelikx>d Temporary brackxl foa urtxxmrt of b designer. Forgenerod MiTek' bud ingsla permanIndividuent pubncesregmcling erector. an,quonyco,mranentlxacltgoflheovemgdrucMeElhereywrcSNSVTPIIQbWyCdtardgDSB.89GeneralOWdangComp nor fotxlcallon. quality coduble 231 D58-89 and BC5l Building Component 6904 Parke East eNd. from me note,erecte,781 N. Lec2 treeta l 312. MPxonchiltyA Salery Information wo0able from lrtxs Nate InsIIMe, 781 N. Lee Sheet SulIe 312 Alexonedo. VA 22314. ILSeuMemPure(5p) Imnherisspeceried. the desifln auesxe Noseetlecxixe06/Ol/2013 EyALSC TaWa, FL 336104115 Job Truss I rush Type Fly 70' Carhon Royale Tfi82Be16 M11356 KJ7 MONO TRUSS jUly 2 1 I Job Reference(optional) Chambers Truss lne., F04 Pierce FI. 34982 6.8-12 7.350 s 5,272012 MRek Industries, Inc. Wed Feb 11 10:24:54 2015 Pagel ID:_IdIGCA6bx7j2Syl HDXFw7ye3KK-vQASPb9uVvDDXNNP2vOjczBkW dmVUpQ79MA2zmFat Scale= 1:21.1 3x4= 5 3x4 = 6d-12 &lb LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 360 MT20 244/190 TCOL 7.0 Lumber Increase 1.25 BC 0.24 Ved(rL) -0.07 7-10 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.22 Horz(TL) 0.01 5 n/a Na " BCDL 10.0 Code FBC20101TP120O7 (Matrix-M) Weight: 38lb FT=O% LUMBER TOP CHORD 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=109/Mechanical, 2=335/0-11-5 (min. 0-1-8), 5=388/Mechanical Max Herz 2=192(LC 8) Max Uplift4=-133(LC 8), 2=-266(LC 8). 5= 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 2). 5=451(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=789/349 ROT CHORD 2-7=469f763, 6-7=-469/763 WEBS 3-7=0/285, 3-6=-8801541 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. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=121t; B=701t; L=35ff eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) * This truss 4) fitRefereengirders) too truss been laand s any coother membersor a live load of Psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`PaU i N r V�� fe 5) Provide mechaNcal connection (by others) of truss to bearing plate capable of withstanding 133lb uplift at joint 4, 266 lb uplift at joint 2 ��'O,••\C E N S••.F� lei and 232lb uplift at joint 5. �� V F 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 7) In the LOAD CASE(S) section, loads applied to the race of the truss are noted as front (F) or back (B). N 68182 9 T OF ;Q . NALE?�`�� rnnnLLL� LOAD CASE(S) Standard 1) Regular- Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-44 Trapezoidal Loads (pit) Van: 2=0(F=22, B=22)404=108(F=-32, B=32), 8-0(F=10, B=10)-to-5=49(F= 15, B=-15) FL Cert. 6634 February 11,2015 A WARNING. VaHfy dmign pmvi aea and RtA NO1S9 ON 9NIGAMJ INCLUDED bfftBRRRPBRBNC6 PAGB AIIf-9'073 f16PORS UB13 Design vold la use oNyWth Mirek connector, This design is based only upon Pat mefersslee naW Is for an 9cfiefdual bhfidng component. Applkab9lty aa of design pnelersand paper hcar eclon ofcomponent Isresppwb9lty ofblmdhg deslgnof -netB desgner. Bmckng shown h for latod svppod of lndividr web members only. Additional[ temporary braclrg to Inane stability dwhg constuclbn is Me responalLI]Iryof fha KWICoracles. Addlllonal permanent brackp ofthe overoil stmclure Is see respaulbBlly of the buildingdesigner. For geneml guidance regodhg fobrIc-ailon. quality conhol. storage -delivery. erection and reecho.coraAt ANSIQPII Quality criteria, DSB49 and Best Building Component 69M Parise East BNd. If e5wthem Pine(SP)bmseftem Truss Rate berisspeciffed, the desgsvalueses as781 N. Lee eththasee Nerfective D6/DI/20U by ALSC Teirya, FL 33610-0116 Job I runs I ype ty Ply 70' Cartlon Royale T6626a1J 1,111356 KJA MONO TRUSS 2 t 1 Job Reference toptionall Chambers Truss Inc., FM Pierce Ft. 3n1n2 7.350 s Sep 272012 MRek Industries, Inc. Wed Feb If 1024:55 2016 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KK-NcjgdxAWFDL49Xy=Xy9AkvB17JDJAGOJDhiUzmFas -1-2-9 6-0,4 29 604 Scale= 1:13.e 3x4 = 6-Od LOADING(psq SPACING 2-G-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.03 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 201b FT=0% 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 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bmcing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Iblsize) 3=109/Mechanical, 2=175/0-9-11 (min. 0-1-8), 4=56/Mechanlcal Max Horz2=98(LC 8) Max Upliit3=-126(LC 8), 2=-160(LC 8) Max Grav3=133(LC 2), 2=206(LC 2), 4=95(LC 3) FORCES (Ib) - Max. Comp.7Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-426/142 BOT CHORD 2-4=-209/455 NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsF hat 2ft; B=70ft; L=35ft; eave--6f ; Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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.Opsf on the bottom chord in all areas where a rectangle 3-" fall by 2.0-0 wide will fit 4) Refer to girder(s)een the chord and my other bars. (s) for truss to truss connections. �Q�``O,V 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1261b uplift at joint 3 and 160 lb uplift al ,,� OP. •,.... , F�� I�, joint 2. ♦ O E N 6)'Semi-rigid pitchbreaks including heels• Member end fixity model was used in the analysis and design of this truss. �: • V� SF• �? �� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N 68182 TF: :*% T OF � i N A1. E�C?��• Tnnn111�� LOAD CASES) St card 1) Regular. Lumbedlncrease=1.25, Plate Increase=1.25 Uniform Loads (p l) Vert: 1-2=-44 Trapezoidal Loads (pit) Vert: 2=0(F=22, 6=22)-to-3=-e6(FFI1. B=-11). 5-0(F=10, 8=10)40-4= 30(F=-5, B=-5) FL Cert. 6634 February 11,2015 ® WdRNINO-Vmfy deign pmmncters rmdRMD NOTIn ON TRfE AND INCLUDED A97BKIWFEREMB PdOR 59174M EEFORE MR Design valid for use oNywllh Welk can cfcm This design hbosed MIYupon paamefens!10m and is for on hrdMcluol building component. ��• Appllaterd oN of of- nor truss �er�p&�mrtp�1 ofgn V Hoglon Ndualwebmem�TsodyyAckilbrx8 temporarapan y bracing toII stabAlhty duMgrconstmcliwl6r the mectoreroi srocardlilly of the ing MiTek' a Aca. Audltonu Uol.storbracingofye ovaon andbrehOleresprnoibilryof arry ridria, DSRFa generalgudong re pones fabdcailat guaiNcanM1ol. storage, delNery. erection arxl bach9• wnvll ANSIRPII tluallry C4teda, DSa-89 and 8C51 Building Component Safery Inlormatbn ovrgo0le lean T. Rate kstilule, 781 N. Lee Street, Win 312. Alexandria. VA 22314. 690,1 Padre East BNd. Tanpa. FL 33610.41 f 5 IfSouttremprne (SP) lumber is specified, the design values are those effective 06/01/2013 byAISC Job I russ I ype 70' CasBon Royale T6829818 M11356 KJB MONO TRUSS 2 1 Job Reference (optional) Truss Inc.. Fat Pierce FI. 34982 Set = 7.350 s Sep 27 2012 Welt Industries, Inc. Wed Feb 11 1024:55 2015 Page 1 ID_kriGCA6bx7)2WHDXFW7ye3KK-NcjgdxAW FDL49XycccXy9AkwX1 BDDJAGOJDhtUzmFes 4-11-9 4-11-9 Scale: I-=1' LOADING(pst) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud TCLL 20.0 Plates Increase 1'25 TC 0.09 Vert(-L) -0.01 4-7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (Id./size) 3=74/Mechanlcal, 2=136/0-9-11 (min. 0-1-8), 4=39/Mechanical Max Horz2=75(LC 8) Max Upllft3= 82(LC 8), 2=-139(LC 8) Max: Grav3=90(LC 2), 2=161(LC 2), 4=70(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-4=97/256 PLATES GRIP MT20 244/190 Weight: 17 lb Fr=O% BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsh, h=12ftp B=70ft; L=35ft; save=6fC Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 tell by 2-0-0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss ti truss others)Oof truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 139 lb uplift at Joint , ���`,,`V N2. ))�� 5 Provide mechanical connection 6) Seml-rigid pitchbreaks including heels' Member end fOdty model was used in the analysis and design of this truss. ����P'a Ci E /� S • <,� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \. lC '•• LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-44 Trapezoidal Loads (pit) Vert: 2=0(F=22, 8=22)-to-3=-55(F=-5, B=-5), 5=0(F=10, B=10)-t0-4=-25(F=-2, B=-2) N 68182 .9 T OF %% FL Cert. 6634 February 11,2015 A WARMIM- Pmfy deign pramnd=e smdN NOTES OMMSMED INCLUDED=MKRBPBRBNC6 PAOBMI-74M BBPOBB flab. Design volld touseonlywith Mflekoonneciors. RJsdesIgnhbasedonlyupon paaneterssMwn. andls for an hdvidud bbddigcanponent. AppkwbBN of dedgn parameters ontl proper yscaporanon of componentis responsbBIN of bsBdsg designer- not Inns designer. Bracing shi Is for Wind ePPW of lntlWLK9 Web members only. Addltionol lempoary Uacng to Insure stability darhg constmctbrs is the respaNb9liN of the erector. Addnonal Mmirronent bracing of this overall structure Is the respo sblilry of Ine bUldrg designer. For genera guidance regarding MiTek' - fabkallon. quality control, storage. dellvery, cool n and UOO9, consult ANSUTPll CuaBty criteria, DSB-e9 and BC51 Building Component ON Pane East BNd. N o5 urlsem Pi e(SP)Ismlatris specified. rise desigsvalues xis I7lsase2 aefecure 0610I/20n byAl5C Tampa. FL 3361"115 jot, I russ russ type Dry Ply 70'Carlon Royale T6828819 1,111356 MV2 VALLEY 1 1 Job Reference (Options) Chambers Truss Inc., Fon Pierce FI. 34982 Two s Sep 27 2012 MRek Industries, Inc. Wed Feb 11 10:24:56 2015 Pegg 1 ID:_ktiGCA6bx7j2Syl HDXFw7ye3KX-soHCgHBBOWTxnhxo9K3BhOG6LRUQymQQczyEE1 Far 3x4 4 4.00 FI2 Scale = 1:6.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.03 Vert(LL) nfa - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n1a - n(a 999 BOLL 0.0 Rep Stress lncr YES WB 0.00 Hoa(TL) -0.00 2 n/a n1a BCDL 10.0 Code FBC20IOfFP12007 (Matrix) Weight: 5lb FT=0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 1=3512-0-0 (min. 0-1-8),2=24/2-0-0 (min. 0-1-8),3=11/2-0-0 (min. 0-1-8) Max Horz 1=21(LC 8) Max Upliftl= 20(LC 8), 2=-30(LC 8) Max Gfav 1=41(LC 2), 2=31(LC 13). 3=22(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. Structure[ wood sheathing directly applied or 2-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=7011; L=359; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 nonconcumenl 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 wlll fit between the bottom chord and any other members. 5)Beming at joint(s) 2 considers parallel to grain value using ANSVrPI l angle to grain formula. Buildng designer should verity capacity .`1T11)))1 if"ll of bearing surface. ,`�� O.V N VF ���0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint % 2. �� , .•'�GEIVS •• ��i� 7) *Semi -rigid pi[chbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ,� �. lC•••• �r N 68182 r T OF AL�0. �% / loll L111v% LOAD CASE(S) Standard FL Cert. 6634 February 11,2015 A WWtIlUyO-Vify d®ignpmn+nsde and R66D M=ON TWS APID 11VCLODBD W7FK RRPBRBNCB PAGB M11.7473 BBPORS 09£ Design valW for use only with Mittel connectors this design 5based only upon paameten shown and b for al hclNdual b Icing component. Applicability of design paametea arxi Diener hcaporailal of component Is resporsbBlty of building designer - not hm designer. nvdn0 sMwn bfmlatwduppcdof BldNklualwebmembeaonly. Atltllibrol lempaary bactrg to 9sae stabllty tluNg coramrclbnb8le respormbAliry of the MiTek• erector. Additional permarenl brocing of line overall structure Is the resportUIIY Of the building designer. For general guidarce regarding foblcafbn quality center, storage. delivery. erecllon and boohg, corwtll ANS117PI1 Quality Criteria, DSB-89 and BC51 Building Component 69U Parka East BNd. setN e5outbem Pine(SP)IIuumbeiisspedfsed theden)MvWu8�ar Bthose2aetfecVve06/01�013byALSC Tampe,FL33610d115 Job Trws truss lype Uty 70' Carhon Royale T6928820 1,111356 MV4 VALLEY 1 1 Job Reference (optional) unalMerc lass Inc., Fon Pierce FI. 34982 3x4 7.350 s Sep 272012 ANTek lnduWiee. Inc. Wear Feb 111024:S62015 Forte ID:_klGCA6bx7j2Sy1 HDXFw7ye3KX-soHCgHB80WT=hXogK3BhOG3KRS6ymOOczyEEo Far LOADING(psf) SPACING 2-0-0 CSI DEFL in (lot) I/defl Ud TCLL 20.0 Plates Increase 1.25 TO 0.22 Vert(LL) n/a - n/a 999 TOOL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 nta n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (Ib/size) 1=9514-0-0 (min. 0-1-8), 3--95/4-0-0 (min. 0-1-8) Max Holz 1=56(LC 8) Max Upliftl=-54(LC 8), 3=-72(LC 8) Max Grant I=109(LC 2), 3=112(LC 13) FORCES (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ME scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 121b FT=O% Structural wood sheathing directly applied or 4-0-0 oc purins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCDL=3.Opsf; h=12fry B=70ft L=35ft; eave--6itl Cat II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 norromcument 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 tell by 2-0-0 wide wlll fit between the bottom chord and any other members. Till I I1(Il/// 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72lb uplift at joint �1 Q� N V /I0. 3. 6 Semi-ri td pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. �OP • • • • • • �<�,�� N 68182 �'. T OF Innllll`` LOAD CASE(S) Standard FL Cert. 666 4 February 11,2015 A WARNING -Vfy doignpmmvlon mrd R&,kD NOI>SSONMIS AI,m INCLODBD HI28KR13PBRFdJC6 PAOB 9III-74M k86PORS UBB Design vold for ree only with MRek connectors. ft design b timed only aWnPQ®netersslwwn. and is for on V9Adual buBWg component. Appilcob0lty of design Ilaamefemald plops Incorporation ofcomponent Is respon'Wiry, ofboffAV desIgner -rlof Inm deslgr .BrocigYawn 6falatmdwpporloflrltlM webmembersonly.AddillondlempororybracingtoBmreYdlOifyduningconitnlclbnbftrerespondbNltyofthe h de town. For MITek' erector. Additional permanent Muchue acing of the overall strfine respOn bhlly of B1e btidne general guidance regarding fabrlcaBorl. quailty control. storage. delNery, erection and bracing. consul ANSI/TPII Ouanty Criteria, DSB-89 and SCSI Building Component 6904 Parke East BN4. Safety INornaxon ava8dde from T. Rate U¢tlide. 781 N. Lee Sft.L Stile 312 Akexandrla. VA 22314. NSoutilem pine(Sp)lrrmberisspatMed.thedesignv uesaredlasc ective G6/01/2013byAfSC Taaea, FL 336104115 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate an joint unless x, y offsets are indicated, Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1T/ldr I For; or 4 x 2 orientation, locate plates 0-1n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION eA 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 <�no (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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 IniMeenths scale) (Drawings not to scale) 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 Southern Pine lumber designations are as follows: SVP represents values as published by AWC In the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. AddlHonal stoblllty bracing for truss system. e.g. diagonal or X-bracing. Is always required. See SCSI. 2, Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. c - 0 3. Never exceed the design loading shown and never U stack materials on Inadequately braced trusses. a- 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 wone at Joint 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 Is a non-structural consideration and is the responslbllffy of truss fabricator. General practice Is to comber for dead load deflection. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev, 02/26/2013 11. Plate type, size, orientation and location dlmenslons 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 of 10 ft. spacing. or less, If no ceiling is Installed unless otherwise noted. 15. Connections not shown are the respomibillty of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green a treated lumber may pare unacceptable environmental, health or performance risks. Consult with projectenglneer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPI 1 Quality Criteria.