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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown City: St Lucie -County - Subdivision: State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 'Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings a With my seal affixed to this sheet, I hereby certify that I am the Truss conforms to 61 GI 5-31.003, section 5 of the Florida Board of Professi an No. Seal# Truss Name Date I T17089636 a 5/17/2019 2 T17089637 at 5/17/2019 3 T17089638 a2 5/17/2019 4 T17089639 a3 5/17/2019 5 T17089640 a4 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 ate 5/17/2019 8 T17089643 atb 5/17/2019 9 T17089644 ate 5/17/2019 10 T17089645 bha 5/17/2019 11 T17089646 gra 5/17/2019 12 T17089647 j2 5/17/2019 13 T17089648 j4 5/17/2019 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021 Florida COA: 6634 IMPORTANT NOTE: The seal on these truss compo that the engineer named is licensed in the judsdictior designs comply with ANSI/rPI 1. These designs are shown (e.g., loads, supports, dimensions, shapes an ch given to MiTek. Any project specific information in customers file reference purpose only, and was not I these designs. Mi rek has not independently verifier parameters or the designs for any particular building. should verify applicability of design parameters and r into the overall building design per ANSI/rPI 1, Chap SCANNED BY St. LlIdernant,, 0 Additional Drawings. Design rtLip ens ins PT one En nee s ule thi' signs is a certification itified and that the upon parameters n codes), which were for MiTek ito account in the preparation of plicability of the design a use, the building designer incorporate these designs REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC o 3 380 �13 T TE OF Or ONA\- E Cad. Thomas A Alban PE No.39380 Mlrek USA Inc. Fl. Cart 6634 6904 Padre East Blvd. Tampa R. 33610 May 17, 2019 1 of 1 Alberti, Thomas Job- Truss Truss Type Oily Ply CARLTON 299 r T17089636 M11412 A SPECIAL 1 1 Jab Reference o tional Ana TIIn. uuae, uw., rvu r,cr U . . r. o.iau b lVidl r i eura mniex inausmes, Inc. rn may v usznwd eula Scale - 1:63.0 Sx8 = 5.12 Ml'18HS= d.00 12 3x6 \\ 4x5 = 4x6 = 4x5 = 3 4 24 255 6 7 26 27 8 3.4 9 23 28 It m w1 2 13 t2 10 11 6 16 d 14 7A MT18H5= 16 15 4x4 = 3x4 = 34 = 3x4 = 5.8 = 2.00 12 4x10 = -19.5.3 - 22fi-20 36-0-099-0.0.020 33180.5-9-3 I 562 9-10-0 i Plate Offsets (X,Y)-- [2:0-0-2 Edge] [4:0-5-4 0-2-8] [6:0-3-0 Edge] [8:0-9-0 0-2-8] [10:0-2-10 Edgel [15:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matnx-MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hom 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-333a/2212, 3-4=-3134/2132, 4-5=3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14= 3307/5216, 12-13=3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-5357785, 5-15=-9757733, 5-14=-1198/1876, 7-14=-851/667,7-13=-962/1695, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12b; 8=59ft; L=36ft; eave=5B; CaL II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 946 lb uplift at joint 2 and 946 lb uplift at joint 10. Thomas A Albani PE No.39360 MTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 Q WARNING. Verltydesignp mrs temmdNEADNOTESONTNISA DMUUUEOMNEKNEFENANCEPAGEMX74nd '.. 1eaaQ015BEFONEUSE Design valid for use oNy with Mgex® connectors. fib design h based only upon parameters shown, and Is for an Intlivldual building component, not 4 a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporote this design Into the overall building design. Bracing Indicated is to bucldhg of MaMtlual truss web and/or chord members only. Addnlonal temporary and bracing Mffek' prevent permanent Is always required for stability and to prevent collapse with possible personal truly and property damage. For general guidance regarding fie fobdoolion, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quad Color% DSB-89 and BCSI Building Component 69N Pala East Blvd. Safety mfomraBonavoilabie from Truss Rate Institute,22 1 e, 218 N. Lee Street Suite 312. Alexontlria VA 4. Tampa, FL M610 Truss Truss Type Oty Ply robl T17089637 412 Al SPECIAL 1 1 �CAALTON299 Job Reference foutionaft Chambers Truss, Inc., I -on Pierce, FL 5x6 = 4.00 12 4 22 8.130 a Mar 11 2018 MiTek 3.8 = 5.6 = 5 23 6 Fri May 17 09:24:43 2019 Page 1 'gCcHYMx78Zbg7_i6bPGuOzFeBI Scale =1:63.0 1��=1 14 13 3.4 II 3x6 = 3x4 = 54 2.00 = Wit = 12 8-fi-0 13.8-0 1&7-4 2: r0 28-9-4 36-0-0 8.60 &2-0 4-1, 4 5-10-12 4-3-4 7-2-12 Plate Offsets (X Y)- (2:0-0-2 Edge] f8:0-2-10 Edgel (13:0.3-0 0.3.01 LOADING (psf) SPACING- 2-" C51. DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 1631b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brecing. WEBS 1Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12). 8=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5E=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2.14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680, BAO-3492/5669 WEBS 3-14=-404/391,4-14=-507/777,4-13=-151/409,5-13=-1376/890, 5-11=-557/1048, 6-11=-949/1449, 7-11=-641/463 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=4.2pst BCDL=3.Opsf; h=12tt; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) -1-0-0 to 2-73, Interior(1) 2-7-3 to 37-0-0 zone;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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This Imes has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint S. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 17,2019 O WARNNG-Ved/ydes/9npa2meteraend REABNGTESON TNISANDNCLUDMM1nEKREFERANCEPAGEM674 .. ta1X32015BEF0REVSE Design valid for use only wim MRek® connecton. lhb design b based ody upon parameters shown, antl 6 for an Indlv"u-' buil0ing component, not a huss system, Betore use, the building designer must verify Me applicablllry of tleslgn parameters antl properly Incomorate this tleslgn Info Ina overall builtling tleslgn. Bracing lntlieatetl is to prevent buckling o/IntlNltlucltruu web antllor chortl members only. AtltlBional temporary antl permanent bracing MiTek' b Plwpys requked for sfobillry antl to prevent collapse with possLI. Personal ayury antl prop., damage. For general gulden.. regartling the fabricaflon, storage, tlelNery, erection and bracing of frusses and frun systems seeAN6U1P1I puplmXyy Cmnlo. DSBd9 and fiC31 WIdY1p Component Spbly mlomiplbMvo".. from 312 6904 Perko East BNtl. Tampa, FL Truss Rate Institute. 21 B N. Lee sheet 6u". Alexcndlo, VA 22314. 33610 Job Truss Truss Type City Ply CARLTON 299 T17089638 M11412 A2 SPECIAL 1 1 Jab Reference o 8onal russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Inc. Fit May 17 09:24:44 2019 5.6 = 3x4 = 516 = 4.00 12 4 5 6 US Scale = 1:63G 1b 14 /xemnnnb— 3x6 = 3x4 II 5xB 4x10 = = 2.00 12 - I I 36-0.08fi 520 22-6200 l 2-0-0 4-3-4 7-2-12 Plate Offsets (X Y)---- [2:0-0-6 Edge] [9;0-2-10 Edael LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or2-2-0ad bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Ho¢ 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3A= 2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOTCHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11— 3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003,7-13=-2219/1408,7-12=-1137/1893,8-12=-628/443 NOTES- 1) Unbalanced mof 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.Opst h=12ft; B=59ft; L=361t; eave=5ft; Cat. II; 6ry C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;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 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 in uplift at joint 2 and 846 In uplift at joint 9. Thomas A, Albani PE NG39380 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING -Ved/y tlesrgn Perameten end READ NOTES ON MIS AND W'CLUDEO MIFEK REFERANCE PAGEMA7M rev, iG'D142,015 BEFORE USE • Design valid for use Only with Mi connectors. This design is based only upon parometers shown, and is far an individual bullaing component not a truss system. Before use. Me building designer must veflfy the appllcablllN of design parameters and property Incorporate Mls design Into ire overall building desgn, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. AadrIonal temporary and permanent bracing Is always required for stability antl to prevent collapse with passible personal nury and property damage. For general guidance regarding Ma fablication, storage, delNery, erection and bracing of frussas and truss systems seeANSVFPII Stuart Criteria. OS349 and BCSI Building Component Safety tnfomlalbrxFvallable from Truss Rate Institute, 218 N. Leo Street, Suite 312, Alexandria, VA 22314. MiTek' Goal Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 • T17089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) I russ, Inc., Yon Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:45 2019 d mF7 4,00 12 5.6 = Sz6 = Scale: 3/16'=1' 3x5 3x4 II 5x6 = 2.00 12 4x10 = - &60 13-8.0 20-2-0 246.0 2B-9.4 36-0-0 &6.0 5-2.0 6-8.0 4.4-0 4-3-4 7-2-12 Plate Offsets (X,Y)-- f2:0-1-2 Edgel 13:0-4-0 0-3-01 17:0-3-0 Edgel f9:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WE 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167 lb FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 ec purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 543=-2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-336215666 WEBS 3-15=0/306, 3-14=-866/626,4-13=.285/671, 5-13=-3791702, 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; Vull65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59R; L=3611t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extsmor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS 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 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 3-6-0 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 verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 8461b uplift at joint 9. Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING- VedilvdelSnperametweendREADNOTESONMSANDMCLGDWM?EKBEFENANCEPAGEMX7=J v.16,ONf0f5GEFOBEDSE Design valid for use only with MiTek® connectors. this design Is bosed only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual truss 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 generol guidance regarding the fabrication, storage, delNe, erection old bracing of trusses and truss systems, seeANS91PI I Quality CMorla, 05111d9 and BCSI Balding Component Safety Infomla6oMvalloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexcridda. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Cry Ply CARLTON 299 M11412 A4 JSZSCIAL 1 1 Job Reference (optional) _'_"___•..._.. ._...._....... r1-0-0 8-8-0 13-8-024-6-0 o.,ou o,.,a, m,o nniexmausmes, Inc. rnm I D:kFmsnDwY419ZhO_nM31c6ylJ9g-FzX09Y1 TKEI KGZ70homJvB 28.9.4 5-2.0 4-4-0 1 66-0 4-3.4 , 4.00 12 axis = 6 3x4 24 25 Sire 3x6 5 Sx6 WB-- T 3x4 4 4 8 a 3x4 1 9 23 n1 2 13 d 14 7xB MT18HS= 12 3 6 II 16 15 3x12 = 3x5 = 3x4 11 5x8 = 2.00 12 it uv:en:na cure rage r 1LbV1NY8oZewVYzFeBF Scale: 3/16'=1' 4xIO = B-e-V 138-0 24-60 - 4.0 I . 43-4 7360 -2520860 12Plate Offsets (X Y)- r2:0-1-2 Edgel [8'0-3-0Edgel [10:0-2-10 Edge] [15:0-2-12 0.3.01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.60 Verl -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl(CT) -1.13 13 >383 240 M778HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS WMd(I_Q 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Itulaze) 2=1386/0-8-0, 10=138610-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10— 846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 1 Row at micipt 7-14 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5.6=2458/1735, 67=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 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=0/315, 3-15=-799/546, 5-14=-344/260, 6-14=-73111202, 7-14=-3120/2048, 7-13=-113011972, 9-13=-559/376 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.Opsh h=1211; B=59N; L=36ft; eave=5ff, Cat. II; Exis C; Encl.. GCpi=0.18; MWFRS (directional) and CH: Exierar(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(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 chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(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 846 lb uplift at joint 2 and 946 lb uplift at joint 10. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- Vedfydesign FaremefersmdREAD NOTES ON TN/SAND INCLUDED MI/EKBEFENANCEPAGEM/4T4T3 rev. 161SYRIVIREFOBE USE Design valid for use only with M9ek't connectors. This design b based only upon parameters shown, and u for an itc Mdual building component, not _ 0it=System. Before use, the building designer must verify the oppllcobllliy of design parameters and properly Incorporate MIS design into the overall bullding design, Bracing Indicatetl is to prevent buckling of Individual truss 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 antl properly damage. For general guidance regarding tits fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1Pll Quality CMsda, OS549 and BCSI Bu1dhB Component Solely mfomiationavoaable from Thus Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, 69M Parke East BNd. Tampa, VA 22314. FL 33610 Job, Thus Truss Type Oiy Ply CARLTON 299 T17089641 M11412 A5 SPECIAL 7 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:47 2019 4.08 12 5x6 = scale=1:61.9 �6 16 15 axlu 3x5 = 3x4 II 5x8 = 4x10 = 2.00 12 ,In 9-6-0 1 5-2-0 '—Z 0 660 4-3-4 7-2-12 Plate Offsets (X Y)— [2:0-1-2 Edge] [8:0-3-0 Edgel [10:0-2-10 Edge] rl5:0-2-12 0-3-01 LOADING (psQ SPACING. 2-" CSI. DEFL, in (too) Vdefl L/d 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 Ver(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2= 846(LC 12), 10=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15_ 1489/2515, 13-14=-3194/5190, 12-13=3510/5666, 10-12= 3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-355/272,6-14=-743/1219,7-14=-3134/2058, 7-13_ 1130/1972, 9-13�-560/375 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=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3,-Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-" to 21-73 zone;C-C for members and forces 8 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 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 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 8461to uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 Q WARNING-Vedfydesf9epanmetersend READNOMSONMSANUINCLUDWMREKREFERANCEPAGEMb7=.x. 1003MO1SSEFOREUSE Design valltl for use only-M Mrek� connectors. this design b baled only upon parameters shown, and Is for an Inddual builtling component, not a buss system. Before use. in builtling designer mustverity me appllcabllllvof tleslgn parameters and properly Incmporcte the design Into me overall builtling tle' n. Br.cing lntlicaetl Bto prevent buc'l" -'l""dualtrussweb an".rc'.'cmembers.nly. Atltlinonal temporary antl pertnananf bracing MiTek' b always r.,u tar stabeity and to prevent collapse wIM possible person.' hJu' antl properly tl.m.ge. For general gultlance regarding Me fobrlcohon, storage, dal'ory er..t.n antl bracing of busses and buss rystems seeAN41pP11 Cuamy CdIMo, Dii., and IICSI auldbp Component 6904 Parke£asI BNtl. Saf.ry WaenatbrxrvoY.bla from Truss Flote InsnMe, 21 B N. lea Sheet suhe 312 Alexondr'a. VA 22314. Tampa, FL W610 Job- Tess pty Ply CARLTON 299T17089642 ATA ��MSST 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:48 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-BJeAaE2jn42VsHooDor _c3p79KOVMSRF171 ZpzFeBD 11-0.0 8-1-1 13.10-2 18-0-0 i 22-1-14 27-10.f5 36-0.0 37-0.0 8-1-1 s-s.1 a-1.1a a-1.14 &0.1 8.1-1 h- o 4.00 F12 5x6 = Scale = 1:61.0 .1 10 14 14 3x8 = 3X4 11 4x6 = 3xB = 3xB = 06 3.4 11 axis 8-1-1 13-70-2 22-1-14 27-10-15 36-0-0 8-1-1 5-9-1 2-1-19 1 5-&1 &1-1 Plate Offsets (X Y)-- f2:0-8-6 0-0-8] f10:0-8-6 0-0-81 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber COL. 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(-L) 0.3414-15 >999 240 Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2X4SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. REACTIONS. (lb/size) 2=1436/0-8-0, 10=143610-8-0 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 shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7= 2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT CHORD 2-17- 1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14- 569/1002,7-14=-299/279, 9-14= 783/581, 9-12=0/271, 6-15=-569/1002, 5-15- 300/279,3-15=-782/581, 3-17=0/271 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.Ops1; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2.7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and foroes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.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 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796111 uplift at joint 2 and 796111 uplift at joint 10. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cad 6034 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING -Ved/ydea/Sn pa.ren end READ NOTES ON THIS AND INCLUDED MnEKREFERANCE PAGE MX74TJ nv. faN,TQe15 BEFORE USE Design valid for use only wifn MITe1` oannectoa. ibis deslgn b Dosed only upon parameters "Down, and Is for on Individual building component, not a floss system. Before use, ma buitling tleslgnermwlva', th applicablliry of design parameters antl propetly Incorporate fhb tleslgnInto Me overall DullOing design. Bracing indicated is to prevent bucNing of lntlNltlual buss web and/or chortl members only. Atltlitlonal temporary and permanent bracing MiTek' e aiways requi ed for siablllN ontl fa prevent collapse with pos4bie personal Injury antl property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN31/IPII Duo CMnlp, 038de and EC31 [iuldhp Component 9abry Iefpan.w.011Ob1eham Tnas PiIt, Imttule. 218 N. Lee Sheet Suite 3,2. Alexandria. VA 22314. Woe Paske East Blvtl. Tampa, FL 33610 Job. Truss Truss Type Oty Ply CARLTON 299 T77089643 M11412 ATB COMMON 1 1 Job Reference (optional) s.rlanuers r mss, rim., rwr nerve, 6.1 au a mar 11 ZOIB MI I eK Industres, Inc. Fn May 17 09:24:49 2019 Style = 1:60.9 4.00 12 5x6 = 3x5 = 3x4 II 3x6 = 6xB = 6xa = 3.6 = 3x4 II 3x5 8.1-1 13-10-2 45-2-021-IM 22,1,14 27.10-15 36.0.0 8-1-1 5-9-1 1-3-14 6-8-0 O- 4 5.9-1 LOADING (pso SPACING- 2-" CS]. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 r TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midi 6-14 REACTIONS. All hearings 0-8-0. (lb) - Max Harz 2=-208(LC 10) Max Uplift All uplift 1001b or less atioint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 250 lb or less at jolnt(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (Ih) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333,5-6=-432/448, 6-7=-272t773, 7-9=-376!/78, 9-10=-334/220 BOT CHORD 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, 9-14=-853/614, 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(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) 100.011c 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Elvd. Tampa FL 33810 Date: May 17,2019 O WARNWG-Ve61ydesl9nperemetenend READNOTES ON THIS AND/NCLUDFDMIrExREFERANCEPAGEMD-74M., 10=0166EFORE USE Design valid for use only with Mirel,19 connectors. This design is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into ire overall buliding design. Bracing indicated is to prevent buckling of lndMdual truss 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 ontl property damage. For general guidance regarding the lubrication, storage. delivery, erection and bracing of frames and hum systema seeANSVMI1 Gualny CmuW. DSB-59 and 6CSt SWtltng Component 6904 Parke Ent Blvd. Sabtylnformalbnwo0able from Truss Plate Institute. 218 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tress Type Diy Ply CARLTON 299 ' T17089644 M11412 ATC COMMON 1 1 Job Reference o tional o. NV a mar I I zu is ml I ex measures, Inc. rn may 1 r uaa4:au zul a rage 1 scale = 1:60.9 4.00 FI2 5x6 = 6 18 16 IS 14 ,. 12 3x5 = 3x4 11 3x6 = 6x8 = 6xB = 3.6 = 3x4 II 3.5 = 8-1-1 111n-2 .15-0.a. 99dd4 999) Y/.1M15 gR.nA 8-1-1 15.9-1 1-3-14 6-11-14 0-0-9 5-8-8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(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 n/a rile BCDL 10.0 Code FBC2017/rP12014 Matni Wind(LL) 0.1518-21 >999 240 Weight 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Ut=length) 14=0-11-5. (lb)- Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less at joint(s) 15 e=epl2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 2501b or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1). 10=399(LC 22), 15=349(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 1239/757, 3-5=-437/333, 5-6=432/448, 6-7=-2727773, 7-9=-376/778, 9-10= 334/220 BOT CHORD 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, 9-14=853/614, 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 1i 21t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-M,. Extedor(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) 100.011a 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opst. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 15 except 01=11b) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Carl 66U 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 Q WARNING- Vedfydesignparamefemand READ NOTES ON MZANOINCLUOEOM1rEKBEFERANCEPAGEMA74M... llktt3¢e15BEFORE USE Design valid for use only with Mi connectors. this design Is based only upon parameters shown, and 6 for on Individual building component not o truss system. Before use, the building designer must verity the oppllcoblilly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss 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 the fabrication, storage, delivery, erection and bracing of nurses and truss systems, seeANSVIPtt Quality Cdtedo. DSO-89 and SCSI Building Component 69M Parke East Blvd. Safely Nfortnptbmvpllabie tom Trust/ Rate InsdMe. 218 N. Lee Street. Suite312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Tress Type Oty Ply CARLTON 299 ' T17089645 M11412 BHA COMMON 1 1 Job Reference a tional unamuers irtur, ma, For, Pierce, rL a.l'Ju 6 Mar 11 2U18 MITek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 I D:kFvmnOwY4192h0_nM3lc6ylJ9g-45uhOc5Dv4VT_UaZ13sj9S ES6mkoR7tOAV5FiBzFeB9 16-00 240-0 i1-0-q 8-0-0 I 12 12-0-0 14-0-0 —15-60 18-00 20-M 1�P75 3'6:0 4-o-2-0-0 I1-6-0o-"2-00 2a-oT2-0o0 )- 1�a 1-1-1 TOP CHORD MUST BE BRACED BY END JACKS, scale: 3/16'=1' ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 5x6 = 7x10 MT18HS 4.00 F12 12 14 16 7x10 8 ' 7 20 ftoliIIo ,n 1f 2 21 22 CJ I' 1' d 28 27 26 25 24 23 3x6 II 4x6 = 6x8 = 6.8 = 3.6 II 3x5 = 3x6 = 3x6 = 8-0-0 [5-6-0 22-10.15 28-0.0 36-0-0 8-0.0 11 7-b15 I FA-t R"h.a Plate Offsets (X Y)-- [2:0-0-2 Edge] [3:0-3-8 Edgel I71:0-3-0 0-3-01 [20:0-3-8 Edaep [2t0-2-8 Edge] [25:03-8 0-3-01 LOADING (psf) SPACING- 2-" CS]. DEFL. in floc) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) -0.14 2831 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 H01z(CT) 0.04 21 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(L-) 0.2028-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudin. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpl 2D-25 2 Rows at 113 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (lb) - Max Hors: 2=-208(LC 6) Max Uplift All uplift 100 It, or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8). 25=-1259(LC 8). 21=-455(LC 8) Max Grav All reactions 250 lb or less at jolnifs) except 2=983(LC 13), 2fi=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473//24, 3-4=213f718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718, 10-11=-213/718, 11-13=-213/718,13-15=-213/718,15-17=-213/718, 17-19=-87/610, 19-20= 87/610,3-5=-199/422, 5-7=-112/391, 7-9= 33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=355/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979/756,3-28=-41911254,3-26=-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: 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Dandling. 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 5831b uplift at joint 2, 15571b uplift at joint 26, 12591b uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries. hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin 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 lb down and 461 lb up at 28-0-0, and 9671b down and 461 lb up at a-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 are noted as front (F) or back (B). Thomas A Albani PE No.39380 MITek USA, Inc. FL Cart 6834 6984 Parke East Blvd. Tampa FL 33010 Data: ESMndard May 17,2019 AWMIONG-Ved/ydesrgn rsmm0...dirlNOTES ONMISANDMCLUDE0MNEKREFERANCEPAGEN7F7470mV 10,022015BEFOREUSE Design valid for use only with Minks connectors. Ws design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated h to prevent bucWing of IndNidual truss web and/or chord members only, Additional temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fob0catlon storage, delivery, erection and bracing of trusses chat truss systems, seeANSVtpll Qua"mlyy Criteria. DO and SCSI buSdhp Component SaNp Inlaenalbrcrvolloble from Thus Plate institute, 218 N. Lee Sheet, Suite 312. Alexandra, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job. Truss Truss Type Cry Ply CARLTON 299 T77089645 M11412 BHA COMMON 1 1 Jab Reference (optional) Chambers 1 ru6S, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6yIJ9g-45uhOc5Dv4VT_UaZ13B9SES6mkoR7t0AV5Fi BzFe89 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill 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) O WARNING-VerKydesl9n PeremefersaDCREADNOTES ON TN/SANDWCLUDEDMNEKNEFERANCEPAGEMX7M.e fMlY101SBEFOBEUSE Design valid for use onywitn MBekS connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, Me building designer must verify tha applicability of design parameters and properly Incorporate this design into the overall build ng design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricationstorage, delivery. erection and bracing of trusses and truss systems, seeANSUD91 Quality Cdfeda. DSB-69 and BCSI Building Component 6904 Palle East BWd. Safety Informalbnavallable from Truss Plate Institute, 218 N. use Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job• Truss Truss Type City Ply CARLTON 299 • T77089646 M11412 GRA HIP 1 1 Job Reference (optional) unambem Iruss, Inc., Fon meroe, FL 6.130 s Mar 11 2U18 MI I ek Industries, Inc. Fn May 17 09:24:53 2019 Page 1 ID:kFmsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhtmd4A1 vAzOAP9goFezFeBB t1-0.0 7-10-0 73-8-0 18-0-0 1 22-4-0 Z& 0 36-0-0 37-0-0 4-0- 7-1a0 5-10.0 4.4-0 4-4-0 5-10-0 7-10-0 -0- Scale = 1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 4;i 3x5 = 3.4 II a. 4.6 = 602 =,_ ao m uo 6x12 = 4x6 = .v 3x4 II 3x5 = LOADING IDS, SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ver(CT) -0.44 12-13 >609 240 M718HS 244/190 BCLL 0.0 ' Rep Stress In NO WB 0.84 Horz(CT) 0.06 8 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (Ib/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Gmv 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (I s) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 34=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13= 2568/1568,4-13=-640/587,5-13=-2900/1855,5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375, 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; 7CDL=4.2psf; BCDL=3.Opsf, h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Its uplift at joint 2, 21071b 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 lb down and 301 lb up at 7-10-0, 103 Its down and 170 lb up at 10-0-12, 103 Its down and 170 Its up at 12-0-12, 103 Ib down and 170 Ib up at 14-0-12, 103 Ib down and 170 Its up at 16-0-12, 103 Its down and 170 lb up at 18-0-12, 103 lb down and 170 Its up at 19-11-4, 1031b down and 170 Its up at 21-11-4, 103 lb down and 170 Ito up at 23-11-4, and 103 lb down and 170 Ib up at 25-11-4, and 1371b down and 301 Its up at 28-2-0 on top chord, and 3401b down and 223 Ib up at 7-10-0, 77 Its down and 1 Its up at 8-0-12, 771b down and 1 lb up at 10-0-12, 77 Its down and 1 lb up at 12-0-12, 77 Its down and 1 Its up at 14-0-12, 77 Its down and 1 lb up at 16-0-12, 77 Ib down and 1 Its up at 18-0-12, 77 Its down and 1 lb up at 19-11-4, 77 lb down and 1 Ib up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 Its down and 1 Its up at 25-114, and 77 lb down and 1 Its up at 27-11-4, and 340 lb down and 223lb up at 28-2-0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,LOAD CASE(S) Standard Thomas A. Nbani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33610 Date: May 17,2019 ®WARNING - Verity design peremelers and READ NOTES ON TII/SANGINCLUDED MREKFEFENANCEPAGEM674Tlrev. leitc02015BEFONEUSE Design valid for use only with Mi sk® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not . truss system. Before use, the building designer must verify the applicability of design parameters and properly lncarporate mis design Into ire overall building design.Seeing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing 1s MOW Is always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the recreation, storage, delivery, erection and bracing of musses and buss systems. seeANSVMIt Quality CdbdG, G511d9 and ICSI Building Component 6904 Palle East Blvd. Safety Infmm.11orxry sHobie from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job. Truss Truss Type Oty Ply CARLTON 299 • T77089648 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Pon Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY419ZhO nM31c6y1J9g-YHS3dy6sgNdKcd9mbmOyhlmd4A1vAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-7= 54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-137(B) 5=-103(B)7=-137(B) 14=-49(B)15=-389(B)10=-389(B) 11=-49(B) 22= 103(B)24=-103(B)26=-103(B)27— 103(B) 28=-103(B)29=-103(B) 31=-103(B)33=-103(8)34=-49(8)35=-49(B) 36=-49(B)37=-49(B)38_ 49(B)39=-49(B)40=-49(B) QWARN/NG-Ver/tyaos1,.,sramet1vs nd READNOT£S ON MMANDMCLUDF MREKREFEHANCEPAGEMX74YJmv. fa23¢0159EFORE USE Design valid for use any wM MrekG connectors. this design Is based only won parameters shown, and is for an Individual bustling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporcra mrs design Into the overall buildingdesign.Bracing Indicated Is to prevent bucklIngofindivIducl truse,vole and/or chord membersody. Additional temporary and permanentbrocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and few systems. WeANSUFF1I QualBy CMnle. D3549 and BCSI Building Companont 69N Parke East Blvd. Sabry Nlomnallonpvallable from Two Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job. Truss Truss Type City Ply CARLTON 299 • T77089647 M11412 J2 MONO TRUSS 8 1 _ Jab Reference (ootionaU Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. FriMay 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419Zh0 nM31c6ylJ9g-OT7RrH7URhIBDnky9UvBEtJwBaWWDKJepaLn4zFeB7 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Val -0.00 7 >999 360 TCDL 7.0 Lumber COL 1.25 BC 0.07 VerI -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Inet YES WB 0.00 Horz(CT) -0.00 3 n(a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 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 Max Hom 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Gray 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 2441190 Weight 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 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.Ops1; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) will 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 31b uplift at joint 4. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNING- Verify oesignparamererean4REAONU7ES ON THLSANGWCLUOEGMn-EKREFERANCEPAGEMIF74nmK 1,2032015BEali USE Design valid for use only with MBe& connectors. This design is based only upon parameters shown, antl Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss 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 d0aymage, For general gul curce regarding the Safety Inrormationava0obie frorm Truss Plate Institute. 2 8 N. lee Street systems to 312 Alexandria,S1VA 22314�� DSB49 and SCSI Bu1Ahp Component Terri FL 33610Nd. Jab Truss Truss Type aY Ply CARLTON 299 • T17089648 M11412 J4 MONO TRUSS e 1 Job Reference (optional) s namdela i roes, inc., an 'lards, r4 a.15u s Man 1 ZUl B MI I ek IndUSIneS, Inc. Fn May 17 U9:24:54 2019 Page 4 ID:kFvnsnO WY419Zh0_nM31c6ylJ9g-OT7RrH7U RhIBDnky9UvBEtJt6eSFvDKJepaLn4zFeB7 3x4 = 4 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud 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 VBn(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=204/0-841, 4=49/Mechanical Max Hom 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Gray 3=91(LC 17). 2=204(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Seale=1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb, FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Intedor(1) 2-7-3 to 3-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3,159 lb uplift at joint 2 and 7lb uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 QWARNING- Vedlydesignparemetenend READNOWS ON MMANDMCLUDEOMDEKFEF ANCEPAGEM&74M.Y. fa=SGISBEFOREUSE Design valid for use only with MRek® connectors. This design 0 based only upon parameters shown. and Is for an Individual budding component, not ��• a truss System. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate Mh design Into the overall bullding design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always feel for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrico9on, storage, delivery, erection and bracing of mrsses and held systems, seeANSVIPII Quality Criteria. DSB-89 and BCSI Building Component 69" Parke Best BW. Safety Dsfoana onavadable from Truss Rate Institute, 218 N. Lee sheet Suite 312. Aleaondrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 • T77089849 M11412 J6 MONO TRUSS B 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fit May 17 09:24:55 2019 Page 1 ID:kFvnsnOwY4I9Zh0_nM31G6ylJ9g-UgZg2d86C?t2m)8iBORn4s2Dzg9egaTsTJvJWzFeB6 -1-o-o 6-0-0 i 1-ao 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mafrix-MP WMd(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(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. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. Stele = 1:14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsb h=121t; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 5-1 OA 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 fora 10.0 psf bottom chord live load nunconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 81b uplift at joint 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Ced 6034 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING- VeNydesSnpeameenendREAONOTESONTN/SMDWCLOOEBMITEKREFERANCEPAGEM74"MKIG�0Y1015BEFOREOSIE Design volld for use only with Mnek®connectors. ibis design B based oNyupon parameters shown, antl b for an IntlNitlucl bulltling component not a truss system. Before use, me buildlnB deegner mustverify the applicoblllly of design Parameters antl propetly Incorporate ibis tleslgn Into me overall 7 building deegn. &acing lntlicafetlhta prevenroucWing of lndtvltlual hussweb antl/or chortl members oNy. Atltliiionol temporary antl permanent bracing MiTek' IS alwaysrequlwd farstabllity antl to prevent collapse with pos9ble persona injury Ontl property damage. For geneiol guidance regartling the fabricai. , storage, delNery, erecilon and bracing of trusses and buss systems, seeANSVIPII pealryy Cdbdp, D39419 wd 9CSI Bu9tlhp COmminent 6904 Parke East Blvd. Sod. Infoimptbinvoiloble from Truu Role Irami 218 N. Lee Street. 6uite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type my Ply CARLTON 299 • T17089650 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 i 0.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109wN64N7pc573SryzFeBS Scale =1:1 T4 Plate Offsets(XY)-- f2:0-3-140-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 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 WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Lode FBC2017/TPI2014 Matdx-MP 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=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) - Male. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 be pudins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exte C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. '5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 2261b uplift at joint 2 and 13lb uplift at joint 4. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 OWARNING-VedlydealgnprrahoorsanEREADNOTES ON TNISAND INCLUDED MMEKREFERANCERAGEMIP74zahe. 10,1XV2015BEFORE USE. Design volld for use oNy with MfreaSconnectors. This design Is based only upon parameters shown, and Is for on individual building component, not ��• a truss system. Before use, the building designer must verify the appiicabiiey of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated a to buckling of indvidual truss web and/or chord members only. Additional temporary and permanent bracing a�A MiTek• prevent Is always required for stabllty end to prevent coliopse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of musses and truss systems, seeANSVIPII Quality CmnW. DSB-89 and SCSI Building Component 6904 Parka East Blvd.fabrication, Safety Infarmutbncructable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job, Truss Truss Type Ory Ply CARLTON 299 • T77089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) cnarri i russ, mc., von rlerce, rL a.lau s Mar 11 2u1 a MI I ek Industnes, Inc. Fn May 17 09:24:56 2019 Pagel ID:kFvnsnOwY419Zh0 nM3lc6y1J9g.ys7CGz8kz17vT5uLGwgJ109PN6PN7pc573SryzFeBS Scale=1:17.2 3x4 = 4 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.24 4-7 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (l ize) 3=184/Mechanioal, 2=342/0-8-0, 4=97/Mechanical Max Ho¢ 2=175(LC 12) Max Uplift 3=170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gmv 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 261le FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 e; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed fora 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 3, 2231b uplift at joint 2 and 13 Ito uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING- VeNtydeaignParamelersendRE DNOTESONMZMDMCLUOEOMNEKBEFEBANCEPAGEMR74]3re 1, 2015BEFONEUSE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and b for an Individual building component, not a buss system. Before use, the building designer must verify the opplicablllty of design parameters and properly Incorporate INs design Into the overall bulltling design. Bracing Indicated a to prevent buckiing of indMduai hussweb 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 the fabrication storage, delivery. erection and bracing of trusses and hum systems, seeANSVB'II Guollly Cti D5849 and BC51 SuldbD Component 6904 PaM1e East Blvd. Safety Informallonavaaable from Truss Plate Insi 218 N. Lee Sheet, Suite 31Z Alenondrlo, VA 22314. Tampa, FL 33610 Job, Tnss Truss Type Orly Ply CARLTON 299 • T77089652 M11412 KJ8 MONO TRUSS 2 1 Job Reference (Optional) Chambers Tuss, Inc., ton tierce, FL 3x4 = 8.130 s Mar l l 2018 MiTek Induatdes, Inc. FriMay 17 09:24:57 2019 ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSwVxOynWn6VflKno00 7-2-7 3-10-5 -2- LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Vdefl Lrd PLATES GRIP TOLL 20.0 Plate Grip 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 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wmd(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=46210-11-5, 5=406IMechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=187(LC 8). 5=-118(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287,3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5tt; 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 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 Its 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) 391b down and 58 Ib up at 2-11-0, 39 lb down and 58 Ib up at 2-11-0, 8lb down and 101 lb up at 5-8-15, 8 lb down and 101 Ib up at 5-8-15, and 42 lb down and 143 Ib up at 8-0-14, and 42 Its down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 Ib down at 5.8-15, and 31 It, 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(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F— 1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B= 25) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 AWARNING -VsfltydeslSapsre rstere4n0RErIONOWSONTNISANDINCLUDED MREKREFENANCEPAGEM/N4M xlaT22msBEFOREUSE Design volld for use onlywith MBek2 connectors. This design Is hosed only upon parameters shown. and Is for an IndMdual building component, not a truss system. Before use. Me building desgner must verly he appllcablllN of design parameters and properly Incorporate INs design Into he overall building design. Bracing Indicated is to prevent bucklhg of Individual huss web antl/or chord members only.. Additional temporary and permanent bracing Is dways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding he MiTek' fabrication, storage, delivery. erection and bracing of fames and truss systems seeANSVrPll Quality CrBs,M, bSB49 and BCS1 Building Component 69N Parke East BNT Safely 6dormationavoilabie from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexonddp, VA 22314. Tampa, FL 33610 Jots JotsM11 Truss Truss Type Oty Ply CARLTON 299 • T17089653 KJAB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 2.83 r12 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 13 3x4 = 6-10-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.20 - Lumber DOL 1.25 BC 0.23 Rep Stress Incr NO WB 0.34 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/si2e) 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. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 list 3x4 6 2x3 It 12 IM Scale=1:19.9 3x4 = 4.2-3 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.06 6-9 >999 240 MT20 244/190 Vert(CT) -0.08 6-9 >999 240 Horz(CT) 0.01 5 n/a n/a Weight: 431b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdi28ni TCDL=4.2psf; BCDL--3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Eby C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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 107 lb uplift at joint 4, 321 Ib 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 Ito down and 58 lb up at 2-11-0, 39 lb down and 581b up at 2-11-0, 8lb down and 101 lb up at 5-8-15, 8 Ito down and 101 Ib up at 5-8-15, and 42 lb down and 1431b up at 8-6-14, and 421b down and 1431b up at 8-6-14 on top chord, and 31 Ib up at 2-11-0. 31 Its up at 2-11-0, 10 lb down and 30 Ito up at 5-8-15, 10 lb down and 30 Ito up at 5-8-15, and 31 Ito down and 14 Its up at 8-6-14, and 31 It, down and 14 lb up at 8-6-14 on bottom chard. 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 +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) l l= 2(F=-1, B=-1) 12=-83(F=42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 WARNING-Varllydes19pparnmaseraeed READ NOTES ON MMAND/NCLUDEDMREKREFERANCEPAGEM674m.re. iDDs4815BEFORE USE Design valid for use only with Mnekslb connectors. This design Is based only upon parameters shown, and a for on Individual bullding component, not ��• a muss system. Before use, the building designer must verity the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is W prevent bucklhg of individual truss 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 the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSVrP11 Quaply CMerla, DS349 and SCSI Building Component 69N Parke East Blvd. Sale Ntam albnovorable from Truss Rate IasSMe. 218 N. We Sheet, State 312, Alexandria, VA 22314 Tampa, FL 33610 Symbols ,a.. Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate joint unless x, y � Z" offsets are Indicated. 6-4-8 dimensions shown In ft-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-in-sixteenths, Apply plates to both sides of truss and fully embedteeth. 1 2 3 1. Additional stability bracing for truss system, e.g. X-bracing, is See BCSI. TOP CHORDS diagonal or always required. 1 0- 71� a-2 c2-1 2. Truss bracing must be designed by an engineer. For 0 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 0n O Z 3.. Never exceed the design loading shown and never Inadequately braced trusses. astack materials on 00 4. Provide copies of this truss design to the bullding For 4 X 2 Orientation, locate c�a caa csa BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested Plates 0-'10 from'outside parties, edge of truss. i 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in, MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. i PLATE SIZE 'PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 4 x 4 width measuredlperpendicular ESR-131 1, ESR-1352, ESR1988 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of The Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In oil respects, equal to or better than that specified. le. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If indicated. Lumber design values are in accordance with ANSIlrPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ff. spacing, or less. If no ceiling Is Installed, unless otherwise noted. BEARING I established by others. I 15, Connections not shown are the responsibility of others. Indicates location where bearings 16. Do truss (supports) occur, 1 Icons vary but © 2012 MITek® All Rights Reserved not cut or alter member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min. size shown is for crushing only. ��e 18. Use of green or treated lumber may y pose unacceptable environmental, health or performance risks. Consul} with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19, Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® Is not sufficient. BCSI: Building Component Safety Information. 20. Design assumes manufacture In accordance with Guide to Good Practicelfor Handling, ' e ANSI/TPI 1 Quality Criteria. ° Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015