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TRUSS PAPERWORK
RE: M11439 MiTek USA, Inc. MANOR 71 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11439 Lot/Block: Model: MANOR 71 Address: UNKNOWN -City: ST LUCIE COUNTY Subdivision: State: FL SC BN�NED •�ucieftnty 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 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15168861 a 9/25/2018 2 T15168862 al 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 �EV1lED F0 7 T15168867 a6 9/25/2018 REvGO�pL1A�D� 8 T15168868 a7 9/25/2018 p,p 10 T15168870 bha 9/25/2018 Sr. wide cID���� 11 T15168871 grb 9/25/2018 �130G'CO 12 T15168872 j1 9/25/2018 13 T15168873 j3 9/25/2018 14 T15168874 j5 9/25/2018 15 T15168875 j7 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. ,,,�t�f `�� 1N VFW ♦♦♦ Truss Design Engineer's Name: Velez, Joaquin 9 9 9 �� O •'' •• •• . ♦♦ � ENS'•, ♦� My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 / b 68182 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 ANSIrrPI 1. These designs are based upon parameters Z shown (e.g., loads, supports, dimensions, shapes and design codes), which were STATE OF given to MiTek. Any project specific information included is for MiTek♦♦♦��•,• customers file reference taken into in the p,: ��; C 0,��,; purpose only, and was not account preparation o these designs. MiTek has not independently verified the applicability of the design ♦ ♦��iS ' O R % parametersBefore use, the utlhese iand ♦♦�i Ai �� verity parametersrticular properly �ON E d applicability of design incorporate designs into the overall building design per ANSI/TPI 1, Chapter 2. Joaquin Vel z PE Nc.68182 MiTek USA, nc. R.Cart 6634 6904 Parke st Blvd. Tampa Fl..33610 1 of 1 Velez. Jo Quin 25, 2018 439 IA ICommon I1 1 1I T15168861 6 d Scale = 1:59.3 4.00 F12 4x4 = 3x4 3x4 = 3x6 = 6.8 = 2z3 II 330= = 30 = 3x6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(CT) -0.25 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 14 n1a n/a BCDL 10.0 Code FBC2017ITP12014 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 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. (lb) - Max Horz 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 at joints) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22). 10=266(LC 22) FORCES. (Ile) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1461/958, 3-5= 12821878, 5-6=-639/551, 6-7=-2611745, 7-9=-379/723, 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=-1202/797, 7-14=-2691324, 9-14=-529/449 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=3.0psh h=15ft; B=71ft; L=35ft; eave=5h; 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-" zone;C-C for members and forces & MW FRS 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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 12 except (jt=lb) 2=470, 14=904, 10=186. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 25,2018 AWMAIING- Verify dodge ustameferaendREADNOTES ONTHISMDWCLUDEUMREKREFERANC£ PAGE HIL7473en, 1hAV1015BEFORE USE valid for use only with Mgeld9 connectors. This design a based only upon parameters shown. and Is for on Individual bulls hip component, not MR a truss system. Before use, the building designer must verity the oppllcab0ily, of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of lndMduci truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing cirri and truss systems. seeANSVIPII Quail Crloda, DSB49 and ECSI &AdhD Component 69N Parke East Blvd. Satisfy InrommNemvoOobleftam Truss Plate Institute, 218 N. Lea street, sure 312 AJexontltlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply �MANOR71 T75168862 M11439 Al Common 7 1 Job Reference factional) ue:db:be Zinn a. ua s Mar II m r o M1I eK mousmes, Inc. I ea 4.00 12 4x5 = 6 Scale =1:59.5 17 '- 15 14 "' 12 3x6 = 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = &B = 4x6 = LOADING (pi TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net NO Code FBC2017/TP12014 CSI. TC 0.72 BC 0.76 WE 0.68 Matrix -MS DEFL VertL) (L1 Vert(CT) Horz(CT) Wind(LL) in (roc) Wall Lid -0.3 14-15 >999 360 -0.6514-15 >646 240 0.13 10 Na Na 0.3514-15 >999 240 PLATES GRIP MT20 244/190 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-93 oc bmcing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=142410-8-0, 10=1424/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-868(LC 12). 10= 868(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-288rs/2019, 9-10= 3481/2332 BOT CHORD 2-17=-2073/3261, 15-17= 2073/3261, 14-15=-1280/2118, 12-14=-2088/3261, 10-12= 2088/3261 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-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2434), Interior(1) 2-6-0 to 17-", Exterior(2) 17-6-0 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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=868, 10=868. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-", and 75 lb down and 70 lb up at 20-0-0 on top chord. The design/selection of such connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6.11— 54, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-75 27=-75 Joaquin Velez PE No.65162 Mli USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: September 25,2016 Q WARNNG- Vexltydeslgo a amerere andifEAD NOTES ONMZMDNCLUDEDMREKNEFERANCEPAGEM674M.. 10 2015aEFOREUSE Design valid for use only v th MfekS) connectors. This design N based only upon parameters shown, and Is for on IndNldual building component, not ��- a truss system. Before use, the building dedgner must ved me applicability of design parameters and properly Incorporate this design Into me overall buildingdesign. BraoingIndicated Istoprevent bucklingofIndividual tnsss web and/or chord members only. Additional temporary and permanent brocing MOW Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVrPt1 Quality Chula. DSB419 and SCSI Building Component 69N Parke East Bind. Safety Inlamlatlo wdlcble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314, Tampa, FL.33610 Job Truss Truss Type City Ply MANOR 71 T75168863 M11439 A2 Roof Special 8 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 45 = 8.130 s Mar 112018 MiTek Industries. Inc. Tue Sep 25 08:36:59 2018 Scale=1:60.3 15 14 3x12 = 3x5 = 2X4 II ass = 3xl2 = 2.00 12 F -7-1-3-7-98 I 1]-06-0 I 23a111-912 2.7]0 P&F I 3N-70 Plate Offsets (X,Y)-- [2:0-",Edgel. r8:0-3-0,Edpe] [10:0-1-15 Edgel [14:0-2-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.07 12-21 >393 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.93 Horz CT) 0.39 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(-L) 0.80 12 >527 240 Weight: 162 lb 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 pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS IRow at midpt 7-13 REACTIONS. (Ib/size) 2=1349/08-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2= 825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3317/2151, 3-5— 2562/1755,5-6=-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=-1428/2418, 12-13=-3088/5062, 10-12=-3410/5408 WEBS 3-15=0/302, 3-14=-804/562, 5-13=-357/270, 6-13=-730/1177,7-13=-3077/1999, 7-12=-110511963. 9-12=-403/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCOL=3.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 284), 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 & 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 nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Bearing at Joint(s) 10 considers parallel to grain value using ANSVfPI 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 1001b uplift at joint(s) except (lt=lb) 2=825, 10=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 OWARNWG. VentydestgnparemetersendREADNOTES ON WZMDPICLUDEDMREKREFERANCEPAGEMIF)4)amv. fa922015BEFORE USE Design valid for use only with MirekS connectors. Thte design Is based only upon parameters shown and Is for on Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullcingdeslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and pemane Is OW MOW Is always mail 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, seeANSty1P11 Quarny Criteria. US849 and SCSI Building Component 6904 Palle East Blvd. Safety Inform stionovol able from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Jab Truss Truss Type Oty Ply MANOR 71 T75168864 Ml 1439 A3 Hip 1 1 Jab Reference crtional Chambers Truss, Inc., Fort Pierce, FL a 4.00 12 4x4 = 4x6 = 6 7 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 Scale = 1:62.3 17 16 3x4 = 2.3 11 Sx8 = 3x6 0 302 = 3x5 — 2.00 FIT ] I 137 2&11-22 I2.99 0A 9 3.N 5-111SUP ]]5 Plate Offsets (X,Y)- [2:0-1-8 Edge] [9:0-3-O,Edge] [11:0-1-15 Edgel, rl6:0-2-12 0-3-0I LOADING (psi SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.58 13-14 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.06 13-14 >395 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.39 11 Ida n/a BCDL 10.0 Code FBC2017/rP12014 Mardi Wind(LL) 0.8013-14 >526 240 Weight: 1691b 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. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hoa 2=175(LC 11) Max Uplift 2=-825(LC 12), 11=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 DO bracing. WEBS 1 Row at midpt 8-14 FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) 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 BOT CHORD 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=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; E1g1 C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteriar(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-0-0, Exterior(2) 17-0-0 to 18-0-0, Interior(l) 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 last 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 joints) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except it=lb) 2=825, 11=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parka East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNWG-VedlydeslgnpmemetemendRFAUNOTE50NWISAND INCLUDED IA/EKREFER41iPAGE M 74]0rexlQAQVL0l5BEFORE USE Design valid for use only with Mffek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a nuns 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 b to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent blacing - MiTek' 6 always required for slobOiN and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery. erection and bracing of Lasses and truss systems, seeANSIl Cua@r Create, DSB-09 and SCSI Balding Component 6904 Perke Easl Blvd.fabrication, Safety Informationovollable from Trust Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR 71 T75168865 M11439 A4 Hip 1 1 Job Reference (optional) b.TJU s Mar l 1 ZU1 d MI I eK Inauslnes, Inc. I us bap 25 08:37:01 2GI B Pagel Scale = 1:62.3 4.00 12 4x8 = _ 9x4 � 4x8 — 5 6 7 Sx6 � 2a3 Sx8 ' 25 6 28 5x8 MITI all 4 3 9 10 24 27 19 1 2 11 121'�m 14 7.8 MT18HS = f 15 48 = d 17 16 3x4 = 3x5 = 2x3 II 5.8 = 2.00 12 3xl2 G 7-7-75 13-7-8 15-0-0 20-0-0 23-71-12 26-9-9 35.0-0 7-7-15 5-11-9 1-4-8 5.0.0 3-11-12 2-9-73 &2-] Plate ODsets(X,Y)— [2:0-1-6Edge1 [3:0-1-4,0-3-0][3:0-0-00-1-121 [6:0-5-40-2-0][70:04-OEdael r1Y0-1-15Edoe] [16:0-2d0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) -0.53 13 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT)-0.9913-23 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.73 13 >575 240 Weight: 170111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-13 cc 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. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hoa 2=155(LC 11) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-3316/2376, 4-5=-2563/1968, 5-6=-2462/1977, 6-7=-2800/2203, 7-8=-2948/2252, 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=-3821/5419 WEBS 4-17=0/301, 4-16=-806/577, 5-15=-225/264, 6-15=-239/292, 6-14=476/680, 7-14=-406/661, 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=15f ; B=71N; L=3511; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(7) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 20-0-0, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and tomes & 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 pat bottom chord live load nonconcurent 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 ANSUrPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=825. 11=825. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING -yedly dealpnparamete. end READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMIP74M rev. IDNYt015BEFOREUSE Design valid for use only with Mife& connectors. lh6 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 the appllcablllty of design parameters and properly Incorporate MIS design Into the overall bullfrog design. Bracing Indicated is So prevent buckling of individual truss web and/or chord members only. Addlflonol temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible pew" injury and property damage. For general guldonce regarding the fobdcallon storage, delivery. erection and bracing of trusses and toss systems, seeANSWII Quality Creada. DSB49 and BCSI Bolding Component 69M Parka East Blvd. Sataty Informatbmvolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR71 T15168866 M11439 A5 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Scale=1:61.3 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:02 2018 3x4 = bx5 = US C 15 14 ._., .... 3x5 = 2x3 II 5x12 = 3x12 c 2.00 12 7-7-15 13-]-8 l 22-0-0 23-11-12 269.9 35-0.0 7-7-15 5-11-9 8-4-8 1-11-12 2-9-13 8-2-7 Plate Offsets (X Y)-- [2:0-1-6 Edgel [4:0-3-0 0-2-8], j10:0-1-15 Edge] ' LOADING (psf) SPACING- 2-M CS]. DEFL in (too) Vdefl Ud 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 Vert(CT) -0.9912-21 >426 240 MT18HS 2441190 BCLL 0.0 Rep Stress [net YES W B 0.72 Hom(CT) 0.35 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.72 12 >580 240 Weight: 160 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 or2-4-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Hom 2=-136(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3302/2424, 3-4=-2589/1988, 4-5=-2410/1948, 5-6=-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=-2124t3102, 12-13=-3448/4977, 10-12= 3922/5422 WEBS 3-15=0/288, 3-14=-756/612, 6-14=-953l755, 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.Opst h=15ft; B=71 ft; L=35ft; eave=51t; 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 13-0-0, Extedor(2) 13-0-0 to 27-0-9, Interior(1) 27-0-9 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 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 nonconcurent 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 joints) 10 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 100lb uplift at joint(s) except at --lb) 2=825, 10=825. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 ®WARNWG-Ved/ydeslgn Parametersend READ NOTES ON TNtSANDWCLUOEDMNEKREFERANCEPAGEMIL74Tdrev. 1403CO15BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown and Is for on incilvldual 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 butaling ell Brocing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary antl 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 busses and truss systems, seeANSWPIT GuaeH Criteria, DS"9 and BCSI Bull ComPonml 69o4 Parke East Blvd. Safely mfamiationoualloble from Tnna Plate Instill 218 N. Lee sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Tmss Truss Type Ory Ply MANOR71 T75168867 M11439 A6 Hip 1 1 Job Reference (optional) u b 0 auss, mu., run nerve, rI. Sx8 = 4.00 rl2 4 a.TJU a Mal 11 2U1 a MI I ex 3.5 = 3x4 = Sx8 MT18HS= 5 24 25 6 26 7 PA Inc. I ue bep 2b Ua:at:V3 Zuiu Scale = 1:61.3 15 14 13 3.4 0 3x6 = 2x'9 II 3x4 = 5x8 = 3x12 = 2.00 12 7.7.2 17-0.0 13-7-8 l 78-10-8 2111-12 LIP 26-8-1 Plate Offsets (X YY)-- [2:0-0-2 Edgel 14:0-5-4 0-2-8][7:0-4-0 0-2-31 [9:0-1-15 Edgel [13:0-2-0 0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.56 11-12 >748 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -1.03 11-21 >408 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.36 9 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >542 240 Weight: 1621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-13 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max. CompJMax. 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= 833f718, 5-12=-896/1276,6-12=-675/575,6-11=-670/1004,8-11=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=4.2pst 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) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 11-0-0, Eadedor(2) 11-0-0 to 28-11-6, Interior(1) 28-11-6 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 parading. 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 20.01 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 ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=1b) 2=825, 9=825. Joaquin Velez PE No.68182 MiTek USA, Irr FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING- Verllydesl9Aperemehms end READ NOTES ON r1al WICLUDED MREKREFERANCEPAGEMII-74"na, IMll20/SBEFOREUSE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and s for on individual building component, not ��• a truss system. Before use, Me building designer must verify Me applicability of desgn parameters and properly Incorporate this design Into the overall bulldingdengn. Bracing lndlcatedIstoprevent buckling ofIndividual role web and/or chord members only. AddiHanaltemporary and pormcnambracing MiTek• Is alwoye required for stability and to prevent collopse win possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery. erection and bracing of trusses and truss systems seeANSI/IPII QualIitByy Criteria. OSS49 and SCSI Building Component Safely InformatbrWolloble from Truss note Institute. 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL M610 Join Truss Truss Type Cry Ply MANOR71 T15168868 M11439 A7 Hip 1 1 Job Reference (optional) Climbers Truss, Inc., Fort Pierce, FL 4.00 12 3x4 = 2x 1� 4x8 = 3x4 = 2x3 II 526 3.6 = 6x8 = 8.130 s Mar 11 2018 MI Yak Industries, Inc. I ue bep 2b DB:3/:U4 2ul a ID:AJiomcsggFaOsPzA?N?xeHyeil l-SY30_mOvu4n991Dh3V4Ow01f3gol L7NeP8n0 3x6 = 3x4 = 27 4xB = 2x3 o� 3x4 = 3x6 = 3x4 = Scale = 1:60.5 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" CSI. Plate Grip DOL 1.25 TC 0.30 Lumber DOL 1.25 BC 0.41 Rep Stress Incr YES WE 0.53 Code FBC20177TP12014 Matrix -MS DEFL. Ved(LL) Ved(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.13 12-23 >999 360 -0.2912-23 >884 240 0.03 10 n/a n1a 0.1312-23 >999 240 PLATES GRIP MT20 244/190 Weight: 1611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 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 7-15 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. fib) - Max Comp./Max. Ten. -All forces 250 file) 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=.9427713,5-15= 326/367,7-15=-1554/1143, 7-14=-128/406, 8-14=-516/399, 8-12= 283/444, 9-12=-355/436 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=4.2ps4 BCDL=3.Opsf; h=1511; B=71ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpiI8; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 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) This Imes has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading 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 Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 25,2018 AWARNING- Vedlydeef9epanmefereandREADNOTESONWISANDINCLUDEDMMEKREFERANCEPAGEMU747arev-14=015BEFOREUSE Design valid for use only with MBek® connectors. This design Is based any 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 properly Incorporate this design Into the overall balding 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 mlury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system£ seeAN8U6'D Quality Cdfedo, DS549 and BCSI Building Component 6904 Palle East Blvd. Safety InformatiorwaYable from Trass Plate Institute. 218 N. Lee Street Sulte 312, Alexandria, VA 22314, Tampa, FL 33610 Job Trss Truss Type Qty Ply MANOR 71 T15168869 M11439 B Root Special 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Ties Sep 25 08:37:05 2018 Scale = 1:60.3 4.00 12 Sxto = 3.4 11 6 7 3x5 = uxr — rxv — 4,00 = 3x4 h 2.uu I12 3xi2 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.55 13 >764 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -1.02 13-24 >412 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.38 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.76 13 >556 240 Weight: 173 Ib FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-15:2x4 SP No.3 WEBS 1 Row at midpt 8-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/O-B-0 Max Hom 2=-179(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 IN) 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,B-14=-2684/1670,14-16=-1136/2094, 6-14=-1261/1888 NOTES- 1) Unbalancedroof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=7111; L=35ft; eave=5ft; Cat. II; Exp 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, Exterior(2) 17-6-0 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) All plates are-MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 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 lb uplift at joint(s) except (jt=lb) 2=825,11=825. 21^2 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 O WARNING- Verirydeslgnparameferrand READNOTES ON MSANDDICLODEDMmEKREFERANCEPAGEMIF747arex. 1aPo.aQ015BEFOREDSE Design valid for use only with MOek& connectors. This design is based only upon parameters shown. and Is for an Individual building component, not ��' a trust system. Before use, the building designer must verify the applicability of desgn parameters and property Incorporate this design Into the overall buildingdesign. Bracing Indicated is to buckling Individual mass web chord members only. AddifionoltemporoTondpermonentbracing MiTek' prevent of and/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobncaton, storage, delivery, erection and bracing of trusses and tents systems, seeANSVIPl1 43Gally CMrrM. Oh11-09 and BCSI Building Component Tampa, FL 33610 Safety Nformolbnavallable from Truss Plate In tiMe, 218 N. Lee Sheet Suite 312, Alexandria VA 22314, Job Truss Truss Type Oty Ply MANO1171 T15168870 M11439 BHA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I OK Inciusmes, Inc. I Ue Sep Zb Ud:J7:U/ Zulu rage I ID:AJiomcsggFaOsPzA?N?xeHyeil 1-t7kW wQoB?gkOUyGkdejX2N?n11RXRb5560hhEya8Vw 1360 22-9-0 1a 3310a14 1-z 1-1-3ha 3-04 6i1za-0� a�s-00 I 31z slo-aza2b1iazoo zan 2a36-0-0 a9-0 Scale=1:64.8 TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 46 14 47 16 NAILED NAILED NAILED q5 46 NAILED NAILED 3x6 % 44 10 19 3x6 C Special 438 NAIL 49 21 NAILED 4x8 =42 4 fi ilil = ILE 24x8 = 3 9 NAIL 15 ILE 25 20 51 220 240 41 52 jII 27 t2 1 2 281t2 nil I 1N 0 34 53 54 33 55 56 32 57 58 59 31 30 60 6.I29 6 NAILED NAILED NAILED 3x6 = NAILED 3x4 = 36= Special 7x8 = 3x5 = NAILED NAILED NAILED 6x10 =NAILED NAILED 20-0-0 3-10-10 ]a0 ]-0.9 1230 1]$0 22-00 25U0 27-0�0 27-11 ] 311-1-2 3540 310-14 31�4 0O 9 5-24 S3-0 4S0 3a 2-0-0 a7-731-2 310.10 Plate Offsets (X Y)— [2:0-0-2 Edge1 [3:0-24 0-2-01 f l5:0-2-12 0-3-81 [26:0-7-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Melt Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.29 33-34 >906 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3233-34 >822 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.08 31 n/a We, BCDL 10.0 Code FBC2017/TPI2014 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 purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 3-9 20-31,26-29: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 be bracing. WEBS 1Row at midpt 9-32,15-31, 26-31 JOINTS 1 Brace at JI(s): 9, 15, 20,13 REACTIONS. All bearings 0-8-0. (Ib) - Max Hom 2=-179(LC 6) Max Uplift All uplift 100 Ito 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 at joint(s) except 2=1443(LC 1), 27=323(LC 14), 31=3029(LC 1), 29=550(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3649/2731, 3-4=-363/201, 4-8=-294/149, 8-10=-312/196, 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=-B61/637,13-15=-861/637,15-17= 1507/2247; 17-18=-1507/2247, 18-2D=-1507/2247,20-22=-1507/2247,22-24=-1507/2247,24-26=-1513/2254, 14-16=-282/256,16-19=-321/248,19-21=-288/178,21-25=-296/145, 25-26=-322/143, 26-27=-472(701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121, 29-31=-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=-310/237,26-31=-1576/1233, 3-33=-114/270,18-19= 323/320, 7-8=-352/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secondgust)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); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only.. For studs exposed to wind (normal to the face), see Standard Industry . Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates am 2x3 MT20 unless otherwise indicated. Joaquin Velez PE No.68182 6) Gable studs spaced at 2-0-0 oc. -7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. MiTek USA, Inc. FL Cart 8634 8) • This truss has been designed for a live lead of 20.Opsf 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 fit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 2, 279 lb uplift at SRntarnhar 252018 joint 27, 2164 Ito uplift at joint 31 and 245 lb uplift at joint 29 QWARNING- Vedrydeslgnparametersand READNOTES OM MOMDWCLUDEDMREKREFEBANCEPAGEM*74I rare 10 2a15BEFOREUSE Design valid for use only with MRek® connectors. Mis design Is ba cl only upon parameters shown, and Is for an Individual building component, not ��• a fuss system. Before use, Me building designer must verify the applicability of design parameters and propedy Incorporate this design Into me overall a buckling individual trussweband/or only. Additional temporary and bracing MiTek• buildingdeslgn. Bracing Indicated to prevent ofchord members permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and fuss systems, weANSVIPIt Quality Cdfeda, DS11A9 and BCSI Building Component Tampa, FL 33610 Safety Infomnatbnavallable from Truss Plate Institute. 218 N. tee Street Sure 312, Alegandrla, VA 22314. Job Truss Truss Type Cry Ply T751fi8870 M11439 BHA Hip Girder 1 1 �MANOR71 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:07 2018 Page 2 ID:AJiomcsggFa0sPzA?N4xeHyei 11-t7kW coOoB?9kOUyGkdej%2N?n11R%Rb5560hhEya8Vw NOTES- 11) 'NAILED* Indicates 3-10d (0.148°x3') or 3-12d (0.148'x3.25') toe -nails per NDS guldlines. - 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 242 to down and 328 lb up at 7-0-0 on top chard, and 4021b down and 504 lb up at 7-0-0 on bottom chord. The designtselection of such connection devices) 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 (plo Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28=-54, 3"8=-20 Concentrated Loads (lb) Vert: 34=-402(F)41=-146(F)42=-111(F)43=-111(F)44=-111(F)45=-111(Fj 46=-111(F)47=-111(F) 48=-111(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) \ QWARN/NG.Veriyyde9Snper4nret...dREADNGTES ON MISANDWCLUDEDMn KBEFENANCEPAGEMM174mm® 1ND12015BEFOSE USE Design volld for use any with MBeM connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a two system. Before use, fine building designer must verity Me applicability of design poromoters and properly Incorporate Mls design Into Me overall building design, Bracing Indicated is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding the fobrlcall storage, delivery, ere flon and bracing of trusses and Two systems weANSiytPll Quality Criteria. D3549 and BCSI Building Component 69%Palle East Blvd. Sooty InfoenatbnavoJoble from truss Plate InstlMe. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type Oly Ply=MANOR71M11439 GRB HIP GIRDER 1 al GnannDers I ruse, Inc., Fart Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. TUB ID:AJiomcsggFaOsPzA7N7xeHyeil l-pWsH1 US2icPSGo6fr21 0-144 10.4..1 133-8-0 I 3-21 28.0 1-1-2I 4-3 ¢15 -0 700 3-1-4. 4-9-15 3-1-2 NAILED 5.12 MT16HS = NAILED NAILED NAILED NAILED NAILED Special 4.00 12 Special NAILED NAILED 2.3 II 3.6 = 3x8 = NAILED 3x4 = NAILED 5x6 = 3 23 24 25426 27 5 2B 296 30 31 32 7 33 34 8 �1 d 08:37:09 2018 Scale=1:60.3 JJ u. 1a .1 ad ae 4U 41 42 12 43 V9 3x4 = 2x3 II NAILED 3x6 = 5x12 = NAILED 3x5 = Sx8 MT18HS = NAILED 644x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 3-10.14 7-0.0 10-,-n 4-0 13-,-,,,&0 I LS-15 I 23-2-1 2B&0.0 31-1-2 35-0-0 I 01f2 6 Plate Offsets(X,1)-- 13:0-9-00-2-8) [6:0-3-80-1-81 [11:0-3-80-3-01 [14:0.3-80-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 11-13 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.76 11-13 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO W B 0.93 Hoa(CT) 0.08 9 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3711-13 >696 240 Weight: 15511a 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 *Except' WEBS 4-14: 2x6 SP No.2 REACTIONS. (IWsize) 2=504/0-8-0, 14=3752/06-0, 9=132610-8-0 Max Horz 2=78(LC 7) Max Uplift 2= 652(LC 8), 14=-2840(LC 8), 9=-1012(LC 8) Max Grav 2=513(LC 17), 14=3752(LC 1). 9=1327(LG 18) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-778/990, 3-4=-1513/2146, 4-6>1513/2146, 6-7=-1267/775, 7-8=-3171/2427, 8-9=-336212486 BOT CHORD 2-16=-836/704, 14-16=-876(744, 13-14=-612/1267, 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 Structural wood sheathing directly applied or36-8 oc pudins. Rigid ceiling directly applied ar 4-9-2 oc bracing. 1 Row at midpt 6-14.3-14 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=15ft; B=71ft; L=35ff, eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2, 2840 Ib uplift at joint 14 and 1012 Ib uplift at joint 9. 8) 'NAILED' indicates 3-1Od (0.148'x3') or3-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 Ib down and 316 It, up at 7-0-0, and 193 lb doom and 316 It, up at 28-0-0 on top chord, and 402 lb down and 419 Its up at 7-0-0, and 402 lb down and 504 Ib • up at 27-11-4 on bottom chord. The designtselection 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 from (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: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNING- VedfydeslgnParamerexsaodREADNOTES ONTHISANDINCLUDEDMIFEKREFERANCEPAGESllb7473.1lalaXS015BEFOREUSE Design valid for use only won MlTekg) connectors. This design b based only upon parameters shown and Is for on IndMdual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the oveloll bulIdIngdesign. Bracing Indicated Is to prevent buckling of hdlvidual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrlcatlon, Storage, delivery, erection and brocing of trusses and truss systems, seeANS17TPl I Quality CdfeM. DSt49 and SCSI Building Component Safety Informationavartable from Truss Pate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, nn Welk' elk 69" Parke East BNB. Tampa, FL 33610 Jab Truss Tnfss Type Oty Ply MANOR 71 M11439 GRB HIPGIRDER 1 1 ��688]71 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:09 2018 Pago 2 ID:AJiomcsggFaOsPxA7N7xeHyeI1l-pWsH1 US2icPSGo6fr2gBcTSLVrMl71NOZOVN7yaBVu LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-146(8) 8=-146(B) 16=-402(B) 11=-402(B) 23=-111(B)24=-111(B) 25=-111(B)27=-111(B)28=-111(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=-68(B) 40=-68(B) 41 =-68(B) 42=-68(B) 43=-68(B) 44=-68(B) Q WABNWG-VedydessynpemmefefseOd BEAD NOTES ON MOMDMCLUOEDMBEKBEF£BANCEPAGEMIP74TJrev. 10A34201SBEFOBE USE Design valld for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for an IndNldual buliding component, not a Muss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldIngdesign. Bracing Indicated Is to buckling of lndNlducl tmssweb chord members only. Additional amporory and permanent bracing r MiTek' prevent and/or 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 Muss systems. seeANSVIP1I Quality Ciftft OSB49 and BCSI BuldhO Component 6904 Padre East Blvd. SOIBIy Inlafmalbnavoiloble fiom Truss PIa16 institute. 218 N. tee Sheet Suite 312. Nexandda. VA 22314, Tampa, FL 33610 Job Truss Tmss Type Oty Ply MANOR 71 T15168872 M11439 J1 JACK -OPEN 8 1 Jab Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:09 2018 Page 1 ID:AJiommggFaOsPzA?N?xeHyeil l-pW sH1 US2icPSGo6f2gBcTSXnrbH? W tOZOVN7ya8Vu 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Inch YES We 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) -0.00 5 >999 240 Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Hom 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. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-secondgust)Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=158; B=71ft; L=35tt; eave=5f1; Cat. 11; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Exterior(2) zone; porch left and Tight exposed;C-C for members and forces & MW FRS 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 41b uplift at joint 3 and 140 Ib uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 A WARNNG- VerrrydealgaParemereraend READNOTES ON TNISANDNCLUDEDMREKREFERANCEPAGEMIF74TJrev. faNY1015aEFORE USE Design valid for use orry with Mf e¢® connectors. 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 veritythe applicability of design parameters and properly Incorporate this design Into the overall and permanent bracing building design. Bracing Indicated is to prevent Welding of [individual truss web and/or chord members only. Additional temporaryWOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcoflon, storage, delivery, erection and bracing of busses and truss systems, seeANSVIPII Quality Cr. DSB49 and BCSI Building Component Safety Infonnatbrpvailoble from Truss pate Institute. 218 N. Lee Street Suite 31 Z Alexandria VA 22314, �� B.A OW fi904 Pella East Blvd. Tempe, FL 33610 Truss Truss Type City Ply MANOR71 JJob T15168873 11439 J3 JACK -OPEN 8 1 Job Reference (optional) fuss, Inc., Fort Fierce, FL 6.130 a Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:10 2018 Page 1 ID:AJiomcsggFa0sPzA?N?xeHyei11-HiDfFgSgTwXhyhrPmBCi9h?goFt7kz7Xo3FLIZyaBVt -1-0.0 3-0-0 1-0.0 3-0-0 Scale = 1:9.4 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Harz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-04) oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanica1, 2=172/0-8-0, 4=36/Mechanioal Max Horz 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. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst 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) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-4 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 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 67 lb uplift at joint 3, 207 to uplift at joint 2 and 51 lb 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 0 WARNING -Verity design Parametersend READ NOTES ON TNISANOWCLUBEO MfrEKREFERANCEPAGEM474n rev, rMAYIOISBEFOREUSE Design valid for use only with MOek® Connectors. It% desgn a based only upon parameters shown. and Is for an InONIdual bulding component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall building deign.&acing indicated is to prevent buckling of Ind'Mtlual truss web and/or chord members only. Addlllcnal temporary and permanent bracing 6 always required for stability and to prevent collapse with posvble personol Injury and property damage. For general guidance recording the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVTPII Guall Cdfedo, DSB-09 and BCSI Building Component Safety MfalmatIonavcucble from Truss Rate Institute, 218 N. Lee Street Suite 31Z Alexandria. VA 22314. �• MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply 71 T15168874 M11439 J5 JACK -OPEN 8 TMANOR b Reference o tional ambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:11 2018 Page 1 ID:AJiomcsggFaOsPTA7N7xeHyeill-IV_I SATIEDfAV6G1zTifiuXgzeC_TONgOj_ugOya8Vs Scale=1:12.7 I� -1 Plate Offsets (X Y)— I2:0-1-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.11 4-7 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Ved(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 171Is FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3= 122(LC 12). 2=-278(LC 12), 4=-92(LC 12) Max Gray 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. 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. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(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 & MW FRS 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 1221b uplift at joint 3, 278 Ib uplift at joint 2 and 92 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNING- Ved/ydeVe pmemerersandHEADNOTESONTHISANDINCLUDEDMmEKREPEHANCEPAGEM6TC73my.IcTmIc0fa6EPOREUSE Design valid for use only with Mael,81 connectors. TNs design Is based only upon parameters shown, and Is for an IndMdual building component, not c hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indebted is to prevent buckling of individual Was web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability antl to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses onq truss systems seeANSVtPil Quality Creech. DSadP and SCSI Building Component 6904 Parke East Blvd. m Safety Infomtbncyc loble from Truss Plate Institute, 21B N. Lee Seast. Suite 312, Aiexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR 71 T751fi6675 M11439 J7 JACK -OPEN 24 1 Jab Reference (optional) 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:AJiomcsggFaOsPzA7N7aeHyei1 l-Iv_1SATIEDfAV6G1 zTifluXoieCITONgOj_ugOyaeVs LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Well 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 Vert(CT) -0.18 4-7 >451 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -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=88/Mechanical Max Ho¢ 2=161(LC 12) Max Uplift 3=-152(LC 12), 2=-21 O(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. Scale: 3W=l. PLATES GRIP MT20 2441190 Weight: 23 to FT = 20 % BRACING - TOP CHORD Structural wood sheathing directlyapplied 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=4.2pst BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) -1-M to 2-6-0, Interior(l) 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 psi 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 152 lb uplift at joint 3, 210lb uplift at joint 2 and 12 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart BB34 6904 Parke East Blvd. Tampa FL 33610 Data: September 25,2018 Q WANNING- Verilydesl9npahr c1sreand NEADNOTES ON TNISANDtMOLVDEOMNEKBEFENANCEPAGEMX747a .. la934e1SSEFOBE USE Design valid for use only with Mnek9 connectors. Th6 design a based only upon parameters shown and Is for an InovIdual building component not a truss system. Before use, the building designer must verify the applicolothy, of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to budding individual fuss members only. Addillonal temporary and bracing Mi Mi Tek' prevent of web and/or chord permanent Is always required for stoblllN and to prevent collapse with posable personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, saeANSVn II Quality Cmorks. OSB49 and BCSI Building Component Safely Informotionavalloble from Truss Plate Institute, 21 B N. Lee Sheet. Suite 312, Alexandria, VA 2231A. 6904 Parke East Blvd.fabrication Tampa, FL 33610 Truss Truss Type rlmo'i T75168876439 KJ7 DIAGONAL HIP GIRDER 4' 1 Job Reference a tional 'hambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:12 2018 Page 1 ID:AJiommggFaOsPzA7N7xeHyeil l-D5YPf W UvO.Xn17GrEXADuE641 v2YrCnRgFNkRMSya8Vr -1-s-D 5-6-11 9.10.1 1-5.0 5-6-11 I 4.3.6 Scale=1:21.2 1; x ii 3x4 — NAILED NAILED NAILED s 5-6-11 4-3-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO We 0.40 Horz(CT) -0.02 5 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS. Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=111/Mechanical, 2=501/0-10-15, 5=362/Mechanical Max Horz 2=161(LC21) Max Uplift 4=-117(LC 8). 2=-574(LC 8), 5=-443(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3= 1031/1087 BOTCHORD 2.7=-1148/990,6-7=-1148/990 WEBS 3-7=-29a/284,3-6=-1044/1211 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. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; 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 3-64) 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 1171b uplift at joint 4, 574 Ib uplift at joint 2 and 443 lb uplift at joint S. 6) 'NAILED" indicates 3-1 Od (0.148'4') 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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) 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 Velez PE NoSS182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 25,2018 AWANNMIS-Va Aydesf9nparum.fereeedRE DNOTES ONTNISANOINCLUDEDMREKHEFEflANCEPAGEW74TJrev.16AYf0f50EFOREUSE Design valid for use only vAth Mlreldu connectors. This design is based only upon parameters shown and Is for an Individual bultling component, not a truss system. Before use, the bultling designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indNldual hum web and/or chord members only. Addltlonol temporary and permanent bracing Is always require for stability and to prevent collapse with possible personal lnfury and property damage. For general guidance regarding the fobAcoilon, storage, delivery, erection and bracing of hums and hum systems. seeANSIMII Gualryryyy Criteria, DSB49 and SCSI Building Component Safety mformatbnwollctla from Tmss Plate Institutor 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 7 Symbols PLATE LOCATION AND ORIENTATION 7/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T/ldr I For;4 x 2 orientation, locate plates 0-1ae from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 dimensions shown in sixteenths scale) (Drawings not To scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-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, propeity 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 at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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 Criteria.