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HomeMy WebLinkAboutTRUSS PAPERWORKM!Tek RE: M11412 - CARLTON 299 11:�� Z�_ Site Information: Customer: Wynne Development Corp Project Name: _M1 1412 Lot/Block: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FIL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St. Lucie County General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Cddb-.--FBC2017ITP[2014 -Design Program: MiTek 20/20-8.1 Wind Code: ASCE7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my sea] affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this. index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13708820 a 4/6/1 � 2 T13708821 al 4/6/1 E 3 T13708822 a2 4/6/1 � 4 T13708823 a3 4/6/1 f 5 T13708824 a4 4/6/11 6 T13708825 a5 4/6/11 7 T13708826 ata 4/6/1 f 8 T13708827 Stith 4/6/11 9 T13708828 atc 4/6/11 10 T13708829 bha 4/6/1 f 11 T13708830 gra 4/6/11 12 T13708831 12 4/6/1 f 13 T13708832 14 4/6/11 14 T13708833 j6 416/1 E 15 T13708834 j8 416/1 f 16 T13708835 jaB 4/6/1 E 17 T13708836 kj8 4/6/1 E 18 T13708837 kjaB 4/6/1 E The truss drawing(s) referenced above have been prepared by MiTek USA, hic. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineers Name: Finn, Walter My license renewal.date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) Identified and that the designs comply with ANSVrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTelk has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and.properly incorporate these designs into the overall building design per ANSIfrPl 1, Chapter 2. 13L M C r_ 1 V, r_ t) FEB 12 2019 Perm Lucie County, Permltdina III U11 I J I 1111J'J' eR P I No 2283 STATE OF 411 Al 0 N A Walter R Finn PE No.22839 M[Tek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 April 6,2018 1 of 1 Finn, Walter Job Truss Truss Type City , CARLTON 299 T13708831 Mi 1412 J2 MONO TRUSS 8 �Ply I � Job Reference (optional) Ch bersTruss,1nc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:54 2018 Page 1 ID;kFmsnOwY419ZhO_nM3lc6ylJgg.EfulEE_pl�3S6tHDeCVXaq4AAgxEFQsLr?2qRzTU2R -1-1-0 2-0.0 1-0-0 2-0.0 6 3x4 = Scale � 1:7.8 2-0-0 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (loc) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 �999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017frP12014 MatrIx-MP Wind(LL) 0.00 7 �999 240 Weight: 8 It, FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0,4=22/Mechanical Mauc Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12),4=-3(LC 9) Max Grav 3=40(LC 17), 2=141 (LC 1), 4=31 (LC 3) FORCES. (11c) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.Gpsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M Vida will fit between the bottom chord and any other members. 4) Refer to girdeqs) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 27 lb uplift at joint 3. 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Celt 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: April 6,2018 Truss Truss Type Qty , CARLTON 299 T13708832 J4 MONO TRUSS 8 �Ply Job Reference (optional) unammers I was, Inc., Von Fards, VIL 8.130 a Mar 11 2018 M-iFek Industries, Inc. Fit Apr 6 09:29:56 2018 Page 1 ID:kFmsnOwY419ZhO_nM3lc6ylJ9g-A2OVfa?3pYEnhOl gK3Fzc?vNailigw9o9U9vKzTU2P 3X4 = 4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loo) Well Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 B Rep Stress Mar YES WEI 0.00 Horz(CT) -0.00 3 n/a rita B Code FBC2017/TPI2014 MaMx-MP Wind(LL) 0.02 4-7 �999 240 LUMBER - TOP CHORD Px4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) a--87/Mechanical, 2=204/0-M, 4=49/Mechanical Max Horz 2=1 02(LC 12) Max Uplift 3=-77(LC 12). 2=-1 59(LC 12),4=-7(LC 12) Max Grew 3=91 (LG 17), 2=204(LC 1), 4-67(LC 3) FORCES. (lb) -Max. Coml Ten. -All forces 250 ill or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 Its FT = 20% BRACING- TOPCHORD Stimclural wood sheathing directly applied or 4-0-0 ad puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 ad bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vascll 28mph; TCDL=4.2psf; BCDL=3.Qpsf; hl 2ft; B=5911; L=36ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intel 2-7-3 to 3-10-4 zonl for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60 2) This truss has been designed for a 10.0 psf bottom chord live load normoncurrent 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 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. Wafterls. Finn PE No22839 Mi rek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,A WARNWG-V.Iifyd�dllo�.f...dR�DNOTIRS ON WISANDXCLUDEDM�KP�RANCEPAGEM�74n.�. IGIIJAVISBEFORE USE Design valid for use orgy wIth Mriek8cortnectars This design Is based only upon porannetersshown, and Is for an individual busIdIng component, not a truss system. Before use. Me bull desIgner must venfy Me applicability of dosli parameters and property incorporate fins; design Into Me overall building design, among Indicated Is to prevent buciding of indvidual trure web and/or chord members any. AddItIonal temporary and permanent bracing a always required for stability and to prevent collapse Win possible personal Injury and property darnoge, For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, sawkNi Qual CrIedo. DSB-69 and IICSI Building Component Safety Informallonormilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22114. MiTelc 6904 Pad,e East Blvd. Tampa, R. 33610 Job Truss These Type . Ply CARLTON 299 T13708833 M11412 J6 I MONO TRUSS 8 r � Job Reference (optional) no" 'IenX, rL ts.iju a mar ii zuiu mi I ex inausines, me. rn Apr b uwzv:�, zuib rage I ID:kF�nOwY419ZhCL_nM3lc6ylJgg4EatIGOhmMeJamunmCgCSYhOWfRcDJ1 pDiRmzTU20 Scale . 1:14.3 Sx4 = 4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdef] Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 VerfiLL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(CT) -0.11 4-7 >652 240 B Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a B Code FBC2017/rP[2014 Matnx-MP Wind(LL) 0.11 4-7 >639 240 LIUMBER- TOP CHORD 2X4 SP M 30 SOT CHORD 2x4 SP No.3 REACTIONS. (Itasize) 3=142/Mechanical,2=275/0-M,4=70/Mechani�I Max Horz 2=1 40(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12).4---8(LC 12) Max Grav 3=148(LC 17). 2=275(LC 1). 4=100(LC 3) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (11b) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 to FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vaac1=1 28mph: TCDL=4.2psf: BCDL=3.Opsf; h=12ft: B=59ft; L=36ft; eave--5ft; Cat. 11; E)p C; Encl., GCpi=0.18; Mi (directional) and C-C Exterion(2) -1-0-0 to 2-7-3, lnte6oql) 2-7-3 to 5-10-4 zone:C-C for members and forces 8, MWFRS for reactions shown; 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for Musa to MUSS connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Its uplift at joint 3,192 It, uplift at joint 2 and 8 lb uplift at joint 4. WafterP. Finn PE N*12839 MiTak USA, Inc. Fl. Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 A& WARNWG-Vd1,dadgnammx1ersandRE4D NOTES ON WISANDWCLUDEDM�KREFERANCEPAGEM�74"m� IaW2015BEFORE USE Design vard for use only With MffekO connectors. This design Is based only won parameters shown, and Is for on Individual building component, not a truss system. Before us" Me buildIng designer must verify the applicability of design parameters and properly Incorporate this design hire the Overall buldingdesign. Bracing Indicated Is to prevent buciding of Individual trues web and/or chord members only. Addiflonaltempora�ondpo�onentbrochg WOW 4 always, required for stability and to prevent collapse v4M possible personal Injury and property damage, For general guidance regarding Me folerication. storage, delivery, section and bracing of trusses and truss systems, soeANSVrFI1 Qvumy Crneslo, I)SI-119 and DO] building Component 69M Pa� East Blvd. Safoty liffamnatericnollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandra VA 22314. Tampa. FL 33610 Job a a Tress Type aty ]Tru M1 1412 J8 MONO TRUSS 11 �ply 1 �CARLTON219 - Job Reference (optionall "... ul..' no. "ence, rL 3X4 � 8.130 a Mar 11 2018 MtTek Industries, Inc. Fit Apr 6 09:30:00 2018 Page I ID:kF�nOwY419ZhO�_nM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJmr4?ube2ezvljnSM25zTU2L Scale = 1:17.4 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 LOADING (psQ SPACING- 2-0-0 CS1. DEFIL. in (too) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES IND 0.00 Horz(CT) -0.00 3 n1a rVa BCDL 10.0 Code FBC2017/TP12014 Matnx-MF` Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2X4 SP M 30 REACTIONS. (lb/size) 3=18a/Mechanical,2=348/0-8-0,4=99/MechanicaI Max Hou 2=1 78(LC 12) Max Uplift 3=-174(LC 12). 2=-226(LC 12),4=-13(LC 12) MuGravS=195(LC17).2=348(LCI),4=141(LC3) FORCES. (lb) -Max. CompJMax. Ton. -All forces 250 (to) or less except when she=. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psi; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=Sft; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterlor(2) -1-0-0 to 2-7,3, Interlor(l) 2-7-3 to 7-10-4 zone;C-C for members and forces & Mi for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) * This tress 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 174 to uplift at joint 3. 226 In uplift at joint 2 and 13 lb uplift at joint 4. Waltor P. Finn PE NIS22839 MiTak USA, Inc. FIL Ced 6634 6904 Parke East Blvd. Tampa FIL 33810 Date: April 6,2018 A VVARNWO- Vd1,desf,,,.me..dR�D NOTES ON MSANDNCLUDEDM�KR�MCEPAGEMIP74M��. Ig=sr0I5BEFOREVSE. Design valid for use only with MFekS connectors, This design Is based only upon parameters shown. and IS for M individual burping component not I& a fruits system. Before we, the building designer must verity Me oppicablifir, of design parameters and properly hcorporate, MIS design into the overall building deSgn. Bracing Indicated Is to prevent bucking of Individual trum Web and/or chord members only. Additional tempoicry and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricaflon. storage, delivery, erection and bracing of musses end truss system% seeMSVFPIJ Quality Criteria, DS049 and Ill Building Component Safety Inforrinallonsyclab?e from Tress, Plate Insi 218 N. We Street. Suite 3 1 Z Aoxondria. VA 22314. 690,t Parke East Blvd. Tarripa, FL 33610 Job Truss Truss Type Qly - pl� T13708835 M11412 JAB MONO TRUSS 11 unamoers I russ, me., Fort Pierce, Fl- 30 = 8.130 a Mar 112018 MiTek Industries, Inc. Id Apr 6 09.30:012018 Page 1 ID:kF�nOwY419ZhO�nM3lc6ylJ9g-XCpDid3Ce4t4oBwd7cqBJ2cA7?zcNQ9uyFiBwaXzTU2K Scale = 1:17.2 Plate Offsets (X,Y)-- [2:0-1-14,Edgel LOADING (psQ SPACING- 2-M CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Hom(CT) -0.00 3 n/a nfa BCDL 10.0 Code FBC2017frPI2014 Mat6x-MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT = 20% LUMBER- TOPCHORD 2x4SPM30 BOTCHORD 2X4SPM30 REACTIONS. (lb/size) 3--184/Mechaniml,2=342/0-8-0,4=97/MechanicaI Max Ham 2=175(LC 12) Max Uplift 3---170(LC 12). 2=-223(LC 12),4---13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max� Ten. -All forces 250 (11b) or law except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-M do puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 do bracing. . NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedoa(2) -1-0-0 to 2-7-3. Interion(l) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--I.60 plate grip DOL=1.60 2) This Inuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0pst 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 connection (by others) of truss to bearing plate capable of withstanding 170 11a uplift at joint 3, 223 ta uplift at joint 2 and 13 [b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 6,2018 ,& WARNWO- VeH1yd.V9.X..ta.a.dfiEADNOnFS ON THISANDWCLUDWMWEKREF�CEPAGEMX74".�. 1dVW0l5 BEFORE USE DmIgn valid for use onlywith Mffekg connectors. ThIs design s toosed only upon parameters shown, and Is for on IncMdual building component not a hum system. Before use, the building deslgner must verify the opplicability, of desIgn parameters and properly Incorporate this dmign Into the overall buldlng design. Bracing Indicated Is to prevent bucklIng of Individual truss web and/or chord members only. Additional temporary and permareent bracing WOW Is always rocured for stability and to prevent collapse will posmele personal Injury and property damage. For general guldance regarding the fabrication. storage. delivery, erection and bracing of nuues and hum systems, seeANSVIPIT Qual Criteria. DSB49 and SCSI building Component 6904 Parke East Blvd. Safety Inforninaflorricivoilable ftom Truss Plate Institute. 218 N. Lee Sheet, Sete 312, Admanicam VA 2 2114. Tampa, FL 33610 Job Truss Truss Type City - Ply 299 M11412 KJB MONO TRUSS 2 1 =CARLTON Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.130 a Mar 112018 MiTek Industries, Inc. Fn Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY419ZhO�nM3lc6ylJgg-TOx97J5SAJ7o1 V40EltcOTicPpiDrFFBPIgGfQzTU2] 2x3 11 3M 3x4 7.2.7 3-1 0-5 LOADING pet) SPACING- 2-0-0 CSI. DEF in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 �999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Verl -0.10 6-9 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.35 Horz(CT) 0.01 5 n1a rda BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 Its FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Struictural wood sheathing directly applied or 6-0-0 oc purfins. BOTCHORD Pet SO M 30 BOTCHORD Rigid ceiling directly applied or I 0-M oc bracing. WEBS 2x4 SO No.3 REACTIONS. (lbirsize) 4=90/Mechanical, 2--46210-11-5, 5--406(Mechanical Max Horz 2=178(LG 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-1 18(LC 8) FORCES. Qb) - Mm CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-866/230 BOTCHORD 2-6---234/833, 5-6---2341833 WEBS 3-6=0/287.3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult= 1 65mph (3-second gust) Vasd= 1 28mph; TCDL--4.2psf; BCDL--3.Opsf; h= 1 2ft; B=59ft; L=361t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MW FR S (directional); Lumber DOL= 1.60 plate grip DOL--1.60 2) This truiss has been designed for a 10.0 last bottom chord live load monconcurrent 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 truiss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 It, uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 Is down and 58 lb up at 2-11 -0, 8 Its down and 101 lb up at 5-8-15, 8 Its down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lis down and 143 lb up at 8-6-14 an top chord, and 47 Its down and 28 Its up at 2-11-0, 47 Its down and 28 He up at 2-11-0, 47 Its down at 5-8-15, 47 lb down at 5-8-15, and 31 Its down and 14 lb up at B-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The designufselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4a-54, 5-7=-20 Concentrated Loads (lb) Vert; 1 0=80(F=40, B--40) 1 1=-2(F=-1, B=-l) 112=�83(F=-42, B=-42) 13--14(F=7, B=7) 14=-20(F=-10, B=-I 0) 15=-50(F=-25, B=-25) WafterP. Finn FE No.22839 Itifell USA, Inc. FIL Cart GSU 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 A WMNWG- V,,#ydvs1Bpvrns..fars.ndRE,1Dh0hES ON MISMD171CLUDEVAINMEKAEFERANCE PAGE elle-74M., 1�15 BEFORE USE resign valid for use only with MffekqD connectors. The design Is based only upon parameters shown and If for an individual building component. no a muca system. Before we, Me building designer must verify the applicability of design parameters and properly incorporate, the design into Me ovai!.11 oUldeng design. Bracing Indicated Is to buct,fing of Individual pura web and/or chord members any. Additional temporary ond permanent bracing MiTek prevent Is always required for stabity, and to prevent collapse with posscr personal Injury and property damage. For general guidance regarding the falbreallom storage. delivery, ejection and bracing of muslas and Uuss systems. seeANSVrPll Quo' 49 and BCSI Building Component TI Cifferla. PSO 69o4 Paft East Blvd. Safety Inforimationavolloble from Truss Plate Institute. 218 K Leo Stmet, Suite 312. Nexoncirla. VA 4. T..Pa,FL 33610 Job Truss Truss TY-P. Oty Ply 295 T13708837 M11412 KJAB MONO TRUSS 2 =CARLTON 1 Job Reference (optional) russ, mc., ran vierce, I-L 8.130 a Mar 11 2018 MiTek Industries, Inc. Fit Apr 6 09.30:06 2018 Page 1 ID:kF�snOwY419ZhO_nM3lc6ylJ9g.uzdHmL7KTdVNuyobwAQJ06J6nDlD2bgd5jvhGlzTU2F Scale = 1:19.9 3X4 = 3X4 = 6-10-0 P 4.2-3 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LQ 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.34 Horz(CT) 0.01 5 n/a il BCDL 10.0 Code FBC2017ITP12014 Matflx-MS Weight; 43 to FT = 20% LUMBER- BRACING- TOPCHORD 2x4SPM30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD 2x4SPM30 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc, bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5.5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8),2=-321(LC 8),5---202(LC 5) FORCES. (lb) -Max. Coal Ten. -All forces 250 (1b) or less except when shown. TOPCHORD 2-3=-846/526 BOTCHOAD 2-6=-520/815,5-6---520/815 WEBS 3-6=01268,3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp, C; Encl., GCpi=0.18; MWFFIS (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 norconcurrent with any other live loads. 3) *This truss has been designed for alive 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 tnuss to bearing plate capable of withstanding 107 to uplift at joint 4. 321 lb uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0. 39 lb down and 58 lb up at 2-11-0. 8 Its down and 101 lb up at 5-8-15, 8 lb down and 101 Its up at 5-8-15, and 42 lb down and 143 lb up at M-14, and 42 Is down and 143 Its up at B-6-14 on top chord, and 31 Its up at 2-11-0. 31 1b up at 2-11 -0, 10 Its down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection devIce(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Real Live (balanced): Lumber lncrease�-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=.54, 5.7=-20 Concentrated Loads (11b) Vert: 1 0=80(F=40, B=40) I 1=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=1 4(F=7, B=7) 14=.20(F=-1 0, B=-10) 1 5=-50(F=-25, B=-25) Watter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Park@ East Blvd. Tampa Fl. 33610 Date: April 6,2018 ,& WARNWG-V�lifld.�,.�...f��.dfi�DNOMS ON MWANDWCLUDEDM�KREF�NCEPAGEM�74M�x I�ISBUOREUSE. Dissign valid far use only w[M Weds connectors. This design Is based only upon parameters snown, and Is for an irl buldIng component, not a truss, System, Before use, the buill designer must verity Me cipplicabillty of design parameters and propoily Incorporate this design Into Me overall bUldIngdesign. Bracing Indicated Is to prevent bucl,flng of individual trust web and/or chord members only. Additional temporary and permcnem bracing M!Tek' Is always requIred for stability and to prevent collapse vMrM possale personal Injury and property damage. For general guidance regarding Me foladcation, storage, dellyery, erection and bracing of Musses and nu,s systern& seeAMSVTPII Quality CrIffil DSO-89 and lICSI Building Component Alexandra 6904 Parks East Blvd. Tampa, FIL 33610 Safety [monnationarvallable from Truss Plate turill 218 N. Lee Sneat. Sulto 312, VA 22314. Job Tnuss Truss Type Qty ply CARLTON 299 T13708820 M11412 A SPECIAL 1 Job Peters— (optional) �nasmeBM i rues, inc., 1­011 tnerCe, rL P - -01 V 1 T P4NO 4.00 f1_2 3.6 %\ SX8 4X5 1;�l 6 a Mar I I kUl as Mi I eK Industries. mc. t-n Aar 6 U9:2U:39 2U1 5 Sx1 2 MIT 1 SHS = 4XIS = 4x5 16 15 3X4 36 3A 5�B 2.00[12 4xI0 Scal. = 1:63.0 LOADING (psf) TC1 21 T CDL 7:1 0 B B SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incir YES Code FBC20171TP12014 CSL TC 0.94 BC 0.94 WB 0.91 Matrix -MS DEFIL - Vern(LI-) Vert(CT) Horz(CT) Wind(LL) in (too) Well Ud -0.73 13-14 >595 360 -1.34 13-14 >321 240 0.45 10 n1a n1a 1.01 13-14 >428 240 PLATES MT20 MTI8HS Weight; 161 Us GRIP 244/190 244/190 FT 20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 'Except' TOPCHORD Structural wood sheathing directly applied. 6-8:2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 2-2-0 oo bracing, BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0.10--1386/0-8-0 Max Horz 2=-1 19(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. ([b) - Mak Comp./Max Ten. -All forces 250 (11p) or less except when shown. TOPCHORD 2-3---333812212,3-4---313412132.4-5=-3441/2388,5-7=-5141/3470,7-8=-6766/4392, 8-9=-562913608,9-10=-5945/3856 BOTCHORD 2-16=-1989/3129,15-16=-1777/2918,14-15=-2177/3455,13-14=-3307/5216, 12-13=-330115421, 10-12=,3593/5659 WEBS 3-16=-527/480,4-16---4131669.4-15=-535/7B5.5-15=-975i733,5-14=-I lfiaflu(3, 7-14=-851/667,7-13=-96211695.8-13=-1260/1909.8-12=-45/349.9-12=-319/328 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=5911; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriort(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zori for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 ps! bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANS VTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at=lb) 2=846,10=846. 6 Walter P. Finn FE No.22839 MiTek USA, Inc. FL Cart GGU 9904 Parke East Blvd. Tampa Fl. 33610 Date: April 6,2018 WARNING- VdiYddl.�.�t...dft�DNOMSONM��DWCLUDEDUffEKRE��NCEPAGEN�74M.V. 10VEKV2015BEFOREUSE Design vold for use only with Mffeksla connectors. ThIs design Is based only upon parameters shown, and Is for an IndlMdual bullding component, not a MAS system. Before use, the buldang deegnet must verify Me applicability of design parameters and properly Incorporate ths desIgn Into Me overall buHdlngcle§gn. Bracirg Indicated a to prevent Walking of hdlvidud trus web and/or chord members only. Additional temporary and permanent brocrig wit WOW Is always required for stablIth, and to prevent collapse wIM pceble personal Injury and property damage, For general guldance regardIng the fabrication storage, delivery, erection and brocing of trusses and truss sySterns, Se9ANSIMII Qua" Criteria. DSB-89 and ISCS! Bull Component Safety Informationevolloole from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria. VA T1 4. 69N Parte East BNd. T.Pa. FL 33610 Job Trull Truss Type - CARLTON 299 T13708821 M11412 At SPECIAL 1 r �Ply Job Reference foational) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2016 MiTels Industries, Inc. Fri Apr 6 09:29:40 2018 Page 1 ID:kF�nOwY419ZhO_nM3lc6ylJ9g-ez2S[SplbeD3mypbOiyDzdFas)GxyoLo7gclLFzTU2f 744 4 6-L�l 8 1 _g_0 I-' L 2_1� "00- 16. 5%-; 175 7 Scale m 1:63.0 Bas 3XB 5xS 4.00 [1-2 4 22 5 23 6 9 14 13 3.4 11 3X6 3X4 54 2.00 FIT 4x1O Zz §:6,0 21-_11 21 �14 31&0 Plate Offsets (XY)-- [2:0-0-2,Edgel, [8:0-2-10,Edgel, r113:0-3-C,0-3-01 LOADING (ps!) SPACING- 2-0-0 CS1. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.58 11 �749 360 MT20 244/190 TCDIL 7.0 Lumber DOL 1.25 BC 0.95 VerfiCT) -1.07 11-12 >402 240 MT18HS 2441190 BCLI_ 0.0 Rep Stress Iner YES WB 0.55 Hoa(CT) 0.40 8 We n1a BCDL 10.0 Code FBC2017[TP12014 Malflx-MS Wind(LL) 0.80 11 >541 240 Weight: 163 He FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-2 cc pudins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid calling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (IJ 2=138610-8-0,8=138610-8-0 MaxHorz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8---846(LC 12) FORCES. (11a) - Mass. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3---3356/2159,3A=-3358/2292, 4-5=-279811921,5-6=A83013137,6-7=-535313403, 7-8---596213751 BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666,12-13---2399/3926,11-12=-240013924, 10-11=-3499/5680, 8-10=-349215669 WEBS 3-14=-404/391,4-14=-507[777,4-13=-151/409,5-13=-13761890,5-1 1=-557/1048, 6-11=-a49/1449,7-11=-6411463 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasc1=1 28mph; TCDL=4.2psf; BCDL--3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFFRS (directional) and C-C Exterion(2) -1-0-0 to 2-7-3, Interion(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joinfis) 8 considers parallel to grain value using AN S I/TPI I angle to grain formula. Building designer should verity capacity of bearing surface. 8) Pravido mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except at=lb) 2=846,8=846. Wafterls. Finn PE NoJ2839 MiTilk USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa Fl. 33810 Date: Apfil 6,2018 WARNWG-Varrity design parameters and READ NOTES ON THS AND MCLUDEDAVASKREFERAAICE PAGE Affl-7473nev. fall BEFORE USE Design valid for use only with Mliek0connectorl. This design Is based only upon parameters shown, and Is for an Individual buildIng component. not a truss systearn. Before we, the building designer must verify the appIlcobfity of design parameters and property Incorporaile this dersIgn Into Me Overall buffldIngdesgn. Bracing Indicated Is to prevent bucIdIng of Individual trulawab and/or chord members any. Addlt[onal temporary and permanent bracing Is always real for stablilly and to prevent collo,ose with possIble personal Injury and property damage. For generol guldcrice regarding Me WOW falarbsciflon, storage. all erection and bracing of Imses and truss systern& seeANSVTPI1 Quo Criteria, D311-89 and BCSI Building Component 6904 Parke East Blvd. 21 Waste Infaininallonevallable from Trws Plate Institute. 218 N. Lee Street Suds 312, Alexandria VA 22 14, Tanina, FL 33610 'Uss Type City Ply CARLTON 299 FSPECIAL T1370882,2 JTmss A2 1 Job Reference (optional) .. . �r.` � er'.1 t . .� . . �' I I �. .... ". �' . . 8-6-0 4.00 FIT 5X5 = 4 Scale = 1:63.0 ax4 5.6- 5 6 4x6 D 9 I'h — 6 15 14 7x8 MT18HS 3,ra 3X4 11 W 2.00FI-2 4XIO 0 L1225-0 �W Plate Offsets (X,Y)-- [2:0-0-6,Edgel, [9:0-2-10,Edgel LOADING (pso SPACING- 2-00 CS1. DEFL in (loc) Well Ud U PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 0 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >41 9 D 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 fire 1. n1a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) 0.77 11-12 >564 0 240 Weight: 167 Up FT = 20% LUMBER- BRACING- TOPCHORD 20 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOTCHORD 20 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 orp bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0,9=1386/0-" Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (1b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when she=. TOPCHORD 2-3---335912129,3-4=-2661/1761.4-5=-2445/1690.5-6---3533/2289,6-7=-3698/2365. 7-8--5359/3351, 8-9=-5963/36B3 BOTCHORD 2-15=�1909/3146,14-15=-1909/3146,13-14=-1826/3099,12-13=-301615125. 11-12=,343315679, 9-1 1=-3426/5669 WEBS 3-15=0/295.3-14=-807/566,4�14=-354/620,5-14=-916/581, 5-13=-2611668, 6-13=-588/1003,7-13---2219/1408,7-12=-1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 O� Vult=1 65mph (3-second gust) Vasz=1 28mph; TCDL=4.2pst; BCDL=3.Opsf; h=1 2ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exierfon(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 mne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 to uplift at joint(s) except Ot=lb) 2=846,9=846. Walter Is. Finn FE No.22839 MiTek USA, Inc. FL Cent 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 WARNWO-Vdi�deegn�mmatem�dR�ONOMSONTHISANDINC UDEDWEKRUEF1ANCEPAGEMX74nse&, 101DOV2015SEACREUSE Design vdld for use only with MR&D connectors. This design Is based only upon parameters shown, and a for on IndIvidual building component, not a truss system. Before use, the culidIng deagner must verify the applIcablity of design parameters and properiy Incorporate this design into the overall budidIngdeegn. Brocing Indicated Is to prevent bucW[ng of Individual litaswelp and/or chord members only. Additional temporary and permanent brocing Is always required for sloblilty, and to prevent colicisse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. dellvery. search and bracing ofthsess end truss systems seeANSXMII Quat Criteria. D33-89aund ISCSIlluilding Component Safety tirformationovailable from Truss Rate Institute, 218 N. Lee Shoot, Sults 31Z Alexandre. VA 2 2114. MiTek* 69M Parke East 8W. T.pa, FL 33610 Truss miss Type City - CARLTON 299 T13708823 A3 FSPECIAL 1 �Ply 1 'M P-1-nonce fomflonal) Fort Pierce, FIL 8.130 s Mar 112018 MiTek Industries, Inc. Ffi Apr 6 09:29:42 2018 6 4.00 FIT SX6 5.6 Scale: a/16'=I' 15 3x5 &4 11 SX6 2-00F1­2 410 ZZ LO �o L,2:4 3 '_;2-�O ?�Ll n— .8._ N 1 i: ii N9 i R 10 0 !2 Plate Offsets (X,Y)-- [2:0-1-2,Edqel,[3:0-4-0,0.3-01,[7:0-3-0,Edqel,19:0-2-10,Edge] LOADING (past) SPACING- 2-0-0 CS]. DEFL. in (100) Vdef' Ud PLAT ES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vei -0.57 11-12 76 1 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vei -1.05 11-1 2 .4 10 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.74 Horz(CT) 0.40 9 1 1 BCDL 10.0 Code FBC2017/TP12014 Matrii Wind(LL) 0.78 11-1 2 �551 240 Weight; 167 Ub FT = 20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP Noi REACTIONS. ghtsize) 2=138610-8-0,9--1386/0-8.0 Max Horz 2=1 85(LC 11) Max Uplift 2=-846(LC 12), 9i 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purfins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at 1 6-13 FORCES. (lb) - Mai Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3371/2103.3-4=-263311707,4-5---2803/1850, M=-2968/1899, 6-8---5371/3290, 8-9=-5960/3616 BOTCHORD 2-15=-1886/3159,14-15=-1886/3153,13-14=-1343/2432,12-13=-295815146, 11-12=-3368/5675. 9-11=-3362/5666 WEBS 3-15--0/306,3-14=-866/626.4-13=-285/671, 5-113=�37W(32. 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128i TCDL--4.2psf; BCDL=3.Opsf, Iii B=59ft; L=36ft; ei Cat. 11; Exp C; Encl.. GCpI=0i Mi (directional) and C-C Extei -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-M zoi for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" 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 ANS VTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=Ib) 2=846,9=846. Walter P. Finn PE Noi Willits USA, Inc. FIL Cod 6634 6904 Parke Fast Blvd. Tampa FL 33810 Date: Apdl 6,2018 AWARAii VhHyd&Vn,..oforwrdFEADN0TES ON MIS AND WCLUVEDAfiTFKPEFERAiCEFAaEW7473nn,. lamizaorlisaii USE Design valid for we only .11, Milielf8connectors. Thi Is based only upon poramateri and is for an individual building component, not a nuss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing indicated is to wevent budding of Individual hum web and/or chord members only. Additional temporary and permonent bracing 6 al.oys required for stability and to prevent collapse With possible personal injury and property damage, For general guidance regarding the folbricai storage. delivery. election and bracing of mussas and truss systems. seeANSVTPI1 Quells, Crilarks. Doi and BCSI Bulli Comisoment Safely Informictionavoloble from Truss Fare mostili 218 N. Lee Street Suite 312, Alexandria VA 22314. M!Tek* 6904 Parke East Blvd. Temple, Fl. 33610 Job Trials Truss Type Oty Ply CARLTON 299 T13708824 M11412 A4 � SPECIAL 1 � Job Reference motional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Fit Apr 6 09:29:43 2018 Scale: 3/16'=I' 4.00F12 5X6 = 6 16 15 3xl2 = 3x5 3X4 11 5x8 2. 0 0 F172 4X10 LOADING 1psf) TCLL 20.0 7CDL 7 BCLI_ 0�'. BCDL 10.0 SPACING- 2-0-0 CS] Plate Grip DOL 1.�5 TC' 0.60 Lu BC 0.93 Re, WB 0.95 Co' Matrix -MS DEFL. in Vert(LL) -0.61 Vert(CT) -1.13 Hoa(CT) 0.42 Wind(LL) 0.84 (loc) Well Ud 13 �709 360 13 >383 240 10 Iva Iva 13 >513 240 PLATES MT20 MT18HS Weight: 170 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOTCHORD 2x4l SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc, bracing. WEBS 2x4i SP No.3 WEBS 1 Row at midpt 7-14 OTHERS Px4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-" Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 1 0=-846(LC 12) FORCES. fib) - Max� Cornp.110m. Ten. -All forces 250 (11o) or less except when shown. TOPCHORD 2-3---3361/2183,3-5=-266011831,5-6=-2458/1735,6-7=-2481/1719,7-9---5407/3513, 9-10=-5950/3765 BOTCHORD 2-16=-1931/3146,15-16=-1931/3146,14-15=-1489/2515,13-14=-3185/5191, 12-13=-3510/5666,10-12=�3504/5656 WEBS 3-16--01315. 3-15---799/546, 5-14=-3441260, 6-14=-731/1202.7-14---3120/2048, 7-13--1130/1972, 9-13=-5591376 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=-5ft; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exlerior(2) -1 -0­0 to 2-7-3, Interior(l) 2-7-3 to 1 B-0-0, Exterior(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown: Lumber, DOL=1.60 plate grip DOL=1.60 3) All plates am MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load at 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 111 uplift at joint(s) except at=lb) 2=846,10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Ced C634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING -Vcfifydos1,np�etsrsmdR�DN07Ii ON MiSANDINCLUDWM�KR�FERANCEPAGE�74nmv. 1019212015BEFORE USE Design valid far Use only with Mffekg connectors. FnIs design Is based only Won ocrometers si�own, and is for an IncMdual building component, not a truss system. Before use, the building desIgner must verify Me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IncMdual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' 4 always required for stability and to prevent cologne with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. ereclion and bracing of trusses and russ Warems, seeANSVIPII Quo Criteria. DS349 and BCSI Building Component Safety InIcumatiomovdiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22114. 69" Parke Eas SNd. Tampa, FIL =0 Job Truss Truss Type City Ply CARLTON 299 T13708825 M11412 AS SPECIAL 7 � I Job Reference (optional i =a, me., Fon vierce, 1-1- 8.130 a Mar 112018 M!Tek Industries. Inc. Fit ADr 6 09:29:44 2018 4.00 FIT 5x6 = Scale = 1:61.9 IJ76 6 16 15 4XIU 3x5 3.4 11 Side 2.00 r12 4xI0 i k %6-�l 28.9-4 -1-0 81 1 IN I � ii N2 L11810 481 4­� 1.11-11 Plate Offsets KY— [2:0-1-2,Ednel,rB:0-3-0,Edqel,[10:0-2-10,Edgel,[15:0-2-12.0,M] LOADING (psQ SPACING. 2-0-0 CS1. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 �709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 2441190 BCLI_ 0.0 Rep Stress ]nor YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC20171rPI2014 Matrix -MS Wind(LL) 0.94 13 >513 240 Weight; 170 Us FT = 20% LUMBER- TOPCHORD 2X4SPM30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (lb/sIze) 2=138610-M, 10--1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (11s) -Max Comp.lMax. Ten. - All forces 250 (11 or less except when shown. TOPCHORD 2-3=-3361/2183, 3-5=-2660/i831, 5-6---2450/1730,6-7=-2472/1713,7-9---5407/3513, 9-10=-5950/3764 BOTCHORD 2-16---1931/3146.15-16=-1 931/3146,14-15---148912515,13-14=-3184/5190, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15---7991546, 5-14---355/272, 6-14=-74311219.7-14=-3134/2058, 7-13=-1130/1972. 9-13=-5601375 NOTES- 1) Unbalanced noof 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=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MyVFRS (directional) and C-C Exteflor(2) -"-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Erdefion(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; 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 chard live load nonconcitursent with any other live loads. 5) * This Muss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Us uplift at joint(s) except 01=11s) 2=846,10=846. Walter P. Finn PE No22839 Wrok USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FIL 33610 Data: April 6,2018 A WARNWG- V�dfydcWgnp.MM.Ma.dRUONOMSON THISMDWCLUDEDM�KREFERANCEPAGEM�74m�, latet,2015BEFOREUSE. Design valid for use only with Mriessee comectors, This design is loesed only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, Me building des�gner must verify the applicability of design parameters and properly Incorporate Min design Into Me overall buildIngdesign. Bracing indicated Is to prevent buckling of Individual muss web endlor chord members any. Additional temporary and permanent bracing Is always rewired for colollity, and to prevent collapse with possible earsonal Injury and property damage. For general guidance tegcrding the fabrication, storage, delivery, erection and bracing of trusses and tauss systems. seeANSVrPil Qual Critersks, DSBi and BCSI Building Component Safety Informatiolvrvaefloble from Truss Plate Institute, 218 N. Lee Street. Suite 31 2114. M!Tek* 6904 Parke East Blvd. Tampa, FL 33610 job Truss Type Oty, Ply CARLTON 299 T13708826 M11412 COMMON 7 � Job Reference (optional) Fort Pierce, FL ...... U 1;sU a Mar 11 2UIU MI I OK Inaustnes, Inc. im Apr 6 U9:29:45 2010 vage i ID:kFvmnOwY419ZhOLnM3lc6ylJ9g-?�LM919PAsLtkhYi3FYOggySsYTMd2oXGxJ3OTzTU2a Q 18-0.0 22-1-14 27�190.-11 5 36-0-0 _o__ �1-14 �1-14 4IN-13 Scale - 1:61.0 4. 0 0 [11 _2 5x6 6 17 15 14 12 3x8 3X4 11 4.6 = 3x8 3A = Axe 30 It 3.13 ��610-2 L7�1 010 i A '�15 Plate Offsets (X,Y)— [2:0-8-6,0-0-81, 110:0-8-6,0-0-8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Do PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Verl(ILL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 �730 240 BCLL 0.0 Rep Stress [nor YES WB 0.60 Homz(CT) 0.14 10 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.34 14-15 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-2-15 Do pudins. BOTCHORD 2x4 SP M 3D BOT CHORD Rigid ceiling directly applied or 5-2-0 Do bracing. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0,10--1436/0-8,0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max. Comp./Max Ten. - All forces 250 (lb) or less except when she". TOPCHORD 2-3=-3544/2053,3-5=-2824/1651,5-6=-2817/1766,6-7=-2817/1766,7-9=-282411651, 9-1 0=-3544/2053 BOTCHORD 2-17=-1 81 2t3323, 15-17=-1 81 PJ3323, 14-15---99712104, 12-14=-1 826/3323, 10-12=-1826/3323 WEBS 6-14=-56911002,7-14=-299/279, 9-14=-7831581, 9-12=0/271, 6-15---569/1002, 5-15=-3001279,3-15=-7821581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secand gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zorl for members and forces & MWFRS for reactions shom; Lumber DOL=1.60 plate grip DOL=1.60 3) 1 OO.Olb AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 ps! bottom chord live load nonconcuffent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=796,10--796. WaftarP. Finn FE No.22839 MiTek USA, Inc. FL Carl 68U 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING - VdJydsr1h�..fhsandREAD NOTES ON THSAND INCLUDED AUTIM(RUERANCEPAGEARL7473rov. 14,1031015BEFORE USE Design valid for use only with MffekO connectors, The design Is based only upon parcmaters shown and Is for an Individual building component, not a must system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bufldingdasign. Bracing Indicated Is to prevent bucWhig of MdMdvol trusawelo and/or chord members only. Addifloncl temporary and permanent brocirx; MiTek' Is o1warIs,equired for stability and to prevent collapse with possioe personal IrJury and property damage, For general guidance regarding the fabrication, storage. covert, erection and bracing of trusses and Mac are rn� seeANSIM11 Quality Crilenla. DSII and BCSI ItuldIng Component 69M Parke East Blvd. Safety Inforrinationo,ollclele from Truss Plate Instbute. 218 N. Lee Street, Suite 312, Aexandria, VA 22314. Tampa. FL 33610 job Truss Type Cry - CARLTON 299 T13708827 M11412 COMMON �Ply I � Job Reference (optional) CiT.Ma,,v ".v. c.. F.. rL d.l�u s mar it 2uld mileK industries, Inc. 1­n Apr 0 U9:29:46 201B Pagel i I Scale = 1:60.9 4.00F12 5xG 6 3x5 = 3X4 11 3xs = 6X8 = 6xB = 3X6 = 3X4 11 3X5 = A-1.1 1.1.1n.9 .1 9.9.n II.In-n 99�1.1,s 5-9-1 '1-3-14' 6-8-0 O-S-4T 5 �9-1 8-1-1 1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOIL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n1a n1a BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc; bracing. WEBS 2x4 SP No.3 WEBS 1 Raw at midict 6-14 REACTIONS. All bearings 0-8-0. (Ilb) - Max Horz 2=-208(LC 10) MaxUplift All uplift 100 It, or less at joint(s) 15 except 2=-433(LC 12),14=-866(LC 12). 10=-240(LC 12) MaxGrav All reactions 250 Ile or less atjGint(s) except 2=687(LC 21), 14--1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) - Max:. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1239/757,3-5=-437/333,5-6---4321448. 6-7=-272fT73, 7-9=-3761778, 9-10=-334/220 BOTCHORD 2-18=-587/1178,16-18=.587/1178,12-14=-188/281,10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-l4=-853`6l4,9-12=-l3/307, 6-16=-5011665, 5-16=-3021279, 3-16=-890/616, 3-18=-161332 NOTES- 1) Unbalanced met 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=59ft; L=36ft; eave=5ft; Cat. fl: Exte C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerioh[2) to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exteflor(2) 18-0-0 to 21-7-3 zone;C-C formembere, and forces & MWFRS for reactions shom; LumberDOL--1.60 plate grip, DOL=1.60 3) 1 00.01b AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 fast bottom chord live load riGirtconcurrent 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 15 except Ot=lb) 2=433,14--866,10=240. Walter P. Finn PE ND12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARNNG- V1dIYdasrgne,...nv...dREAD NOTEas ON MIS Amp HVCLUDED anne)(REAERANCEPAGE1141�74Vreir. 1�01SBEFORE USE. Design valid for use any wth Milek'S, connectors. Mis desIgh Is owed only won parameters shown, and Is for an IndivIdual building component, not a inuss system. Before use, the ouldIng designer Must verify Me croplIcalaillty of desIgn parameters and property Incorporate this desIgn Into Me overall building desIgn. Bracing Indicated Is to prevent buckling of IndlMdual Was web and/or chord members only. Additional temporary and permanent broalng MOW Is always required for stablilty, and to prevent collapse with possOble personal Infury and properly damage. For general guidance rogcrdhg Me fabrication, storage. delivery, erection and bracing of trusses and buts; Systems. SceANSVrPIl Quality Cefterlo, DS549 and BCSI Building Component 6904 Parke East Blvd. Safety Informationcivallable from Truss Plate Institute, 218 N. Lee Street, Sum 312. Aexandra, VA 22314. Tampa, FL 33610 Job Truse, Truss Type Ply T13708828 M11412 ATC COMMON 1 �CARLTON299 Job Reference (optional) . .., a"., rUJL ranuts, rL mi 3u a mar i i 2U1 6 MI I eK Industries, Inc. i-n Apr b UU:ZU:4d ZU1 8 Page I 6 4. 0 0 FI _2 5x6 6 Scale = 1:60.9 3.5 = 3x4 11 3X6 = 6A = 6xB = 3X6 = 3X4 11 3X5 = B-1-1 15-In-9 1.9-9.n. 99-1.1A 111, 011m, a-,n 6 F 8.1-1 5-9.1 '1-3-14- 6.11-14 0-6-9 5-8-8 8-1-1 LOADING (psQ SPACING- 2-0­0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 is n/a rife BCDL 10.0 Code FBC2017rrP]2014 Matrix -MS Wind(U-) 0.15 18-21 >999 240 Weight: 172 Ito FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing dirbctly applied or6-O-O oc purlins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 6-14 REACTIONS. All bearings 0-8-0 except at=length) 14=0-1 1-5. (lb) - Max Hont 2=-208(LC 10) MaxUplift All uplift IGO Do or less at joint(s) 15 except 2=-433(LC 12),14=-866(1_G 12), 10=-240(LC 12) MaxGrav All reactions 250 lb or less atioint(s) except 2=687(LC 21).14=1635(LC 1), 10=399(LC 22), 15--349(LC 17) FORCES. (lb) -Max. Corni Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6---4321448. 6-7=-272/773, 7-9=-376f778, 9-10=-334/220 BOTCHORD 2-18=-587/1178,16-18=-587/1178,12-14=-18B/281,10-12=-188/281 WEBS 6-14=-1096/683. 7-14=-3031281, 9-14---8531614,9-12=-13/307. 6-16=-501/665, 5.16=-302/279, 3.16=-890/616,3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf: BCOL--3.Opsf; h=12ft; B--59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=O.l 8; MWFRS (directional) and C-C Exlerior(2) -1 -0-0 to 2-7-3, Inderior(l) 2-7,3 to 18-0-0, Exierior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--l.60 plate grip DOL=1.60 3) IOO.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chart[ live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6­0 tall by 2-0­0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except OWL) 2=433,14=866,10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6SU 6904 Parke East Blvd. Tampa FL 3361 D Date: April 6,2018 WARNXG-V�rpydpaFsm1..afNs.dAE4D NOTES ON MIS AND INCLUDWMff�REFERANCEPAGEM&7473�V. 10,1113&OISSUORELIS15. Deagn ablid for use only with Mffeka) conneciors. ThIs design Is based only won parameters snown, and Is for an Individual buildIng component, not a truss system, Before use, the buildIng designer must verly the apiallcablity, of design parameters and properly Incorporate this desIgn Into the overall buildingdesign. Bracing Indicated Is to prevent buciding of hdivIdual Laid web and/or chord members only. AddItIonal temporary and permanent bracing a always requfred for stability and to prevent collapse with possible persornal Injuy and property damage. For general guidance regarding Me fcaricattan. storage. delivery. erection and brcchg of trumes; and truss systems. seeANSWII Quo Caserta. D3549 and BCSI Building Component Safely Informallareavollablo from Truss Rate amfitute. 216 N. Lee Street, Sulte 31 Z Noxandria, VA 22114, Nil' M!Tek' 61104 Parpe East Blvd. Tampa, R. WGIO Job Truss Trials Type Oty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 � Job Reference (optional) rusis, no., Fort Pierce, Flu 8.130 a Mar 11 2016 MiTek Industries, Inc. Fit Apr 6 09:29:50 2018 Page 1 ID:kF�snOwY419ZhO_nM3lc6ylJgg.MufEPtxlEiUezVaW-p8ZNkfGaZGNIFUHQDlqhgzTU2V 1&" 24-M 2V 4� 5.6-0 20" 0 1 36-0-0 �7V V 48 I 1__ IL 0_0 1 0 V a-" ell 4 M_G 1_6-OU-6t 12N-0 2.- 15 1-1-1 scale�3116'=I' 5.6 12 14 2 t2 3x6 3X6 11 4x6 6xs 6.6 3XG 11 3X5 3.6 = i 29 11k,620 BMN-0 Plate Offsets (X,Y)-- [2:0.0-2,Edqel,[3:0-3-8,Edge],[11:0-3-0,0-3-01,[20:0-3-8,Edgel,121:0-2-8,Edgel,f25:0-3-8,0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.73 Vert(U-) -0.1428-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.2523-34 >619 240 MT18HS 2441190 BCLL 0.0 Rep Stress liner NO WB 0.83 Horz(CT) 0.04 21 n1a Was BCDL 10.0 Code FBC2017[TP12014 Mat6x­MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 b FT = 20% LIUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 4-2-12 ad puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Flows at 113 pts 3-26 REACTIONS. All bearings 0-8-0 except at=length) 25=0-1 1-5. JOINTS 1 Brace at Jt(s): 8, 4,14,16, 18 (11b) - Max Horz 2=-208(LC 6) MaxUplift All uplift 100 Its or less ationt(s) except 2=-583(LC 8), 26=-1557(LC 8). 25---1259(LC 8), 21 =-455(LC 8) MaxGrav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=291 1(LC 13). 25=2457(LC 14), 21 =757(LC 14) FORCES. (lb) - Max� Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3---2242/1142, 20-21=-1473f724,3-4=-213f718, 4-6-213)'718, G-8=-213f718, 8-10=-2131718, 10-11=-2131718,11-13=-2131718,13-15=-213f7l8,l5-17=-213f7l8, 17-19=-87/610,19-20=-871610, 3-5=-199/422,5-7=-112J39I, 7-9=-331344,12-14=0/257, 16-18=-67/301, 18.20=-206/363 BOTCHORD 2-28=-971/2236, 26-28---922/2090, 25-26=-8551521,23-25=-516/1204,21-23=-569/1344 WEBS 8-26---133311008,17-25=-979f756, 3-28=-419/1254,3-26=-323611698, 20-23=-458/1210, 20-25---2385/1201. 9-10=-706/569, 6-7=-307/241,15-16=-462/372,18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-seciand gust) Vasd=128mph;TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t; eave=5ft; Cat. 11; Exic C; Encl.. GCpi=0.18; MWFRS (directional); LumberDOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 583 Ila uplift at joint 2, 1557 Ild uplift at joint 26, 1259 Its uplift at joint 25 and 455 to uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the Puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ild down and 461 lb up at 28-0-0, and 967 111 down and 461 lb up at 8-0-0 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 am noted as front (F) or back (B). Waltorls. Finn PE No.22839 lifiTek USA, Inc. Fl. Ced 6834 69D4 Parke East Blvd. Tampa R. 33610 Date: And B201 8 Hard WARNING - VerflydeargisparemelemandREADNOTESON M�ANDWCLUDWWEKRE�NCEPAGEM�74Mmv. 10,1111v15BUOREUSE Design valid for use only with Mffil connectors. Mile design Is based only upon parameters shown, and Is for an Individual oullding component, not a truss system. Before use, Me building designer must verity Me applicability of design parameters and Properly Incorporate Fins design Into the overall butdIngdeign. Siccing Indicated a to prevent buctling of IridIvIdual trus; web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of ruses and truss Systems, ss0AN3tMII Qual CrItorla, 03349 and BMI Building Component 6904 Parke East Blvd. Safety Inforreationar,allable from Truss Plate Institute, 218 N. We Street, Sana 312, Aoxandria, VA 22114. T.pa, FL 33610 3ob Truss Type Oty, - PI T13708829 M11 412 COMMON 1 rues, Inc., Fort Pieros, FIL 8.130 a Mar 112018 MiTek Industries, Inc. Fn Apr 6 09:29:50 2018 Page 2 ID:kF�snOwY419Zh(D_nM3lc6ylJgg-MufEPt)dE*,UezVaW—p8ZNkfGaZCNIFUHQDlqhgzTU2V LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3---54, 20-22=-54, 28-29---20,23-28---47(F=-27),23-32=-20, 3-12=-126(F=-72),12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641 (F) 23=-641 (F) ,&WARNING NOTES OAfMSMDNCLUDEDU�KRE�RANCEPAGEN�74mmv. 1,11104ts)ISBEFOREUSE. Desfgn valid for we only with Mirek& connectors, This design Is based only upon parameters showrn, and Is for an IndlydVal buildIng component. not a hum System. Before use, the buildiny designer must verify the applicability of design parameters and properly Incorporate this deagn Into the overall buildingdesign. Brocinghdreatedis; a prevent bucWhig of incividuol hum web and/or chard members Only. AddItIonal temporary and Permanent bracing WOW Is always requIred for stability and to prevent collome with possible personal Injury and property damage. For general guidance regarding me ftstudcatIon. storage. delivery erection and bracing of tresses and hum systems. seeANSVrPii Stuart Ciftsda. DS349 and BCSI Building Component Safety Inforrinaffanevolablo from Truss Plate Institute, 218 K Lee Street, Suite 312, Ahsxandr[o, VA 22114. 6904 Par%e East Blvd Tathipa. FL 33610 �ola Truss Truss Type Qly - Ply LT CARLTON 299 T13708830 Mil 412 GRA HIP 1 7 FP" 1 T, J. rale. (optional JobRRforence (optional) 0. IOU b IVIdI 11 dU I. IIIII I 0 Uumevoci Zulu 5xS MTIBHS— 4.00 f 1-2 N4 11 5X8 5XBMT18HS= 3.4 11 Scale = 1:61.9 Us 3X4 11 4X6 = 1.11 6X12 = 46 3.4 11 3xS LOADING 'ps' TCLL 20.0 T11L I I BCLL D�o BCDL 10.0 SPACING- 2-0-0 Plat. Grp DOL 1.25 Lumber DOL 1.25 niep Stress Incr NO Code FBC2017frPI2014 CS1. TC 0.71 BC WI3 Mat DEFIL Vert(LL) Verl(CT) Horz(CT) WIncI(LL) in (loc) Vdefl Ud -0.21 12-13 >999 3160 -0.44 12-13 c,609 240 0.06 8 nta n/a 0.22 10-21 >999 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Siructural wood sheathing directly applied or 3-4-6 oc pudins. BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS I Flow at midpt 3-13.5-13 4-13,6-12:2x6 SP No.2 REACTIONS. (lb/size) 2=39a/O-", 13=3546/0-6-0, B-125210-8-0 Max Hom 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13---2107(LC 8),8=-799(LC 8) Max Grav 2=417(LC 17),13--3546(LC 1), 8--1256(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-369/211, 3-4=-I 158/2051, 4-5=-1 15a/2051, 5-6---2318/1425. 6-7=-231811425, 7-8=-2981/1789 BOTCHORD 2-15=-196/311, 13-15=-201/342,12-13---246/452,10-12=-1588/2818, 8-10=-157a/2786 WEBS 3-15=-1811648.3-13=-256811568,4-13---6401587,5-13---2900/1855,5-12=-1 17212196, 6-12=-611/569,7-12=-55B/375.7-10=-184/651 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=59ft; L=36ft; eave--5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Vill fit between the bottom chord and any other members. 7) Provide mechanical connection (by offers) of truss to bearing plate capable of withstanding 292 It, uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 It, down and 301 Ito up at 7-10-0. 103 Ito down and 170 lb up at 10-0-12, 103 Ila down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 Ito down and 170 lb up at IM-12, 103 It, down and 170 It, up at 18-0-12, 103 to down and 170 lb up at 19-11-4, 103 lb down and 170 It, up at 21-11-4, 103 to down and 170 It, up at 23-11-4, and 103 lb down and 170 It, up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 Ito down and 223 lb up at 7-10-0, 77 lb down and 1 It, up at M-1 2. 77 Ito down and 1 lb up at 10-0-12, 77 lb down and 1 Ito up at 12-0-12, 77 It, down and 1 It, up at 14-0-12, 77 lb down and 1 It, up at 16-0-12, 77 lb down and 1 Ita up at 18-0-12, 77 It, down and 1 Ito up at 19-11-4, 77 Ito down and 1 It, up at 21-11-4, 77 lb down and 1 ga up at 23-11-4, 77 Ito WalterP. Finn PE No12839 down and I lb up at 25-11-4, and 77 Ito down and 1 lb up at 27�1 1-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selecfion of such connection device(s) is the responsibility of others. MITek UK Inc. FL Carl 6OU 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 69114 Parke Fast Blvd. Tampa FL 31610 Date: LOAD CAMS) Rt.md.rd AnAl A OnIQ 30b Truss Type Cry Ply CARLTON 299 T13708830 M11412 HIP 1 � Job Reference (optional) Urfambens I russ, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=-1.25 Uniform Loads (p[l) Vert: 1-3-54, 3-7=-54,7-9=-54,16-19---20 Concentrated Loads (Ite) - - - Vert: 3�-137(B) 5=-103(B) 7=-137(B) 14=4 8.130 a Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:53 2018 Page 2 ID:kF�nOwY419ZhO�_nM3lc6ylJ9g-mTKN1 uzBXdsDqyJ5f)MG_MHm2nBxVb6j6BFUI?zTU2S 103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29=-103(B) A W�NWG - Vd11daWq1;u;w..fmwdRi14D NOTFS ON MISAND MCLUDED UnrliKRU�ANCEPAGEJIUP7427mv. 1,11,1101srVISBEFORE USE Design valid for use only WM MfrekO connectors. This design Is based onlyupon parameters Mown, and Is for an individual bulding Component, not 0 thusS system. Before use. the building designer mustverify the appicalatity of des�gn parameters and properly Incorporate this design Into Me ove'all buildingdesigh. Bracing Indicated Is to prevent buckling of Individual muss web and/or chord members ony. Additional temporary and brocing M!Tek* permanent Is always required for stability and to prevent collapse Win possIble pommel Injury and property damage. For general guidance regarding fire fabrication, storage. delivery, election and bracing of tnuaes and thuss syserim. seeANSVTPII QUGHT Crilleft, 1131149 and BC51 Building Component Satelly Informationavolloble from Truss Plate lnsflWte. 218 N. Lee street, suite 312, Alexandria VA 22 14. 690,t Parke Eas Blvd. Tampa. FIL 334 0 Symbols, PLATE LOCATION AND ORIENTATION 13 " Center plate on joint unless x, y z 4 offsets are indicated. Dimenslons are In ft-In-slxteenths. Apply plates to both sides of truss and fully embed teeth. O-Vig' '�For;4 x 2 orientation, locate rja plates 0-1/ig'from outside edge of truss. This symbol Indicates the required direction of slots in �connector plates. Plate location details available in Mffek 20/20 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 Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if Indicated. BEARING ,Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint ,number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 dimensions shown In ft-In-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1-2 4 0 z: 0 0 Z: 0- U 0 0- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFL CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LErrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1352, ESR1 988 ER-3907, ESP-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. @ 2012 MITek@ All Rights Reserved MITek Engineering Reference Sheet: M11-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Darnage or Personal Injury 1 . Additional stability bracing for truss system, e.g. diagonal or X-braclng, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this twss design to the building designer, erection supervisor, property owner and all other interested parties. 6. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlfflPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIflPI T. B. 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. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or fourths provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no coiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Instoll and food vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance (Isks. Consult with project engineer 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 ANSIPPI I Quality Criteria.