Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKRE: 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 SCANNED BY St. Lucie COunty 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15168861 a 9/25/2018 2 T1516886 3 T15168863 al a2 9/252018 9/25/2015 �� `�pi9 j 4 T15168864 a3 9/25/2018 5 T15168865 a4 9/25/2018 6 T15168866 a5 9/25/2018 REVIEWED FOR 7 T15168867 a6 9/25/2018 8 T151686 a7 9/25/2018 CODE COMPLIANCE 9 T15168869 b 9/25/2018 10 T15168870 bha 9/25/2018 ST. LUCIE COUNTY 11 T15168871 grb 9/25/2018 E®CC 12 T15168872 jl 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 supervisionbased ����� F r r r►err INNVF on the parameters providd by Chambers Truss. �e Truss DesignEng Engineers Name: Velez, Joaquin ,,`�,OPQ F My license renewal date for the state of Florida is February 28, 2021. '•, '. Florida COA: 6634 No •' * IMPORTANT NOTE: The seal on these truss component designs is a certification ; that the engineer named is licensed in the jurisdictions) identified and that the 7 �� designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were : : '. A E OF 4J given to MiTek. Any project specific information included is for MiTek file and was not taken into account in the of i0 ' 4u �e • O P' \_%� customers reference purpose only, preparation design • O 1 �� s •' • these designs. MiTek has not independently verified the applicability of the designs for building. BefBeforeuse, the building designer • • • parameters or the any particular design and incorporate designs should verifyapplicability of parameters properly these into the overall building design per ANSI/rPI 1, Chapter 2. Joaquin elez PE No 182 MITek Inc.R. rt6634 • 6904 East al . Tampa Fl. U610 1 of 1 Velez, JoWin 25, 2018 Truss Truss Type '�pMANOR 71T15168861 P01', 439 A Common 7 1 Job Reference tomionalt ,.Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Too Sep 25 08:36:56 2018 Scale=1:59.3 4.00 12 4x4 = 3.4 3x4 = 3.6 = 6xB = 2z3 II 3z4 = = 3x4 = 3.6 _ 3 I 13-3-2 -0.0 I%8-00 5-5 5--3a.91-n0] Plate Offsets (X Y)- 12:0-1-14 Edael LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.2514-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 17-20 >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 1 Row at micipt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 1001b or less at joint(s) 12 except 2= 470(LC 12), 14=-904(LC 12), 10=-186(LC 12) Max Gray All reactions 250 In or less at joint(s) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22), 10=266(LC 22) FORCES. (lb) -Max Comp./Max. Ten. -All tomes 250 f1s) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5=-1282/878, 5-6=-639/551, 6-7=2611745, 7-9=-3791723, 9-10=-96/254 BOT CHORD 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 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.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 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 & 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 nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsl. 5) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (jt=lb) 2=470, 14=904, 10=186. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 AWARNING -W4Idesgnpnemete..dREAONOTEBONTHMMDINCLUDWMIEKREF MCEPAGEMX74MJ ,..faNYzpi69 0REUSE Design valid for use anlyw M MlfeM connectors, this design 6 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 building design. Bracing Indicated is to prevent buciling of individual tnsss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collopso with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems seeANSVIP11 Quality Create, OSB-09 and 6CSt Buildup Component 69M Parke East Blvd. Safety Infoonallona ailobie from Tess Plate Institute. 218 N. Lee Street. Suite 312, Alexonddo. VA 22314. Tampa, FL 33610 dab Truss Thus Type ' Ply MANOR 71 T75168862 M11439 Al Common 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6 0 4.00 12 4x5 = 8.130 s Mar 112018 MiTek Industries, Inc. Tue Scale = 1:59.5 17 .- 15 "'" "' 14 "' 12 3x6 2x3 II 4.6 = 3.8 = 2x3 11 3x6 = 3x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT)-0.6514-15 >646 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3514-15 >999 240 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 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 Ho¢ 2= 179(LC 10) Max Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (lb) -Max. Comp./Max. 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=-2886/2019, 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; Vulf=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=71 ft; 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, Extedor(2) 17-6-0 to 21-0-0 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 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except ft=lb) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 751b down and 70lb up at 15-0-0, and 75 lb down and 701b up at 20-M on top chord. The designtselection 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 (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-75 27= 75 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: September 25,2018 AWARNING- Veritydealgnparametemand REAONOTESONTNL9ANDINCLUDED AUTISKREFERANCEPAGE MII-74"mv.1D ,:1SBEFOREUSE. Design valid for use only with MOekw connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into fie overall building design. Bracing Indicated is to prevent buckling of individual toss web and/or chord members only. Adbiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collopse will, possible personal Injury and property damage. For general guidance regarding me fabricatlon, storage, delivery, efecflon and bracing of trusses and true systems. seeANSVRl1 Quell MMyy CMalo. DSB-89 and SCSI Building Component 69M Parke East 6Nd. Sooty Intormalblrnolloble from Truss Note Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 dob Truss Truss Type Ply MANOR 71 T75168863 M11439 A2 Roof Special 8 1 Job Reference (optional) Truss, Inc., ran rlerce, rL 4.00 12 4x5 = 8.130 s Mar 11 2018 MiTek Industries. Inc. Tue Sao 2508:36:592018 Scale =1:60.3 15 14 4xrz 3x5 — 2x3 11 5x8 = 3x12 2.00 12 1 7-7-15 17-6.0 23-11-12 2fi-9-9 35-0-0 7-7-15 5-11.9 Ann.B 6s.1P p.ad9 a.oa Plate Offsets (X.Y)-- 12:0-1-6 Edge] 18:0.3-0 Edaol 110.0.1-15 Edael 114:0-2-4 0.2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ved(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.97 Ved(CT) -1.07 12-21 >393 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr 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: 162111 FT=20% LUMBER- TOPCHORD 2x4SPM30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS IRow at midpt 7-13 REACTIONS. (lb/size) 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. (I c) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-1105/1963, 9-12=403/372 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCOL=3.Opsk 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 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS 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 anyother live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 10 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 1001b uplift at joint(s) except (jt=lb) 2=825, 10=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 25,2018 ,&WARNING-Vedry Oeslgnparemesersand READNOTE60N MISAND INCLUDED MITEKREFERANCERAGEMb74Tarev. IGc=0159EFOREUSE Design valid for use oniywim Mnea connectors. This design Is based only upon parameters shown. cnd Is for an Individual building component not a true system. Before use, the building designer must veti/y the applicablllty of design parameters cad properly Incorporate this design Into me overall building design. Bracing lntllcoted is to prevent buckling of individual truss vreb and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win possible personal hQury and property damage. For general guidance regarding the fobtica6on. storage, delivery, erection and bracing of huroas and truss systems, seeANSVTP11 paoT0ts. CMorb. DSD-09 and SC61 Balding Component Safety Nfomsatbmvollable from Truss Plate InMtole. 218 N. Lee Street, Suite 312. Alexandria VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type y Ply MANOR 71 T15168884 M11439 A3 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 2 4x4 = 4x6 = 6 7 8.130 is Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:00 2018 Scale =1:62.3 17 16 3x4 = 3x5 = 2x3 II 5xB = 3.6 = 302 = 2.00 12 777 170.3-0-11--2 2-I 30 I I3.4-8 8 5112 293 0.775 5.-7-9 Plate Offsets (X Y)-- 12:0.1-6 Edgel [9:0-3-0Edge] [11:0-1-15 Edge] f16:0-2-12 0-3-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (Too) Well 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 Inor YES WB 0.86 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.80 13-14 >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 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hom 2=175(LC 11) 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 23=-331812236, 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=-1 175/1985,10-13=-408/379 NOTES - I) 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=15ff; B=71ft; L=35ft; eave=5D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extodor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-0-0, Exterior(2) 17-" 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 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) Beading atjoint(s) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designershould 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 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 O WARNING -yedyydestgnperemetersendREADNOTES ON TMSAND/NCLUDEDMREKREFERANCE PAGE M624"rev. iNDYleIS BEFORE USE Design valid forum on im MRek®connectors.lhisdagn sbased only upon parametersshown. and Isforan IndNldual building component, not ��- a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Brachg Indicated is to prevent buckling of IndlMdual Truss web antl/or chord members any. Additional temporary and psrincrient bracing B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding The fabricaflon, storage, delivery, erection and bracing of musses and truss systems. meANSM11 Quality Cdbda; DSB49 and SCSI Building Component Sabry mlatmalblrwolloble mom Truss %ate Insfitute, 218 N. Lee Street Suite 312. Alexandria, VA 2231A. WOW 69M Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type a Ply T15168865 M11439 A4 Hip 1 1 Job Reference f oi' 11 l:narhDera l nos, Inc., Von Flares, VL 4.00 12 4aB = 3x4 i 5 6 5x8 4 25 3 4x6 = 7 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:01 "4015 5xfi � 2x3 8 26 5%B MT1 SHE 9 10 Scale = 1:62.3 24 27 �1 2 I 13 11 12 as \lih_�A 14 ] B MT18HS ]� 5 48 = ] 16 30 2x3 11 5xB = 3x12 = 3x5 = 2.00 12 7-]-15 >-14 13.7-8 15-0-01 20-0.0 1 23-11-12 26-&9 35-0-0 Plate Offsets(XY)— (2:0-1-6,Edge] f3:0-1-40-3-0] r3:0-0-00-1-121 r6:0-5-40-2-0] r10:0-4-0Edae] I71:0-1-15,Edgel fl6:0-2-40-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veri -0.53 13 >792 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ved(CT) -0.99 13-23 >423 240 M718HS 244/190 BCLL 0.0 ' Rep Stress [nor YES We 0.74 Horz(CT) 0.36 11 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -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 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc 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: Horz 2=155(LC 11) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 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=-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=3431/5OD4, 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=-063/433 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, EMedor(2) 15-0-0 to 20-0-0, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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) 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.tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ft=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 O WMMJVG- Verify design pwv... and READ NOTES ON Mar AND MCLUDED WEK REFERANCE PAGE MIP74M rev. Ia=oys9EFOREUSE Design valid for use only with MBeIO connectors. ihb design Is based any upon parameters shown. and Is for an InclAdual building component, not a truss system. Before use, me building designer must verify me appllcobilty of design parameters and propery Incorporate th s design Into the overall bulltling design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability antl to prevent collapse Wth possible personal injury and property damage. For general guidance regarding me fabrication, storage. delikery, erection and bracing of trusses and toss systems seeANSUIPII Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East BNtl. Safety mformallonovallable from Truss Plate Instil 218 N. Lee Street, Sulfe 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y Ply MANOR 71 T15168866 M11439 AS Hip 1 1 Job Reference (oorona0 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek 3x6 II 3x6 — 4x5 = 3x4 = 4x6 Inc. Tue Sep 25 08:37:02 2018 Page 1 Scale=1:61.3 15 14 ..._....._.._ _ 3x5 = 2x3 11 5x12 = 3x12 _ 2.00 12 -715 1319 22-080 1-11-12I 9 25-007 5 B-2-77 I -1-8-4Al Plate Offsets (X Y)-- f2:0-1-6 Eddel [4:0-3-0 0-2-8] 110:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 Mr20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ved(CT) -0.9912-21 >426 240 M718HS 244/190 BCLL 0.0 ' Rep Stress Inor YES W B 0.72 Hom(CT) 0.35 10 n/a n1a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MS Wind(LL) 0.72 12 >580 240 Weight: 160 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 2-4-15 oc puffins. 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 Horz 2=-136(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=-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=-756/612,6G4=-953r755,,6-13=,373/685,7-13=-697/994, 8-13=-2051/1540,8-12=-1293/1901,91 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=71ft; 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, Intedor(1) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 27-0-9, Interior(1) 27-0-9 to 36-0-0 zorie;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joints) 10 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 100 lb uplift at joint(s) except 01=11o) 2=825,10=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 25,2018 Q WARNING- VerUydesr9nwvametorserid READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMU-74niev. la?D3101SBEFOREUSE Design valid for use only with M6eM connectors. TtB design Is based only upon parameters shown, and Is for an Individual building component not �� a muss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall buJtlingdeslgn. Bracing Indicated 6 to prevent budding of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek• 1s always required for stability and to prevent collapse with possible persond Injury and property damage. For general guidance regarding the fobticatlon, storage, delivery, erection and bracing of musses and truss systems seeANSVri Cuo1By Cdbda. DSB49 and BCSI Building Camponmt 69N Parke East Blvd. Sabty Inromlalbmvollobie mom Tittcs Plate Irutitute. 218 N. Lee Sheet Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Thus Truss Type y Ply M11439 A6 Hip 1 1h �MAI`101`171 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Tue Sep 25 08:37:03 2018 Page 1 ID:AJiomcsggFaOsPzA?N7xeHyeill-_MVOnRNH7mflYtf Wn7nNCCNdOJOcfiVBU2TZrya8W_ 7.7.2 1-3-7-8 254800 I 35-0-0 '160- 73 8.3-15 .1-F080 Scale a 1:61.3 518 3x5 = 3x4 = 5x8 MT18KS= 4.00 I12 15 14 13 30 = Sx6 = 2x3 II 3x4 = Skill - 3x12 = 2.00 12 7-7 140-40 I3-7.8 18.111 I 11-d12 4.&,l -151-0]-]2 -8-1 33--0.105 1 Plate Offsets (XY)- 12:0-0-2,Edgel.14:0-5-4,0-2-81. P:0-4-0,0-2-31 f9:0-1-15.Ednel T13:0-2-0 0-2.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d 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 Ved(CT) -1.03 11-21 >408. 240 MT18HS 244/190 , BCLL 0.0 ' Rep Stress [net YES WB 0.62 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7811-12 >542 240 Weight: 1621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-3-13 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 Hoe 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 gi 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=-8331718, 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=4.2psY BCDL=3.0psF h=15ft; B=71ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Inemor(1) 2-6-0to 11-0-0, EMeriar(2) 11-" to 28-11-6, Interior(1) 28-11-6to 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 pi bottom chord live load nonconcurent 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) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=lb) 2=825, 9=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 QWARNWOG VMfydeslgnpenmetenand READ NOTES ON TN/SAND/NCLUDWMDEKREFERANCEPAGEMX74M3 , IGNa2015BEFOREUSE Design valid for use only with MrekO connectors. Thus design Is based only upon parameters shown and Is for on Individual building component not a hum system. Before use, the building designer must verify the oppilcoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual hum web andfor chord members only. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricotlon, storage, delivery, erection and bracing of trusses and hum systems seeAN6171PR Qualtly Cmerks. DSB-69 and SCSI Buldhp Component Safety mformalbKrvoOoble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. nexontldo. VA 2231 d. 690,1 Parke East Blvd. Tampa. FL 33610 Job Truss Thus Type ' Oty Ply MANOR 71 T15168868 M11439 A7 Hip 1 1 Job Reference o tional ynon.uow ,. , u., , ern r,v, w. 11 4.00 12 2x3 \\ a. rbo s mar I I zu I a MI I eK InaUSlnes, InC. I Ue bep 2b Ua:J1;u4 zo i s 4x8 2x3 11 3x6 = SO = 4 526 6 7 27 4xB = 2x3 8 9 Scale - 1:60.5 ,o rJ 3x4 = 3x4 = 3z6 = 6x8 = 3x4 = 3x6 = 3x4 — 3x4 = I ,-n. 0 13.8-0 79-10-0 26-0.0 36-0-0 n I I I I r Plate Offsets (X,Y)- 12:0-0-14 Edael 14:0-5-4 0-2-07 18:0-5-4 0-2-0I t10:0-1-2 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TC 0.30 Vert(LL) -0.13 12-23 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.2912-23 >884 240 BCLL 0.0 ' Rep Stress Incr YES We 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1312-23 >999 240 Weight: 161 It, FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=362/0-8-0, 15=162010-8-0, 10=716/0-8-0 Max Hors 2=97(LC 11) Max Uplift 2=-256(LC 12), 15=-933(LC 12), 10=-460(LC 12) Max Grav 2=390(LC 21), 15=1620(LC 1), 10=731(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 cc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at mldpt 7-15 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-355/278, 4-5=-521/823, 5-7=-521/823, 7-8=-646/514, 6-9_ 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 3d7=-396/473, 4-17=-310/444, 4-15=942f713, 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=4.2psf; BCDL=3.Opsh h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Interior(l) 2-6-0 to 9-0-0, Extefior(2) 9-0-0 to 30-11-6, Intedor(t) 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 pet 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 bearl plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=256, 15=933, 10=460. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING-Ved(yddarsparama(ereamd READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMS-74nnnir. fMlYf015BEFORE USE Design volld for use only with MIIek® connectors. TM design h based only upon parameters shown. and Is for an hdlvidual building component. not a truss system. Before use, he building designer must verity the 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' 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 seeANSVIPII Quality Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Wormallorravoliable ham Two Plate Institute, 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type City Ply MANOR 71 T15168869 M11439 B Roof Special 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:05 2018 Page 1 Scale = 1:60.3 4.00 12 5x10 = 3.4 11 6 7 3x5 = - ° — °M 400 = 3x4 11 2.00112 3,02 = LOADING (psf) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CS1. TC O.63 BC 0.97 WB 0.80 Matti DEFL. in (loc) Vdefl L/d Vart (CL) -0.55 13 >764 360 Vert(CT) -1.02 13-24 >412 240 Horz(CT) 0.38 11 n/a n/a Wind(L-) 0.76 13 >556 240 PLATES MT20 MT18HS Weight: 173 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc puriins. 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=1349/0-8-0 Max Horz 2=-179(LC 10) 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 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 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=15R; B=71 ft; L=351t; eave=5f ; 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) 17-6-0 to 21-0-0 zone;C-C for members and farces 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 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 tit 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 lb uplift at joints) except (jt=lb) 2=825, 11=825. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cart 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: September 25,2018 ,&WARNING-Vet//ydesignparametenend REAONOTES ON TNISANOWCLUOEOM?KREFERANCEPAGEM&74mmv. fOra1420159EFORE USE Design valid for use only wlin Mi connectors. This design Is based only upon parameters shown and Is for an Individual butding component, not a tors system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNlducl muss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal blury and properly damage. For general guidance regarding the fobricofion, storage, delivery, erection and bracing of trusses and tnss systems seeANSWn Qua16y Coterie, DS349 and SC51 Building Component 69M Parka East Blvd. Sm�h Infamrolbrgvo0oble from muss Plate Institute, 218 N. Lee street Sun, 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type my Ply T75168870 M11439 BHA Hip Girder 1 �MANO1171 1 Jab Reference (optional) ynemoers r russ, mc., ran I'Mrce, rL 8.13U 3 Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37: W 21.11Is f k!al a9-0 Scale = 1:64.8 TOP CHORD MUST BE BRACED BY END JACKS, 4.OD 12 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 46 14 47 16 NAILED NAILED NAILED 45 48 NAILED NAILED 3x6 i 44 10 19 3x6 � Special 438 NAIL' 49 21 NAILED 4x8 —42 4 6 r5= s B = f ILE 2�0 4x6 = 3 9 NAIL 15 f ILE 25 20 51 41 52 21 2 272E A 12 on fln 11- a S3 54 55 56 57 58 59 30 60 61 d 34 33 33 31 29 Special NAILED 718 = NAILED 3x5 - NAILED 3x6 = NAILED 3x4 = 3x6 = NAILED NAILED NAILED 6x10 =NAILED NAILED 28-0-0 3-10-14 )1W ) 9 12-0-0 D6U '12-0-0 2a'-0-0 274-0 27.11.7 31-1.2 A02 . 0- 4 &1-z s 62-7 s7 4-6 a 1oO 1.. � 110-14 Plate Offsets (X Y)-- [2:0-0-2,Edge] [3:0-2-4 0-2-01 [15:0-2-12 0-3.81 [26:0-7-4 0-2-01 LOADING (psQ 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 U720 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.08 31 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-6-10 cc purins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x43P No.3*Except' 1Row at micipt 3-9 20-31,26-29: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 cc bracing. WEBS 1Row at midpt 9-32,15-31, 26-31 JOINTS 1 Bruce at Jt(s): 9, 15, 20, 13 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 6) Max Uplift All uplift 1001b or less atjoint(s) 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. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3649/2731, 3-4=-363/201, 4-8=-294/149, 8-lD=-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_ 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=-282/256,16-19=-321/248,19-21=-28atl78,21-25=-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, 2931=-593/476, 27-29=599/492 , WEBS 9-33=-142/449, 9-32=-2348/1799,1532= 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-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; 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 cc. Joaquin Velez PE No.68182 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cert 6634 8).' 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Data: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10871b uplift at joint 2, 2791b uplift at c.. Ira, kar, 79 ant 0 joint 27, 2164 Is uplift at joint 31 and 245lb uplift at joint 29. Q WARNING- wer/rydeegapammetemard READ NOTES ON TNLSAND INCLUDED 16111EKREFEHANCEPAGEMIl-74M rev. 7r1,111312015BEFURE USE 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 verity me applicability of design parameters and propery incorporate MB design Into me overall bulldingdedlBracing lndicafed is to prevent buckling of Individual hussweb and/or chord members any. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidonceregarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVI PIl GuolMy Cmeda, D3949 and ITCH Building Component Sabty mtormatbrlNolloble from Truss Rafe Institute, 216 N. tee Street Suite 312. Alexcndrio. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oly Ply MANOR 71 _ Y75168870 M11439 BHA Hip Girder 1 1 Job Reference (optional) Phambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:07 2018 Page 2 NOTES- ID:AJiomcsggFaOsPxA?N?xeHyeill-t7kWco0oB?9kOUyGkdej%2N?nllRXRb5560hhEyaeVw 11) 'NAILED' indicates 3-10d (0.148')0) or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 328lb up at 7-" on top chord, and 402 It, down and 5041b 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 (plf) Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28— 54, 35-38=-20 Concentrated Loads (Ile) Vert: 34=-402(F) 41=.146(F) 42=-111(F) 43=-111(F) 44=-111(F) 45=-111(F) 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) Q WARNWG-V raydesfgn Pmametem end READ NOTES ON MWMD WCLUDWMREKREFERANCEPAGEsr67alerev, fa=fOySBEFOREUSE. Design valid for use only with WOO connectors, this design 6 hosed only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Is always required for stability and to prevent collapse with possible personal Inary and property damage. For general guidance regarding Me fobrlCOrlon. storage, delivery, erection and bracing of musses and truss systems seeAN31/1911 Qua" 1yy Carta, DS249 and 0=1 Sul ift Component Safety Irtformetbnavolloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandra VA 22314. ��' MiTek' 690C Pence East Blvd. Tempe, FL 33610 Job Truss Truss Type Oty Ply OR 71T751fiB871 M11439 GRB HIP GIRDER 1 1ob �NIAN Refere ce (ooConall ro„ .,=, , o. i ou a mar n [ula Nil l ex measures, Inc. I us ID:AJiomcsggFaOsPzA?N7xeHyeill-pWsH1US2icPSGo6f21 11-0-q 3-10-14 7.0- 0 I I 10.4-0 13.8.0 135.15 23-2-1 28-0.0 31-1-2 1-0.D 3-10-14 342 34.0 i 3-40 1 4.9-15 I 4.6.3 4% 15 3-1-2 NAILED 5x12 MT16HS = NAILED NAILED NAILED NAILED NAILED Special 4.00 12 Special NAILED NAILED 2.3 II 3.6 = 3x6 = NAILED 3x4 = NAILED 5x6 3 23 24 25 4 26 27 5 26 296 30 31 32 7 33 34 a ua:3f:ue 2a1 a Scale=1:60.3 01'2 J5 3a ID 31 36 39 40 - 41 42 12 43 44 3x4 = 2x3 11 NAILED 3x6 = 5x12 = NAILED 3x5 = 5x8 MTiBHS = NAILED 6xe = 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 3-10.74 700 10-4-0 1330 I i8.5-15 I 23-2-1 I 26-0-0 31-1-2 35-0.0 vmre z,-a Plate Offsets (X Y)-- [3:0-9-0 0-2-81 [6:0-3-8 0-1-81 [11:0.3-8 03-01 fl4:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(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 MT10HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3711-13 >696 240 Weight: 155 lb FT=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=504/03-0, 14=3752JO-8-0, 9=1326/0-8-0 Max Horz 2=78(LC 7) Max Uplift 2=-652(LC 8), 14=2840(LC 8), 9=-1012(LC 8) Max Gray 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 Draping. WEBS 1 Row at midpt 6-14.3-14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-778/990, 3A=-1513/2146, 4-6=-1513/2146, 6-7=-1267/775, 7-8=-3171/2427, 8-9=-3362/2486 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=-6461742,4-14=-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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 9=71ft; L=35ft; eave=5tt; Cat. II; Exp C; Encl.. GCpt=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed fora 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 652 lb uplift at joint 2, 284016 uplift at joint 14 and 1012lb uplift at joint 9. 8) *NAILED' indicates 3-10d (0.148'13') or 3-12d (0.148'x3.25') toe -nails per NDS gutdlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1931b down and 316 Ib up at 7-0-0, and 193 lb down and 316 lb up at 28-0-0 on top chord, and 402 lb down and 419 Ib up at 7-0-0, and 402Ib down and 504 lb up at 27-11-4 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 (DID Vert: 1-3=-54, 33=-54, 8-10=-54, 17-20=-20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: September25,2018 O WARNWG- Verify design psremefers end READ NOTES ON THIS AND INCLUDED MmEK REPERANCE PAGE MLL14M rev. 1Na4.2015 BEFORE USE Design volld form only with Mrek®comectors. rhis design Is based only upon parameters shown, and Is for an Individual building wmpanent not a tnlss system. Before use, Me building designer must verify ire applicability of design parameters and properly Incorporate this dodgn Info the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing L always required for stability and to prevent collapse with possible personal Injury and propeM damage. For general guidance regarding me fabrication, storage, delNery, erection and binding of trusses and Was systems, seeANSVrpll Quietly CrBe4a. DS549 and BCSI Building Component Safely Inrermatbtpvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. ��' MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oy Ply MANOR 71 T75168871 M11439 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL - 8.130 s Mar 11 2018 MiTek Industries, Inc. Tua Sep 25 08:37:09 2018 Page 2 ID:AJiomcsggFaOsPrA7N7xeHyeil I-pWsHl US2icPSGoefr2gBCTSLVrMl71NOZOVN7ya8Vu LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-146(B) 8=-146(B) 16=-402(B) 11=-402(B)23=-111(13) 24=-111(B) 25=-111(B)27=-111(B)28=-111(B)29=-111(B) 30=111(B)32=-111(B) 33=111(13) 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=-6B(B)43=-68(B) 44=-68(B) OWARNING- Ved/ydeslimparamtersand READNOTES ON TNLSANDWCLUDEDM?EKREFERANCEPAGEM67473m¢ 1011132015BEFORE USE Design volld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a puss system. Before use, the building designer must verify the cppllcabllity of design parometers and propody Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual fuss web and/or chord members only. Addiflonal 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 fobrication, storage, delivery, erection and bracing of trusses and fuss systems. seeANSVFPII Quality Crtedu. DS849 and SCSI 110d ng Component 6904 Parka East 31W. Safety Informatbnavallable from Truss Plate Institute, 218 N. Lee Street. Sulte 31Z Alexondrla VA 22314. Tampa, FL 33610 Job Thus Tmss Type City Ply T75168872 M11439 J1 JACK -OPEN 8 1 �MANOR71 Job Reference (optional) Fhambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:09 2018 Page 1 I0:AJiommggFaOsPzA7N7xeHyeil l-pWsH1 US2icPSGo6f2gBcTSXnrbH7WlOZOVn17ya8Vu -1.0-0 1-a0 1.0-0 Scale =1:6.1 3a4 = LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 rile Na 1 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5lb FT=20% 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 Ho¢ 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(LC12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-M cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; 8=71ft; L-350; eave=5tt; Cat. II; E7io C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 3-641 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 4lb uplift at joint 3 and 140 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 O WANNING- VerltytleslgnparemefSvS.d REAs NOTES ON TN5ANDWCLUOEOMREKREFERANCEPAGEMIP74mJr 140 158EFOREUSE valid for use only with MgekO connectors. Ns design Is based only upon parameters shown, and a for an Individual building component not farDesign truism a trsystem. Before use, fine building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndMldual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal lnlury and property damage. For Canard guidance regarding the fabrication, storage, delivery. erection and bracing of hums and hum systems seeANSIRPit Quality Cdteda, D9549 and BCSI Building Componi 6904 Parke East Blvd. Safer rnfortmtionavoilabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandre. VA 22314, Tampa, FL 33610 Job Truss Truss Type y Ply T75168873 M17439 J3 JACK -OPEN 8 ]Job 1 �MANOR71 Reference (optional) namuess i tuss, rne., on rates, rL 3x4 = 8.13U s Mari 1 2018 MiTek Industries, Inc. Tue Sep 25 08:37:10 2U10 regal ID:AJiomcsggFaOsPzA7N7xeHyeil 1-HiO1FgSgTwXJtyhrPmS09h7goFt7kz7Xo3FLIZya8Vt k Scale =1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171 PI2014 Matdx-MP Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical 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. 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: ASIDE 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) -1-0-0 to 2-6-0. Intedor(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 nonconcutrent 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) oftruss to bearing plate capable of withstanding 67 lb uplift at joint 3, 207 lb uplift at joint 2 and 51 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING- Vedlydesigspsre..hv..nd READNOTES ON TNISAND/NCLUDEOMREKREFERANCEPAGENM174M.I. iN0.aZof5DEFOREUSE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a hues system. Before use, The building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing indicated 6 to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and Permanent bracing Is always required for stability and to prevent collapse with poRibie personal Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and truss Mtems seeANSVIPII Cuai Critters, DSSd9 and SCSI Building Component Safety mfommlbradvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandre. VA 22314. MiTek' 69M Parka East Bind. Tempe, FL 33610 Job Truss Truss Type Ply MANOR 71 T15168874 Ml 1439 JS JACK -OPEN 8 1 Job Reference (optional) .,aa s mar 11 zu to MI I eK mausmes, Inc. 1 us bap La usJC I I zu Ia rage 1 ID:AJ mcsggFaOsPzA7N7xeHyeiI l-Iv_l SATIEDfAV6Gl zTifiuXgwC_TON90j_ugOya8Vs 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdetl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.32 Vent(LL) 0.11 4-7 >522 240 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Verl(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC20171TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Hom 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. (lb) - 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 directlyapplied 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=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) 2u" to 4-114 zone; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 1221b uplift at joint 3, 278lb uplift at joint 2 and 92 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 O WARNWG-Veritydealgnpmamete..dREAONOTES ON VRSANDINCLUOEOM?EKREFENANCE PAGE Ml47473mv. nVo3a015 BEFORE USE Design valld for use only YAM MBek® connectors. This design b based only upon parameters snown, and Is for on Individual butting component not a hues system. Before use, the building designer must verlty the applicability of design parameters and properly incorporate this design Into Me overall bulding doslgn. Bracing indicated B to prevent buckling of MtlNldual Into web and/or chord members only. Additional temporary and permanent bracing Is always required for sbbllily and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and hass systems seeANSVI III Quality CrSnb, DSD-09 and SCSI Buldtig Component Sabty hlaenalbnov Apple from Truss Rate Institute, 218 N. Lee Sheet, faints 312. Mexandrlo. VA 22314. MiTek' 69M Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR71 T15168875 M11439 J7 JACK -OPEN 24 1 Job Reference foot onall ,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:AJiomcsggFaOsPZA7N7xeHyeil I-lv_l SATIEDfAV6GlzTifiuXoieCITONgOj_ugOya8Vs Scale: 3/4'=1' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) gdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) -0.09 4-7 >976 360 MT20 2441190 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.17 4-7 >497 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Hom 2=161(LC 12) Max Uplift 3=-152(LC 12), 2=-210(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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; B=71ft; L=351t; 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 6-11-4 zone;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 1521b uplift at joint 3, 210 Ib uplift at joint 2 and 12 Ib uplift at joint 4. Joaquin Vela PE No.68182 MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: September 25,2018 A WARNING- Verity design Mremefersand READ NOTES ON TN6AND INCLUDED MIiEKREFERANCEPAGEM 74TJrev. 16Na201SHEFOREUSE Design valid for use only with Meek® connectors. The design Is owed only upon parameters shown, and Is for an Individual brlldhg Component not a truss system. Before use, the building designer must verify the oppilcolothy of design parameters and properly hcorporato this design Into Me overall building design. &achg Indicated is to prevent bucking of individual true web and/or chord members only. Additional temporary and permanent bracing Is always required for stability, and to prevent collapse with possible personal lryury and property, dIaMymyage. For general guidance regarding me Safety Nfomlalbrnvalable from truss Plate Irwtitutte.2 8 N. Lee Sheet. Suite 312 Alexandria VA QualityOS34P and SCSI SutdYlp Component MiTek' Tampa, FL 33610 Ntl. Job Truss Truss Type O y Ply MANOR 71 T15168876 M11439 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference foot ona0 namoers I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:12 2018 Page 1 ID:AJiomcsggFaOsPrA?N?xeHyei11-D5YPfWUW?Xnl7GrEXADuE641v2YrCnRgFNkRMSyaBVr -1-&0 5-6-11 9-10-1 1-5-0 5-6-11 ~ 4.3.6 Scale=1:21.2 1i 3x4 = NAILED NAILED exo 11 NAILED 5 56-11 4-3-6 LOADING (psf) SPACING- 2-M CSI. DEPL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.25 Ven(LL) 0.09 6-7 >999 240 MT20 2441190 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 WB 0.40 Hom(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-6 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. (Ib) - Meer. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/1087 BOTCHORD 2-7=-1148/990, 6-7=-1148/990 WEBS 3-7=-298/284, 3-6=-1044/1211 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71 ft; 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 grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 4, 574 It, uplift at joint 2 and 44311c uplift at joint 5. 6) "NAILED" indicates 3-1 Did (0.148'x3°) or 2-12d (0.148°x3.25°) toe -nails per NOS 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 +Hoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 Velez PE 110.68182 MiTek USA, Inc. FL Cent 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING -Venlyd affgnpammerere and RE4D NOTES ON THIS AND INCLUDED MITENREFERANCE PAGE Mg-14T4 rev. l40.V1pi5 SEFORE USE Design valid for use only with MlfekG connectors. This design Is based only upon parameters shown, and Is for an InUNldual bW ding component, not o hum system. Before use, the building designer must verify the opplicoblllty of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buci ing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always real for stability and to prevent collapse with posslble personal Injury and property damage. For general guldance regarding the fabrication, storage, delNery, erection and brocing of trusses and Muss systems seeANSIRP11 paal8pyy Criteria. DSB49 and SCSI Bolding Component Safety th/armafbmvolloble from Truss Rate InsHhde. 216 N. Lae Sheet Suite 312 Alexontltlo. VA 22314. MiTek' 6904 Parka East BNd. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y 14- Z4 offsets are indicated. 6-4-8-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. 1 0' 11� ci-2 c2a 2. Truss bracing must be designed by an engineer. For truss Individual lateral braces themselves 0 WEBS Srq 4 wide spacing, may require bracing, or alternative Tor I T 0 c0 3 3 O bracing should be considered. y U ob w 2 3. Never exceed the design loading shown and never Inadequately braced trusses. ys U stack materials on o_ 0 4. Provide copies of this truss design to the bulltling _ c2a co-2 cse 0 r. For 4 x 2 orientation, locate designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS plates 0-110 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMSEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSMI 1. _ connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from • Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/rPI 1. software or of upon f6gUBSt. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%ai time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance. with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values i 14 Bottom chords require lateral bracing of 10 ft. spacing, or less. If no ceiling Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 0 1 B..Use of green or treated lumber may pose unacceptable environmental, health or performance risks.. Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, k 20, Design assumes manufacture in accordance with Guide to Good Practice for Handling, 'e ANSI/rPl 1 Qualry Criteria. Installing & Bracing of Metal Plate • Connected Wood Trusses, MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015