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TRUSS PAPERWORK
'A MiTek® RE: M11439 MANOR71 �� Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11439 Lot/Block: Model: MANOR 71 Address: UNKNOWN _City: ST LUCIE COUNTY Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 SCANNED BY St. brip. muggy General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61Ell 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15168861 a 9/25/2018 2 T15168862 at 9/25/2018 3 T15168863 a2 9/25/2018 4 T15168864 a3 9/25/2018 5 T15168865 a4 9/25/2018 6 T15168866 a5 9/25/2018 7 T15168867 a6 9/25/2018 8 T15168868 a7 9/25/2018 9 T15168869 b 9/25/2018 10 T15168870 bha 9/25/2018 11 T15168871 grb 9/25/2018 12 T15168872 jl 9/25/2018 13 T15168873 i3 9/25/2018 14 T15168874 j5 9/25/2018 15 T15168875 i7 9/25/2018 16 T15168876 kj7 9/25/2018 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. 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 ANSI/rPI 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 these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs Into the overall building design per ANSIrrPI 1, Chapter 2. 1of1 i REVIEWED FOR HOE 1. gi�.0 CG' 9 F� $.� V t.. N 7Y B®CC �pru n rlrp� OU I N % VFW �. GENg*-. '. 68 82 �9 . ATE OF :��/� ."111rt N A%ti%%�� Joe tin Velez PE o.68182 M kUSA,lnc. Cart 6634 69 Parke East vd. Tanana Fl. 33610 25, 201 E A TrussTnua Type , City Ply MANOR 71T15168861 ;_39 A Common 1 1 Job Reference (optional) wamoers I russ, Inc., ran rlerce, rL b.13u s Man 12u1 a Mu ex mausmes, mc. I ue sep Zb ua:bb:bb 4u ib N. d Scale - 1:59.3 4.00 12 44 = 6 3.4 = 3z6 = p8 = 2x3 It 3z4 = 3z4 = 3z4 = 3xe = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.13 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.25 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES We 0.52 Hom(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.1017-20 >999 240 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Hotz 2=-179(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 12 except 2=-470(LC 12), 14=-904(LC 12), 10=-186(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=731(LC 1). 14=1562(LC 1), 12=342(LC 22), 10=266(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5=-1282/878, 5-6=-639/551, 6-7=-2611745, 7-9=-3797723, 9-10=96/254 BOTCHORD 2-17=-797/1413,15-17=-410/878 WEBS 3-17=-316/317, 5-17=333/545,5-15=-572/515, 6-15=-508/854, 6-14=-12027797, 7-14=-269/324, 9-14=-529/449 NOTES- 1) Unbalanced mot 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.Opsh h=15ft; B=71ft; L=35ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-M to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 12 except Ot=lb) 2=470, 14=904, 10=186. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 25,2018 Q WARNWG- Verlrydesi9eparametenand REAONOI OMMSANDINCLUOEOMREKREFFAANCEPAGEMD74MMK 1003V20159EFOREUSE Design valid for use only with MneM connectors. Iris design Is based orly upon parameters shown, and Is for an Individual building component, not a truss system. Before use, fife building designer must verify the oppllcabllity of design parameters and properly Incorporate this 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 Isalways required for stability ondtoprevent collop Wth posslble personal Wry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of leases and truss systems seeANSVWIt Quality Criteria. 015E9 and BC31 Buldhg Component Sabry Informalbmva0oble from Truss Plate InskNle. 218 N. Lee Sheaf, Suite 312 Alexandria, VA 22314. �� MjTek- eaoa Parke Earl Blvd. Tampa, FL 33610 .r Job Thus Truss Type , Oty Ply MANOR 71 T151688fi2 M11439 Al Common 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.M 12 4x5 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:36:58 2018 Scala=1:59.5 I t2 17 .- 15 14 12 3x6 = 2x3 II Axis = 3x8 = 2x3 II 3x6 = kR-E 06 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.72 BC 0.76 W B 0.68 Matrix -MS DEFL. Vail Vert(CT) Horz(CT) Wind(LL) in (lac) Well Ud -0.31 14-15 >999 360 -0.65 14-15 >646 240 0.13 10 n/a Na 0.35 14-15 >999 240 PLATES GRIP MT20 2441190 Weight: 166111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1424/0-8-0.10=1424/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3481/2332,3-5=-2886/2019,5-6=-2886/2123,6-7=-2886/2123,7-9=-2886/2019, 9-10=-0481/2332 BOT CHORD 2-17=-2073/3261, 15-17=-2073/3261, 14-15=-1280/2118, 12-14= 2088/3261, 10-12=-208B/3261 WEBS 6-14=-644/984, 7-14=-252/310, 9-14=-677/504, 6-15=-644/984, 5-15=-252/310, 3-15=-677/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secand gust) Vasd=128mph; TCDLA.2pst BCDL=3.Opsf; h=15fC B=71tt; L=3511; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0,Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOI^7.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at jolm(s) except Qt=lb) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70111 up at 15-0-0, and 75 lb down and 70lb up at 20-M on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-54, 6-1 1=-54,18-21=-20 Concentrated Loads (lb) Vert: 26=-75 27=-75 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 ,&WARNING-VerHyoesr9.P.meeersedREAON01TS ON TNLSANOINCLUOEOMREKHEFERANCEPAGEMl474mJ K 10T120159EFOHE USE. Design valid for use only with Mrel0connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the appllcabllHy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hiury and propeM damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and taus systems seeAN4l/1PI1 feu Criteria. D984119 and 6CSI Balding Component Informatbnovolloble from Toss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 223IA. 6904 Parke Easi Blvd.Safety Temps, FL 33610 Job Truss - Truss Type M11439 A2 Real Special �QtyPly�MANORT15168863 nce (options]) - Chambers Truss, Inc., Fort Pierce, FL 4.00 12 4x5 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:36:59 2018 =aOsPzA?N?xeHyei 11-6bGVx3Km3X913GLkGyUrDM1 Mpx_gmyvGs4FC Scale=1:60.3 11��m 15 14 3x12 = 3x5 = 2x3 11 5x8 = 3xl2 = 2.00 r12 74-15 1 13-7-8 17-60 23-11-12 2fi-9-9 35-0-0 7-7-15 5-71-9 3-in 6-5-12 2-9-13 8-2-7 Plate Offsets (X Y)-- [2:0-1-6 Edge] [8:0-3-0 Edgel [10:0-1-15 Edge] [14:0-2-4 0-2-8] LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Van(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vart(GT) -1.0712-21 >393 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.93 Horz(CT) 0.39 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 12 >527 240 Weight: 162 to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at micipt 7-13 REACTIONS. Ill 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC.10) Max Uplift 2= 825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3317/2151, 3-5=-256211755, 5-6=-2355/1675, 6-7= 2377/1650, 7-9=-5276/3414, 9-10=-5681/3671 BOT CHORD 2-15=-1911/3110, 14-15=-1911/3110, 13-14= 1428f2418, 12-13=-3088/5062, 10-12=-3410/5408 - WEBS 3-15-01302, 3-14=-804/562, 5-13=-357/270, 6-13=-730/1177, 7-13=-3077/1999, 7-12=-1105/1963, 9-12=-403/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops4 h=15ft; B=71ft; L=35ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -1-0-0 to 2-6-0, Intehor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & Ml for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This Imes 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 tit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (jt=lb) 2=825, 10=825. Joaquin Velez PE No.68182 M[Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 OWARNING- Ver/rytleslBnperamervsanEBEAONOTES ON TNISANOWCLUOEOM? KNEFEBANCEPAGEMIF74YJrev. 111113 5BEFORE USE Design valid for use oNyvdih MITek® connectors. This design Is based only upon parameters flown, and 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 tha overall buildingdesign. Bracing Indicated I to prevent buckling of Individual truss web end/or chord members only.Additional temporary and permanent bating M[Tek- isalwaysrequiredforslabllltyandtopreventcollapsewilhpossiblepersonallnluryandpropeMdamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/IP11 Quality CMerto, 03549 and SCSI Building Component 6904 Parke East Blvd. Safety WamraSerlavoilable from Truss Plate Institute, 218 N. Lee Sheet Sulte312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty ply MANOR 71 T751688fi4 M11439 A3 Hip 1 7 Job Reference (optionall Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:00 2018 Scale =1:62.3 4.00 12 4z4 = 4z6 = 6 7 2I� 17 18 3x4 = 2.3 II 5.8 = 3z6 = 3z12 3z5 = 2.00 12 7-7-15 I 13-7-8 17-0.0 18-0-q 23-11-12 I 26-9-9 35-0-0 7-7-15 5-11-9 3.4-8 0- 5-1 2 2-9-03 8-2-7 Plate Offsets (X,Y)-- f2:0-1-6,Edgel, (9:0-3-O,Edoel. (11:0-1-15,Edee1 116:0-2-12,0-3-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) -0.58 13-14 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0613-14 >395 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hom(CT) 0.39 11 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Wind(LL) 0.80 13-14 >626 240 Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc puriins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 8-14 REACTIONS. (Ib/size) 2=134910-8-0, 11=134910-8-0 Max: Hom 2=175(LC 11) Max Uplift 2= 825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp-11i Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3318/2236, 3-5=-2558/1847, 5-6=-2401/1788, 6-7=-2265/1737, 7-8=-2422/1761, 8-10=-5275/3598, 10-11=-5687/3847 BOTCHORD 2-17=-2010/3111, 16-17- 2010/3111, 15-16=-1531/2419, 14-15=-1319/2240, 13-14=-3269/5065, 11-13=-3578/5413 WEBS 3-17=0/304, 3-16=-807/565, 5-15=-320/270, 6-15=-489/605,7-14= 352/592, 8-14=-3047/2096,8-13=-1175/1985,10-13=-408/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=1281 TCDL=4.2pst BCDL=3.Opst hi51t B=71H; L=35N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-6-0. Intedor(1) 2.6-0 to 17-0-0, Exterior(2) 17-0-0 to 18-0-0, Interior(1) 22-11-6 to 36-0-0 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 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) 11 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 100lb uplift at joint(s) except Qt=lb) 2=825, 11=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNWG- Verlrydeslgaparamereraamd RE10NOTESON TNISANUINCLUOEOMREKREPERANCEPAGEMM174MMI.. 1411032arSBEFOREUSE Design valid for use only wlm Mroa connectors. ihb design Is based ody upon parameters shown, and is for an IndMtlual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndMdual muss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stabs and to prevent collapse with possible personal Injury and property dmaasmy. age. Far general guidance regarding me di election and brocing of s and muss, MI4MeM, D3a-09 mId6C51 Buldhg Component Vial` safety mfalmtoallonovolloble from Two Rate Institute. 21e, BNLeSmeet. Suite 312. A1xa�o. VA 33361081vd. Job Truss Truss Type Oty Ply MANOR71 T75168865 M11439 AO Hip 1 1 Jab Reference (optional) unampers I runs, no., ron nerve, rL B.130 s Mar l l 2Ol8 MITex Industne5, InC. I ue Sep 2b uB:af:ul 2ulb Scale=1:62.3 4.00 12 4.8 = 3x4 4.6 5 6 7 Sxfi 2x3 5x13' 8 5xS MT18HS C 4 25 26 3 9 10 24 27 2 13 11 121 °P 01 74 7xe MT10HS= 15 US = d 17 16 3x4 = 3x5 = 24 11 5x8 = 2.00 12 302 = 7-7-75 73.7-8 15-0-0 20-0.0 23-11-12 2fi-9-9 35-0-0 7-7-15 5-H-9 I1-40 5-0.0 3I'll12 ~2-9-13 8-2-7 r Plate O6sets(XY)- [2:0-1-6Edge1 [3:0-1-40-3-O][3:0-0-00-1-121 [6:0-5-40-2-0] [10:0-4-OEdael [11:0-1-i5Edde1 rl6.0-2-40-2-81 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.53 13 >792 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.9913-23 >423 240 MTIBHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.74 Horz(CT) 0.36 11 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matdx-MS Wind(LL) 0.73 13 >575 240 Weight: 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Ho¢ 2=155(LC 11) Max Uplift 2=-825(LC 12), 11=825(LC 12) FORCES. (lb) -Max Comp tMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-4=-3316/2376, 4-5= 2563/1968, 5-6=-2462/1977, 6-7=-2800/2203, 7-8=-294B/2252, 8-9=-5229/3788, 9-11=-5692/4100 BOT CHORD 2-17=-2144/3109, 16-17=-2144/3109, 15-16=-1635/2413, 14-15=-1547/2362, 13-14=-3431/5004, 11-13=-382115419 WEBS 4-17=0/301, 4-16=-806/577, 5-15=-225/264, 6-15= 239/292, 6-14=-4761680, 7-14=-4061661, 8-14= 2564/1843,8-13=-1246/1955,9-13=-463/433 NOTES- 1) Unbalanced mot 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=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-04), Interior(1) 2-6-0 to 15-0-0. Extedor(2) 15-0-0 to 20-", Intedor(1) 24-11-6 to 36-0-0 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 truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designedfor 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 join(s) 11 considers parallel to grain value using ANSVFPI 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 01=1b) 2=825, 11=825. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Data: September 25,2018 Q WARNWG-V4dfydcslgnpemmefersand READNOTESOMMMANDMCLUDOMDEKREFERANCEPAGEM674TJmx. 1093,2015SEFOREUSE Design valid for use oNywlth MRalt® connectors. This design is based only upon parameters shown and is for on Intlividual building component. not a trusssystem. 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 lndMdual truss web and/or chord members only., Additional temporary end 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 truss systems saeAN81/IPII Quality Cmnb. D31-09 and SCSI Building Component 69W Palle East Blvd. Safety Informatbravallable from Truss Plate Institute, 218 N. Lee street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ss Truss Type Ory Ply MANOR71 TAn T75168866 M11439 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL i, 3.6 II 3x6 = 4.00 FIT 4 5 24 8.130 s Mar 11 2018 MiTek 3x4 = 4x5 46 C 625 26 27 7 8 Inc. Tue Sep 25 08:37:02 2018 Scale = 1:61.3 15 14 .-_.... ._.._ - &5 = 2x3 11 5x12 = 3x12 = 2.00 12 ]-7-15 13-7-8 22.0.0 23-11-12 26.9.9 35-0-0 7-]-15 5-11-9 8-4.8 1-11-12 2%-13 8-2-7 Plate Offsets (X,Y)— f2:0-1-6 Edael [4:0-3-0 0-2-8] [10:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -0.9912-21 >426 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.35 10 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.72 12 >58D 240 Weight: 160 lb F7=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 24-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0 Max Ho¢ 2=-136(LC 10) Max Uplift 2= 825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3302/2424, 3-4=-2589/1988, 4-5=-2410/1948, 5-fi=-2430/1959, 6-7=-3580/2713, 7-8=-3728/2795,8-9=-5216/3822, 9-10=-5695/4205 BOT CHORD 2-15=-2188/3094, 14-15=-2188/3094, 13-14=-2124/3102, 12-13=-3448/4977, 10-12=-3922/5422 WEBS 3-15=0/288,3-14=-756/612, 6-14=-953(755, 6-13=-373/685,7-13— 697/994, 8-13= 2051/1540,8-12=-1293/1901,9-12=-474/482,5-14=-381/608 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=15ft; B=71tt; L=35tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtenor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-M. Extenor(2) 13-0-0 to 27-0-9, Intedor(1) 27-0-9 to 36-0-0 zone;C-C for members and forces 8 MW FRS 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 nonconcurreni 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 pamllel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joints) except Ot=lb) 2=825, 10=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING-Ver/lydeNgnpnremefersend REAP NOTES ON THISANOWCLUOEOMfTEKREFERANCEPAGEM674T4mv. 10,93¢e1SSEFORE USE Design valltl for use only with MBek®connectors. fib design b basetl only upon parameters Shown, antl Is for an Intlividual builtling Component, not a fiuss system. Before use, Me builtling tlaslgner must verity the appllceblllly of design paameters and propeey IncoipI me design Into the overall building tleslgn. foreU' ind._ted B to prev.mbuckling of lndivlduai huss web antl/orchord members only. AdtliXonol temporcryantl pe"onentbrocing ��• MiTek' is always required for stabY6y and to prevent collapse wIM posslbie personal inlury antl propeM tlamage. For General guitlane. regartling Me fgbrlcpro. Storage, tlellvery. erection and bracing of trusses and nuns Mfems. seeANSUIPII Du CMMp, 039-09 and aC51 auldhg r omponml Safely mlOrmplbmvoJoble Rom Trues Plot. J."'. 2, 8 N. Lee Sfreet, Stfite 312 Alexontltlo. VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR 71 T75168867 Ml 1439 A6 Hip 1 7 Job Reference (optional) - unamoers i russ, mc., ron rierce, rL 8.130 s Marl I 2018 MiTek l Ue Sep2508:37A32018 Page �1 6 5x8 = 4.00 12 4 3x5 = 5 24 25 3x4 = 5x8 MT18HS = 6 26 7 2� n Scale = 1:61.3 15 14 13 0x4 = 3x6 = 2x3 11 3x4 = 5x8 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.97 WB 0.62 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Well L/d -0.56 11-12 >748 360 -1.0311-21 >408 240 0.36 9 n/a We 0.78 11-12 >542 240 PLATES MT20 MT18HS Weight: 162 lb GRIP 2441190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2= 825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3312/2471, 3-4=-2801/2173, 4-5= 2937/2307, 5-6=-4027/3051, 6-7=-4954/3675, 7-8=-5236/3830,8-9=-5685/4263 BOT CHORD 2-15=-2231/3105, 14-15=-2231/3105, 13-14=-1815/2626, 12-13=-2030/2953, 11-12=-2817/4091, 9-11= 3974/5411 WEBS 3-15=-1/266, 3-14=-613/527, 4-14=-282/373, 4-13=455/612, 5-13= 83W718, 5-12=896/1276,6-12=-675/575,6-11=-670/10D4,8-ll=-440/553, 7-11=-997/1469 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.Opsh h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 11-0-0, Extedor(2) It-" to 28-11-6, Intedor(1) 28-11-6 to 36-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 9 considers parallel to grain value using ANSVfPI 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 1001b uplift at joint(s) except Ot=lb) 2=825, 9=825. Joaquin Vales PE No.63182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Job Truss Truss Type Cry Ply 71 T75168868 M11439 A7 Hip 1 JMANOR 1 Job Reference (Optional) cnamoers i was, mc., ran Maros, M 4.00 F12 4xe = 2.3 \\ 4 d.13U s Mar 11 ZU1d MI I elt mausmes, Inc. I us Jep 2d uu:dr:V4 dul l rage 1 ID:AJiomcsggFaOsPzA?N?xeHyei1l-SY3O_mOvu4n991 Dh3V4OwOIf3go1 L7NeP8n04vyaeVz 19-10-0 26 0.0 I 26.1-4 k 35-0-0 36-0-0 E2.0 6.2-0 2-1-3 6-10-12 -0.0 Scale=1:60.5 2x3 11 3x6 = 3x4 = 418 — 2x3 525 6 7 27 8 9 ld id 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 314 = 9-0-0 aan I 1a.n0 19ao-0 I EVno 3E0.0 Plate Offsets (X,Y)-- [2:0-0-14 Edgel [4:0-54.0-2-0] [8:0-5-4 0-2-01 [10:0-1-2,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.30 Vert(LL) -0.13 12-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 VerI CT) -0.29 12-23 >884 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 12-23 >999 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=-256(LC 12), 15=-933(LC 12), 10=460(LC 12) Max Gmv 2=390(LC 21), 15=1620(LC 1). 10=731(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 355/278, 4-5=-521/823, 5-7=-521/823, 7-8=-646/514, 8-9=-1155/896, 9-10=-1409/1091 BOT CHORD 2-17=-160/325, 14-15=-280/646, 12-14=638/1078, 10-12=938/1311 WEBS 3-17=-396/473,4-17=310/444,4-15=-9421713,5-15=-326/367, 7-15=-1554/1143, 7-14=-128/406, 8-14=-516/399,8-12=-283/444, 9-12=-355/436 Structural wood sheathing directly applied or 5-8-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-15 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=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 9-0-0. Extenor(2) 9-" to 30-11-6, Interior(1) 30-11-6 to 36-0-0 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=256, 15=933, 10=460. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ccrt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Job Truss Truss Type City Ply MANOR 71 T15168869 M11439 B Roof Special 7 1 Job Reference o tional - wamoels I cuss, Inc.. con rlerce, rr. 4.00 f12 SAO = 3.4 II 6 7 3,,5 = 8.130 s Mar 11 2018 MiTek Industnes, InC. 1 ue Sep 25 D8:37:L5 2018 Scale = 1:60.3 9-11-12 17-6-0 19-5-0 23-11-12 26-9-8 29.0-0 35-0.0 I ad l.tp I zee I,-„-n I i Plate Offsets (X Y)-- [2:0-0-14 Edgel [4:0-3-0 Edgel [9:"-O Edgel fl l:0-1-15 Edgel f 14:0-4-00-3-41 LOADING (fast) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(ILL) -0.55 13 >764 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0213-24 >412 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.38 11 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.76 13 >556 240 Weight: 173 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 7-15:2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2= 825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3345/2225, 3-5=.2959/1946, 5-6=-2099/1519, 6-7=-2745/1985, 7-8=-2791/1918, 8-10=-5241/3361, 10-11=-5691/3687 BOT CHORD 2-18=-1995/3150, 16-18=-1479/2456, 7-14=-206/271, 13-14=-3019/5016, 11-13=-3425/5418 WEBS 3-18=-474/463, 5-18=-238/563, 5-16=-705/569, 6-16=-413/224, 10-13=-463/431, 8-13>1109/1943,8-14=-2684/1670, 14-16--1136/2094,6-14=-1261/1888 Structural wood sheathing directly applied or 2-6-9 cc pudins. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt B-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l65mph (3-second gust) Vasd=l2Bmph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Fxp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 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 pet bottom chord live load nonconcurrenl 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) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Us uplift at joint(s) except (jt=lb) 2=825, 11=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 QWARNING-Verity design parameters and READ NOTES ONMWANDWCLUDEDMR KREFERANCEPAGEMD74mrsx.. ltW312015BEFGREUSE DerlBn valid for use only with MOek® connectors. This design Is hosed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bulltling design.. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always mculred for stablllN and to prevent collapse with possible personal Nlury and property damage. For general guidance regarding me fabrication. storage. delivery. erection and bracing of tresses and inks systems eeeANSVIPII Quails, Cmedo, DSB49 and 3=1 Buldhp Component 69N Parke East Glint. Sobry Nformolbmvollable from Truss Plate Inslitute. 218 N. Lee Steel, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply MANO1171 T75768870 M11439 BHA Hip Girder 1 1 _ Jab Reference (optional) Chambers Irons, Inc., Fort 1`19rae, FL 8.130 s Mar 11 2018 MiTek Illumines, Inc. I ue Sep Zb ub:af:uf Zulu rage 1 ID:AJiomcsggFaOsPZA?N?nHyei71-17kW COQOB?9kOUyGkdejX2N?n11RXRb5560hhEya8Vw 3Sa 22-9-0 tUq 3-10.10 ]-0U 960 11b_0 1��3�p � 15d-0 17SU 19%a 21� 22+-0 a3lrp 25EU 28LO 31-1-2 3540 pe4p F1-0�0 a-10-1a a1-z �zo-0 aoo bsd Meal 20-0 zoo zoo z zo-0310-14 h-oo a9-0 Scale = 164.8 4.00 12 NAILED NAILED NAILED 3x6 G 44 10 Special 438 4xB —42 4 6 — 3 9 41 ni 2 A a 34 53 54 33 55 Special NAILED 7x8 = 3x6 = NAILED NAILED TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 46 46 NAILED NAILED93x6NAIL h471645 49 21 NAILED 2,00 B ILE NAIL t6ILE 20 254x8 51 52 56 32 57 5B 59 31 30 60 61 29 NAILED NAILED 3x6 = NAILED 3x5 = NAILED axle =NAILED NAILED 284 3-10.10 24W I25-0I274-0 2T-11,7 1--1-z]-09 1 13z<o 6-7-1 112 ~3o-0 jas"-7 n n-3 3x4 = Plate Offsets (X,Y)-- [2:0-0-2 Edgel [3:0-2-4 0-2-O]T75:0-2-12 0-3-81 [26:0-7-4 0-2-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ver(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Hom(CT) 0.08 31 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 *Except' 1 Row at micipt 3-9 20-31,26-29:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at mil 9-32, 15-31, 26-31 JOINTS 1 Brace at JI(s): 9, 15, 20, 13 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-1087(LC 8), 27=-279(LC 25), 31=-2164(LC 8), 29=-245(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=1443(LC 1), 27=323(LC 14). 31=3029(LC 1), 29=550(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3649/2731, 3-4=-363/201, 4-8=-294/149, 8-10=$12/196, 10-12=-312/244, 12-14=-274/247, 3-5=-3015/2291, 5-7=-3016/2292,7-9=-3016/2292, 9-11=-861/637, 11-13=-861/637,13-15= 861/637,15-17=-1507/2247,17-18=-1507/2247, 18-20=-1507/2247,20-22=-1507/2247,22-24=-1507/2247,.24-26=-1513/2254, 14-16=-282/255,16-19=-321/248,19-21=-288/178,21-25=-296/145, 25-26=-3221143, 26-27=-472(701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-03=-2184/3241, 31-32=-544/1121, 2M1=-593/476, 27-29=-599/492 WEBS 9-33=-142/449, 9-32= 2348/1799,15-32=-756/1254,15-31=-3513/2423, 20-31=-519/518, 3-34=-470/647, 26-29=-310/237, 2Ml= 1576/1233, 3-33=-114/270, 18-19=-323/320; 7-8=-352/336 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15f1; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4). Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. Joaquin Velez PE Nb.68182 9 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. MiTek USA, Inc. FL Cent 6634 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd. Tampa FL 33610 will tit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 1087 lb uplift at joint 2, 279 lb uplift at GRntP.rnher 252018 joint'27, 2154 lb uplift at joint 31 and 2451b Uplift at joint 29 Q WARNING- VerifydeV9npmmefersentl READNOTES ON TNISANDINCLUDWMREKREFERANCEPAGEM674Mmr nVeliVISBEFORE USE. Design valid for use only with MBeM connectors. This design Is based only upon parameters shown and k for an Indivldual building component, not ��- a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated is to prevent buckling of lndlNdual hum web and/or chord members only. Addiflonaltemporaryondpermonentbrocing 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 hum systems. weANSV1PI1 GualM8yy Cdi DSB4 9 and IICSI Building Component 6904 Parke East Blvd. Sabty InfounalbwPl railable I Truss ate Institute. 218 N. Lee Sheet, Suite312 Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gry Ply MANOR 71 TI5168870 M11439 BHA Hip Girder 1 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:07 2018 Page 2 NOTES- D:AJiomcsggFaOSPzA?N?xeHyeil 147kW wGOB?9kOUyGkdejX2N?nl I RXRb5560hhEya8Vw 11) 'NAILED' indicates 3-1Od (0.148'K3') or 3-12d (0.148')3.25') toenails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 3281b up at 7-0-0 on top chord, and 4021b down and 504 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28= 54, 35-38=-20 Concentrated Loads (lb) Vert: 34=-402(F)41=-146(F)42=-11l(F)43=-111(F)44= 111(F)45=-111(F) 46=-111(F)47=-11 l(F) 48=-11 l(F) 49=-111(F) 50= 111(F) 51=-111(F) 52=-111(F) 53=-68(F) 54=-68(F) 55=-68(F) 56=-68(F) 57=-68(F)58=-68(F) 59=-68(F) 60=-68(F) 61=-68(F) ,&WARNING- Vedrydeslgnpsremeles.dREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX74M ev. 14N320ls BEFORE USE. Design valid for use only with MTekg> connectors. This design is based only upon parameters shown and is for on indNltlual building component, not �■' a truss system. Before use, the building designer must verify the 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 properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVIP11 CUWtly CdMlb, DS549 and BCSI Buldhp Component 6904 Parke East Blvd. Safety Infolmafic we lcble from Truss Plate Institute. 218 N. Lee Shoat Suite 312, Mesantlno, VA 22314. Tampa, FL 33610 Job Truss Tess Type Oty Ply MANOR 71 T15166871 M11439 GRB HIP GIRDER 1 1 Jab Reference foationall cnamoers I russ, Inc., I -on Header I-L 8.130 s Mar 112018 MiTek Industries, Inc. Too Sep 25 08:37:09 2018 Page 1 ID:AJiomcsggFaOsPzA7N7xeHyeil l-pW sH1 US2icPSGo6f2gBCTSLV rM171NOZOVN7yasVu "I. 3.10.14 7-0.0 10-4.0 13-&0 18-5-15 23-2-1 28-0-0 31-1-2 35.0.0 3fi-0-0 y-POT 3-1044 1 3-1-2 3.4-0 3-4A 4-9d5 4-&3 4.415 -� 3-0-2 3-10-14 �d Scale =1:60.3 NAILED 5xl2 MT18HS= NAILED NAILED NAILED NAILED NAILED Special 4.00 12 Special NAILED NAILED 2x3 II 3x6 = 3x8 = NAILED 3x4 = NAILED 5x6 3 23 24 25426 27 5 28 296 30 31 32 7 33 34 8 NI 16 35 36 15 37 74 38 39 4013 41 42 12 43 44 11 3x4 = 2x3 11 NAILED 3x6 = 5x12 = NAILED 3x5 = 5x8 MT18HS = NAILED 6x8 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 1 3-10.14 7-0-0 10-4-0 I I&e-0 1 1&5-15 23-2-1 28-0-0 f 37-1-2 35-0-0 i a.mee Plate Offsets(X,Y)-- f3:0-9-00-2-8116:0-3-80-1-81 (11:0-3-BO-3-01114:0-3-80-3-01 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (fee) Well L/d -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 11-13 >751 360 MT20 2441190 TCDL 7.0 Lumber DOL. 1.25 BC 0.98 Vert(CT) -0.7611-13 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.08 9 n1a rJa BCDL 10.0 Code FBC20177rP12014 Mobil Wind(LL) 0.3711-13 >696 240 Weight: 155 lb Fr=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=504/0-8-0, 14=3752/0-8-0, 9=1326/0-8A Max Harz 2=78(LC 7) Max Uplift 2= 652(LC 8), 14=-284O(LC 8), 9=d 012(LC 8) Max Grav 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 1 Row at midpt 6-14, 3-14 FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-778/990; 3-4=-151312146, 4-6= 1513/2146, 6-7=-1267f775, 7-8=-3171/2427, 8-9=-3362/2486 BOT CHORD 2-16=-8367704, 14-16= 8767744, 13-14=-612/l267,11-13=-1937/2770, 9-11= 2245/3137 WEBS 3.16= 646(742,4-14=-772/685,6-14=-3794/2549,6-13=-671/1191,7-13=-1685/1485, 7-11=-370/570,8-11=-323/635, 3-14=-3037/2708 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=15ft; B=711b L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); parch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6521b uplift at joint 2, 2840 lb uplift at joint 14 and 1012lb uplift at joint 9. 8)'NAILED' indicates 3-1 Od (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 193 lb down and 316 lb up at 7-0-0, and 193 Ib down and 316lb up at 28-0-0 on top chord, and 402 Ib down and 419lb up at 7-0-0, and 402 lb down and 504 Ib up at 27-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-8=-54, 8-10=-54, 17-20=-20 Joaquin Valaz PE No.60102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNNG-Vedlydeegnparemetenand READNOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMD-747arev. lvtulso SBEPDRE USE Design valid for use only with Mrek® ConneCtors. This design Is based only upon parameters shown, and Is for an Indfi dual building component, not ��- a huss system. Before use, the building designer must verify the oppllcclA ty of design parameters and property Incorporate this design Into the overall building tleslgn. Bradng 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 trusses and truss systems. seeANSVIPl1 CuMlsr CrSeda. 035419 and BCSI aulding Component 6904 Parke East Blvd. Safety IOformationavolable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexantlea. VA 2231A. Tampa, FL 33610 Job Truss Truss Type OtY Ply MAN0R71 T75168871 M11439 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Tue Sep 25 08:37:09 2018 Page 2 ID:AJiomcsggFaOSPZA7N7zaHyeill-pWsH1 US2icPSGu6fr2gBCTSLVrMl71N0Z0Vrl7yaBVu LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-146(B) 8=-146(B)16=-402(B) ll=-402(B) 23=-111 (B) 24=-111(B) 25=-111(B) 27=-1 1 l(B) 28=-1 1 1(B) 29= 111(B) 30=-111(B) 32=111(B) 33=-111(B) 34=-111(B) 35=-68(B)36=-68(B) 37=-68(B) 38=-68(B) 39=-6%B) 40=-68(B)41=-68(B)42=-68(B)43=-68(B) 44= 68(B) ,&WARNING-Veilty Ees1S,, a .MnsonOREADNOTE50N MSANDMCLUDWMffE REFERANCEPAGEM674M.re.. tatD9R0f5BEFORE USE valld for use only with Mfrek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not wit a hum system. Before use, Me building designer must verity the opplicobllity of design parameters and properly Incorporate this design Into the overall bulltling design. Brocing Indicated B to prevent buching of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recurred for stabllity and to prevent collapse with posvbis personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of imsses and truss systems. seeANSU1P11 CuaOy Cdbda, D5549 and BCM Building Component 6904 Parke East Blvd. Safety Infaunotionovollobie from Truss Plate Institute. 218 N. Lee Sheet. Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Thus Tmss Type Oty Ply T75168872 M11439 J1 JACK -OPEN 8 1 �MANOR71 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:09 2o1B Page 1 ID:AJiomwggFaOsPzA?N?xeHyeill.pWsH1 US2icPSGo6f2gBCTSKnrbH?WtOZOVN7ya8Vu 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ven(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(L-) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:6.1 PLATES GRIP MT20 2441190 Weight: 5 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of MISS to beading plate capable of withstanding 4lb uplift at joint 3 and 140111 uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6934 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING -VenIydeafgnpammetenand READ NOTES ON TNISAND&CLUDWWFXREFERANCEPAGEMB74Tdmv. 1M 015BEFORE USE Wit valid for use only with M,TalcO connectors. This design a based only upon parameters shown and Is for an Individual building component not a hum system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the Overall building design. Bracing Indicated B to prevent buckling of Individual hum 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 storage, delivery, erection and bracing of nurses and hues systems seeANSVD'II Cually Criteria, 03549 and BC518uilding Component Safety Womsatbrnvalloble from Truss Rate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd.fabrication, Tampa, FL 33610 Job Truss Thus Type Oty, Ply MANOR 71 T15168873 M11439 J3 JACK -OPEN 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.130 a Mar 11 2018 MiTek Industries, Inc. The Sep 25 08:37:10 2018 Page 1 ID:AJiomcsggFa0s PzA7N7xeHyei1l-HiOfFgSgTwXJtyhrPmBD9h7goFt7kz7Xo3FUZya8Vt -1-0.0 3-0.0 1-ol 1 3.0.0 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.29 Vert(LL) 0.02 4-7 >999 240 TCDL 7.0 Lumber DOLL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 1 1 BCDL 10.0 Code FBC2017ITP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=63/Mechaniml, 2=172/0-8-0, 4=36/Mechanical Max Hom 2=85(LC 12) Max Uplift 3=-67(LC 12), 2=-207(LC 12), 4=-51(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 (Ib) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 111b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=3.0psf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 2-11-4 zone; porch left and right exposed;C.0 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-" 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 67111 uplift at joint 3, 2071le uplift at joint 2 and 51 Ito uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WABNAW- Venrydesrgn Aammetenend BEAD NOTES ON THISAND INCLUDED M/TEKAEFE1ANCEFAGEMX7473ne. reMi2015BEFOBEUSE Design volld for use on y with MBe49conneciprs. This design b loosed only upon parameters shown. and 8 for an IndNltlual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate this tleslgn Into Me overall building tleslgn. 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 stobll9y and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage. delivery. erection and bracing of husses and truss systems. seeANSUTRI Gual9Syy Cdferb, DSS49 nerd 11011fuidbp Component 69M Parke East Bli rmm Safety Infop8avollobte from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply7MANOR71T15168874 M11439 JS JACK -OPEN 8 ob Reference(option, o tional lAamoers I russ, me., ran tierce, rL 3x4 = B.131.1 s Mar 11 Zulu MI I eK Industries, Inc. I IN, Sep Lb UB:3r:11 Zulu rage 1 ID:AJiomcsggFaOsPzA?N?xeHyeil l-Iv_7 SATIEDfAV6G1 zTifiuXgzeC_TONgOj_ugOya8Vs LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.11 4-7 >522 240 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horill -0.00 3 n/a rda BCDL 10.0 Code FBC2017[TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanica1, 2=242/0-8-0, 4=63/MechanimI Max Horn 2=123(LC 12) Max Uplift 3=-122(LC 12). 2=-278(LC 12), 4=-92(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-4 zone; porch left and right exposed: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 psf bottom chord live load nonconcument With any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122111 uplift at joint 3, 278 Ib uplift at joint 2 and 92111 uplift at joint 4. Joaquin Velez PE No.68182 Ifil USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 O WARNING- Vedtydesigrpaametersend READ NOTES ON TNISANDINCLUDEDMnEKREFERANCEPAGEM 74TJay. fausalp?5BEFORE USE Design valid for use only with MirekGs connectors. IDk design Is based only upon parameters shown, and Is for on IntlNldual building component, not a hum system. Before use, the building designer must verify me applicability of design parameters and properly incorporate 1Ns design Into me overall balding design. Bracing Indicated is to prevent buctling of lntlividuol 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 guldance regarding the fabrication. storage, delivery, erection and bracing of busses antl huss systems, seeANSU1Pl I Quality Criteria. OSl-89 and BCSI Bultlhp Component 69M Parke East Blvd, Safety Infcrmaha p ailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss Thus Type City Ply MANOR 71 T75168875 M11439 J7 JACK -OPEN 24 1 I Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:11 2018 Page 1 ID:AJiomcsggFaOsPzA4N7xeHyeill-Iv_7 SATIEDfAV6GlzTifiuXoieCITONgoj_ugOya8Vs LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) -0.09 4-7 >976 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.18 4-7 >451 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/FP12014 Matdx-MP Wind(LL) 0.17 4-7 >497 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88IMechanical Max Holz 2=161(LC 12) Max Uplift 3=152(LC 12). 2= 210(LC 12), 4=-12(LC 12) Max Grsv 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4'=l' PLATES GRIP MT20 244/190 Weight: 231b 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) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 6-11-4 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 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 1521b uplift at joint 3, 210 lb uplift at joint 2 and 12 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Data: September25,2018 Q WANNrl Vsdfydeslgnpuamefexsend NEAONOFES ON MMANDMCLUOWWM REFENANOEPAGEM674Mere. faN0Y1015BEFONEUSE Design valid for use only with Mffels8+ connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always rewired for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabitcohon storage, delivery. erection and bracing of busses and truss systems, seeANSIM11 Quality Ciliate, 035-09 and Bel Building Component 690,1 Parke East Blvd. Safety nfomincho vaflable from Truss Plate Institute. 218 N. We Street. Suite 312 Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type City Ply MANOR 71 T15168876 M11439 KJ7 DIAGONAL HIP GIRDER 4 _ 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:12 2018 Pagel 1D:AJiomcsggFaOsP7A?N7xeHyell l-D5VPfWUw?Xnl7GrEXADuE641v2VrCnRgFNkRMSya8Vr Scale=1:21.2 3A = NAILED NAILED ..,.1. NAILED 5 56-11 4.3-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(CT) -0.02 5 We r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=111/Mechanical, 2=501/0-10-15, 5=362/Mechanical Max Ho¢ 2=161(LC 21) Max Uplift 4=-117(LC 8), 2=-574(LC 8), 5=-443(LC 8) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/1087 BOT CHORD 2-7= 1148/990, 6.7=-11481990 WEBS 3-7=-29a/284,3-6=-1044/l2ll NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOI^7.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 117 lb uplift at joint 4, 574 lb uplift at joint 2 and 443lb uplift at joint S. 6) "NAILED' indicates 3-1 Od (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 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 (pIQ Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=-3(F=-1, B= 1) 12=-76(F=-38, B=-38) 13=-7(F=,3, B=-3) 14=-20(F=-10, B=-10) 15=-69(F=-34, B=-34) Joaquin Valet PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September25,2018 Symbols PLATE LOCATION AND ORIENTATION 1 9/4 Center plate on joint unless Y. y 14- offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/Idr For 4 x 2 orientation, locate plates 0-1hd, from outside edge of truss. This symbol Indicates The required direction of slots In connector plates. Plate location details available in MTek 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 I I dimensions shown t ftscale) sixteenths (Drawings not }o scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved Qa MiTek® MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Properly Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane otjoint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at Time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is To camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design, 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture, In accordance with ANSI/IPI 1 Quality Criarla.