Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
1( L BRADEN & BRADEN, A. I. A., P. A. . {,. Sqrcbdods & nllanners r� a,? 417 COCONUT AVENUE, STUART, FLORIDA 34996 TELEPHONE (7721 287-6269 FAX (7721 267-6299 - :+ 1.9 ♦ 3-12-20 #AAC-000032 i � a bid WYNNE DEVELOPMENT W PERMIT #, cc ®,� ADDRESS:�.S -� To whom it magg concern. Please note this is the typical footing for this project in lieu of what is shown on the plans. If you have an g questions please feel Free to call me 7�2=281-8258. tt5 bar w/ 30" overlaperlap Fill cell with concrete and bar t. Sinc r y at each filled cell - Max.Sspacing shall noticexceed Wood 48" unless otherwise noted D i Braden AIA Base see foundation plan notes for B en ! Braden AIA PA spacing at openings 4" concrete slab with fibermesh OR L"xV #10/10 WWM on 6 and Visqueen over clean compacted termite treated fill m Grade IIII=1I I I M =11I —II IIII114"m Ix 18"d Concrete Footing —1I—I I I I II I II I;, I I III - with (2) #5 bars cont. and #5 IIII— Is° transverse bars at 48" o.c. TYPCIAL FOOTING DETAIL nts G 0% BRADEN 6 BRADEN, A. I. A., P. A. 97rchifed3 & 91annem 417 COCONUT AVENUE, STUART, FLORIDA 3499E TELEPHONE (772) 2B7-B25B FAX (772) 267-6203 #AAC-000032 WYNNE DEVELOPMENT PERMIT #: ADDRESS: To whom It may concern, Please note this Is the typical footing for this project In lieu of what Is shown on the plans. If you have an, n guest(ons please feel free to call me 112 -281-8258. #5 bar cont. In iy Braden AIA t Braden AIA PA Grade Curb height Verify based on foundation plan— W0— O Z Z U.:5 W W C.) 5W� WM0� 4b ® Nd tt5 bar vert. w/ 30" overlap at each filled cell 3-12-20 Fill cell with concrete and (1) #5 bar vert. (typical). Max. spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with f(bermesh OR 6"xV #10/10 WWM on 6 and Vlsqueen over clean compacted termite treated fill ��IIII 1111 IIII ��� 111I-111I11�I1111- 1111-1111=1111- -11I11111- III I --I l l 14"w x 18"d Concrete footing with (2) #5 bars cont. and #5 14" transverse bars at 48" o.c. TYPCIAL GARAGE FOOTINGS DETAIL nts IB Braden & Braden, AIA, PA A4? & Y" #aac0000sx 417 Coconut Ave. Stuart, FL 34996 • (772) 287-8258 St. Lucie Countg Budding Dept. Wynne Development Date: Address:';�j \,�\,4 Permit #: To whom it may concern. This detail applies to the insulation in the ends of the vaulted ceilings. If ,gou have any questions please feel free to call me at -1-12-287-8258 R-19 Sincerely DaW'aden AIA Braden t Braden AIA PA Trusses at 24" o.c. !e shop _drawings bg others ceiling transition 6 — ded using metal studs arif9 exact configuration .es R-30 Batts batts Drywall ceiling see tgpical section Gelling transltlon Insulation Detail nts RE: M11439 MiTek USA, Inc. MANOR 71 6904' Parke East Blvd. Tampa, Fl- 33610-4115 Site. Information: . Customer: WYNNE DEVELOPMENT Project Name: M11.439 Lot/Block: Model: MANOR 71 Address: UNKNOWN Subdivision: City: ST LUCIE COUNTY State- FL General Truss Engineering,Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 'FB02017/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 iricludes 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18647372 a 11/13/2019 2 T19647373 al 11/13/2019 , 3 T18647374 a2 11/13/2019 4 T18647375 a3 11/13/2019 5 T18647376 a4 11/13/2019 6 T18647377 a5 11/13/2019 7 T18647378 a6 11/13/2019 8 T186473a7 11/13/2019 9 T18647380 80 b 11/13/2019 FILE COPY 10 T18647381 bha 11113/2019. 11 T.19647382 grb 11/13/2019 12 T18647383 jl 11/13/2019 13 T18647384 j3 11/13/2019 14 T19647385 j5 11/13/2019, REVIEWED FOR 15 TI8647386 j7 16 T18647387 kj7 11/13/2019 11/13/2019 CODE COMPLIANCt. The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: 'Finn, Walter . My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification . that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply.with ANSI/fPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, 'shapes and design codes), which were given to. MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek, has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/fPI 1, Chapter 2:: ST. LUCIE COUNT` BOCC No.:22839 :fY I% STATE OF is 6904 Parke east Blvd. Tampa FI- aasio, November 13, 2019 Iof1 Job Truss Truss Type al Ply T18647372 M11439 A Common 1 1 iMANOR71 Job Reference (optional) Chambers Truss, Inc., o ^ al -on Pierce, 1-1- 3x4 = c. Iou s Kier a cuio Kn i en inuuami;ii- WwNuv,G o7.+1.53 Scale = 1:59.3 4.00 12 4x4 = 3x4 = 3x6 = 6x3 = 2x3 II 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL)-0.1314-15 >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/TPI2014 Matrix -MS Wind(LL) 0.10 17-20 >999 240 Weight: 1661b 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 midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 2=-470(LC 12), 14=-904(LC 12), 10=-186(LC 12) Max Grav All reactions 250lb or less atjoint(s) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22), 10=266(LC 22) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1461/958, 3-5=-1282/878, 5-6=-639/551, 6-7=-261/745,7-9=-379/723, 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=-1202/797, 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=4.2psf; BCDL=3.Opsf; h=151t; B=71 ft; 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(1) 2-6-0 to 17-6-0. Exledor(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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 12 except Ot=lb) 2=470, 14=904, 10=186. Wafter P. Finn PE No.23639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Q WARNING -Vinffy design pammefers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1110-741 IIIAXA 0/S BEFORE USE. • s Design valid for use only with MReaconnectors. 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- isalways required for stability and to prevent collopse with possible personal Injury and property damage, For general guidance regarding the fob4cation, storage, delivery, erection antl bracing of trusses and truss systems. seeANSUR11 QUO I611tyy Criteria. OSl419 and BC91 Building Component 6904 Parke East Blvd. Safety Informatiornvallable from Truss Plate Institute, 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR 71 T78647373 M11439 Al Common 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Nov 13 07:41:54 2019 6 0 4.00 12 4x5 - Scale = 1:59.5 17 '- 15 '- 14 '" 12 3><6 = 2x3 11 46 = 3x8 = 2x3 11 axis = 3x8 = 4x6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 14-15 >646 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.35 14-15 >999 240 Weight: 1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. 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=142410-8-0, 10=1424/0-8-0 Max Horz 2= 179(LC 10) Max Uplift 2= 868(LC 12), 10=-868(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ito) 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; TCDL=4.2psS BCDL=3.Opsf; h=15ft; B=71H; L=35tt; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Elderjor(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) 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 = 101 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=1b) 2=868, 10=868. 6) Hanger(s) Or other connection device(s) shall be provided sufficient to support concentrated loads) 75lb down and 701b up at 15-0-0, and 75lb down and 701b up at 20-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-1 1=-54,18-21=-20 Concentrated Loads (Ito) Vert: 26— 75 27=-75 Waller P. Finn PE No.22639 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 ,&WARNING -Verify deelgnparemefersand READ NOTES ON MIS AND INCLUDED MREKREFERANCEFAGEM/47473reV. f0/ OISBEFORE USE. 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 hum system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracinglndlcoted is to prevent buckling of indNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with posslble personal Injury and properly damage, For general guidance regarding the fobricanon, storage, delivery, erection and bracing of trusses and hum systems seeffNSVIPIT Quail Chub. DSB-69 and BCSI Building Component 6904 Parke East Blvd. safety IMormatbnovolloble from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply MANOR 71 T18647374 AA11439 A2 Roof Special � 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Nov 13 07:41:55 2019 4.00 12 4X5 = Scale=1:60.3 .lm d 15 14 axrz 3x5 = 2x3 II 5xB = 3,12 = 2.00 12 7-7-15 13.7-B 17-6-0 23.17.12 28.9-e No 10 7-7-15 5-17-9 3-10.8 8.5-12 2-9-13 8-2-] Plate Offsets(X,V)— (2:0-1-6Edge] [8:0-3-0Edgel [10:0-1-15Edgel f14:0-2-40-2-81 LOADING (ps]) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(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 [nor YES W B 0.93 Horz(CT) 0.39 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 12 >527 240 Weight: 1621b 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 as puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at mil 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. (II -Max. Comp./Max. Ten. -All forces 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=-3088/5C62, 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 roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=71 ft; L=35ff; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(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 any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to gain 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 Qt=lb) 2=825,10=825. Walter P. Finn PE No.22838 NiTek USA Inc. FL Cad 6634 B884 Parke East Blvd. Tampa FL 33810 Data: November 13,2019 QWARNING-VeHly CeslgeparameterseaCREADNOTES ON TH/SANDwCLUDEDMITEKREFERANCEPAGEMII-7473mv. 7d 015BEFOREUSE. Design valid for use only with MneM connectors. this tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the appllcablllty of tleslgn parameters and properly Incorporate this tleslgn Into the overall buiicing design. Bracing Indicated is to prevent buckling of individual from web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible I Injury and property damage. For general guldonce regarding tine fabrication, storage, delivery, erection antl bracing of husses and hues systems, SeeANSVrPII QualNNyy efforts. DSB49 and SCSI Bull Component Sal mformallonavollable from Truss Plate nsfitute, 218 N. Lee Sheetontlrlo, Suite 312, AlexVA 22314, �' MiTek* 69N Parke Easi Blvtl. Tampa, FL 3361 O Job Truss Tmss Type City Ply MANOR 71 T18647375 N111439 A3 Hip 1 1 Job Reference o tional wamoers ^ruse, nm., rvr, camas, ra 4.00 12 4x4 = 46 = 6 7 Scale = 1:62.3 21t2 d d 17 16 Ill = 34 = 302 = 3x,5 = 2x3 SAS= 2.00 12 LOADING (pi TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.71 Lumber DOL 1.25 BC 0.97 Rep Stress Incr YES WB 0.86 Code FBC2017/rP12014 Matrix -MS DEFL. Ved(LL) Vert(CT) Hom(CT) Wind(LL) in (lac) I/dell Lid -0.5813-14 >721 360 -1.0613-14 >395 240 0.39 11 n/a n1a 0.80 13-14 >526 240 PLATES MT20 MT18HS Weight: 169 Ib GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=175(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 2-3=-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,e-13=-1175/1985,10-13=-408/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vast=l28ni TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=71f; L=35if eavei 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 17-0-0, Exterior(2) 17-0-0 to 18-0.0, Interior(1) 22-11-6 to 36-0-0 zone;C-C for members and tomes & 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=825, 11=825. Well P. Finn PE No.22939 ll USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 O WARNING- Verity design Pexamelersam READ NOTES ON TNISANO INCLUDED MREKREFERANCEPAGEUlb7473mV 10,1332e15BEFOREUSE. Design volld for use only with Mire& connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Below use, the building designer must verity the applicability of design parameters end properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only, Additional temporary, and permanent bracing WOW 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. seeANSVTPil pualBV Criteria. Dili and SCSI Building Component 6904 Parke East Blvd. 69NPFL EastB Safety InfamaWb tillable from Truss Plate Institute, 218N. Lee Sheet, Suite 312, Alexantlria, VA 22914.33610 Job Truss Truss Type Oty Ply MANOR 71 T18647376 fv111439 A4 Hip 1 1 Job Reference (optional) unamoers r russ, Inc., ran rlerce, rL o.IOU 5I lar I I cV io mi 1 en muusures, mu. IIUUe.v I. ID:AJiomcsggFaOsPzA7N7xeHyei l l-H2VNmsc2pFAWXSdRZ Vil tl VPBSSmMTZGx Scale=1:62.3 4.00 r12 3x4 4x8 = 4x6 = 5 6 7 5x6 2x3 5x6 25 28 8 5.8 MT18HS 4 3 9 10 24 27 2 19 11 12 n 9' N1 cd1 14 7x8 MT18HS 15 4x8 = d 17 16 3x4 = 3x5 = 2x3 11 5x8 = 2.00 1z 3x12 = 7-7-15 13-7-8 15-0-0 200.0 23-11-12 26.9-9 35-0-0 1 7-]-15 5.11-9 1-4-8 5-0.0 31142 2-9-13. B-2-7 Plate ONsets(XY)-- [2:0-1-BEdge][3:0-1-40-3-0] [3:0-0-00-1-121 [6:0-5-40-2-01 [10:0-4-OEdge] [11:0-1-15Edge] [16:0-2-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(ILL) -0.53 13 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.99 13-23 >423 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES WE 0.74 HOrz(CT) 0.36 11 n/a We 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 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS 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 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=-3431/5004,11-13=-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 Structural wood sheathing directly applied or 2-4-13 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hot 5ft; B=71tt; 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(1) 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 forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 pal 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (]t=lb) 2=825, 11=825. Wafter P. Finn PE No.22839 MTek USA Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Q WARNING- VeritydeslgnpemmefarSend READ NOTES ON TN/SAND/NCLUDEDMITEKREFEBANCEPAGEMIF74M.v. f0/OYralls BEFORE USE. Design valld for use only with MneW 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 verify the appllcobalty of design parameters and properly Incorporate MI5 design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pI1 M[Tek' Is always required for stall 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, seeANSUIPI1 QuatdByy Criteria, D3549 and all Building Component Safety Nformatbrpvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T78647377 M11439 A5 Hip 1 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL a.1ou s mar i i 4u io muex inuusnies, inu. Wed Nuv m Sea 11 3x6 = 4x5 = 3x4 = 4x8 15 14 3x5 = 2z3 11 Sx12 = 2.00 12 Scale=1:61.3 3x12 = LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.71 BC 0.97 WB 0.72 Matrix -MS DEFL. in (Inc) I/dell Ud Vert(LL) -0.53 12 >799 360 Vert(CT)-0.9912-21 >426 240 Horz(CT) 0.35 10 Na Na Wind(LL) 0.72 12 >580 240 PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 24-15 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=134910-8-0, 10=1349/0-8-0 Max Horz 2_ 136(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3302/2424, 3-4=-2589/1988,4-5=-2410/1948, 5-6=-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=-2124/3102, 12-13=-3448/4977, 10-12=-3922/5422 WEBS 3-15=0/288, 3-14=-756/612, 6-14— 953(755, 6-13=-373/685, 7-13=-697/994, 8-13= 2051/1540,8-12=-1293/1901,9-12=-474/482, 5-14=-381/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opst h=15ft; B=71ft; L=35f : Save=5N; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -11-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Extedor(2) 13-0-0 to 27-0-9, Intedor(1) 27-0-9 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 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 joints) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joints) except (jt=lb) 2=825, 10=825. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610: Date: November 13,2019 ®WARNING- Verifytleslgn parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI47473rev. 10,I)SM2015 BEFORE USE. Wit valid for use only with MBekO connectors, We design Is based only upon parameters shown, and Is for on Individual building component, not th a truss system. Before use, e building designer must verify the appllcablllN of all parameters antl properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablaN and to prevent collapse with possible personal Injury and properly damage. For general gultlance regarding the 6904 Parke East Blvd. fobrlcanon storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Quality Cd tall DSB49 and III BuGtlll Component Tampa, FL 33610 Safety Informationavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Oty Ply �MANOR71 T78647378 M11439 A6 Hip 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0.130 5 Mar 11 2018 MITek Industries, Inc. Wed Nov 13 07:41:59 2019 Page 1 4.00 12 Sx8 = 3x5 = 4 5 24 25 3x4 = 5x8 MT18HS= 6 26 7 99c Scale=1:61.3 15 14 13 3x4 = 31 = 2x3 II 3x4 = 5.8 — 3x12 = 2.00 12 7-7-2 11.0.0 13-7-8 18-10.8 23-11-12 24-0-026.8-1 35-0-0 z>-w a-e-1e oo-a 4 a-�-e n- -e a-ae a-o-u PlateOffsets (X,Y)-- [2:0-0-2,Edge1 [4:0-5-4,0-2-81 [7:0-4-0,0-2-31 [9:0-1-15 Edge] [13:0-2-00-2-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) -0.56 11-12 >748 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0311-21 >408 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.62 Horz(CT) 0.36 9 Na Na BCDL 10.0 Code FBC2017ITP12014 Matti Wind(L-) 0.7811-12 >542 240 Weight: 162 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ita size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-181512626, 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=-833(718, 5-12=-896/1276, 6-12=-675/575,6-11= 670/1004,8-11=-440/553, 7-11=-997/1469 Structural wood sheathing directly applied or 2-3-13 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 1=15tt; 13=71It; L=35ft; eave=5tt; 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, Extedor(2) 11-0-0 to 28-11-6, Interior(1) 28-11-6 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) 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 20.0psf 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 verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Do uplift at joint(s) except (jt=lb) 2=825, 9=825. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 13,2019 ,&WARNING - Verllydeslgn Peramwrars and READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MII.7473tex 1Ng92015 BEFORE USE. Design valid for use only with M]Tek®connectors. This design is based only upon parameters shown. and Is for an lndIvdual building component not �!- ■` a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Ma overall building design.. Bracing Indicated is to prevent buckling of lndlvldual Fuss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stoblllty antl to prevent collapse with poalble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems. seeAN91/1PI7 QualiStyy Carona, DSB49 and BC31 Building Component Safety Infoaaallornvailable from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Cry Ply MANOR 71 T18647379 fv111439 A7 Hip � 1 1 Jab Reference (optional) unami I russ, Inc., ran rlerce, rL a.asus manaemD mlleK lnousmes, mc. wee rvov as ucccuu euTa 4.0012 4x8 = 2x3 11 2x3 Q 4 526 3x6 = 3x4 = 4x6 — 2x3 6 7 27 a 9 Scale=1:60.5 3x4 = 3x4 3,06 = 61 = 3x4 = 3x6 = 3x4 = 3,4 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate GOP DOL 1.25 TC 0.30 Lumber DOL 1.25 BC 0.41 Rep Stress Incr YES WB 0.53 Code FBC2017/rP12014 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) III Ud -0.13 12-23 >999 360 -0.29 12-23 >884 240 0.03 10 n/a n/a 0.13 12-23 >999 240 PLATES GRIP MT20 2441190 Weight: 161 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. 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 mil 7-15 REACTIONS. (Ib/size) 2=36210-8-0, 15=1620/0-8-0, 10=71610-8-0 Max 12=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) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=�355/278, 4-5=-521/823, 5-7=521/823, 7-8= 646/514, 81155/896, 9-10=1409/1091 BOT CHORD 2-17=-160/325, 14-15=-280/646, 12-14— 63B/1078, 10-12=-938/1311 WEBS 3-17=-396/473, 4-17=-310/444,4-15=-942l713, 5-15=-326/367, 7-15=-1554/1143, 7-14=-128/406, B-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.Opst that Elf; B=71ft; L=3511; eavei Cat. 11; Exin C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(i) 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 truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with anyother live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (jt=lb) 2=256, 15=933. 10=460. Waiter P. Finn PE No.21839 Mil USA, Inc. FL Cart 9634 6904 Parke East Blvd. Tampa FL 33810 Date: November 13,2019 ,&WARNING-Ve1/IydeslgnPmsmefersend READ NOTES ON THISANDWCLUDEDM/rEKREFERANCEPAGEM&74M3 , 141MIGO15DEFOREUSE nand for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not Et a truss system:. Before use, Me building designer must verity the oppllcobalN of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' s 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, seeANS9RIt Quo"1@y Crill pill and III Building Component 6904 Parke Easr Blvd. Safety Informational from Truss Plate Institute.218 N. Lee Street, Suite 312, Alexandria. VA22314, Tampa, FL 33610 Job Truss Truss Type MANOR71T78647380 M11439 B Roof Special 71yP 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.13u s mar 11 zuw Mi I at industries, inc. Wed Nov ra ui:rev r zo a rage r ID:AJiomcsggFaOsPzA7N7xeHyeil 1-91lucDfYtTgLO4xDoZafBitcPop0i9eZAZMhPRyJfIK 1-0- 6.7-10 12-11-1 17-8-0 23-11-72 2fi-9-8 35-0-0 36-0-0 -0-0 6-7-10 6-3-7 4-6-75 6.5-72 2-9-12 8-2-8 Scale=1:60.3 4.00 FIT Sx10 = 3x4 11 6 7 3x5 = 4. — nxo — 4,10 = 3x4 II 2.00112 3x12 0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.55 13 1764 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -1.02. 13-24 >412 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 HOrz(CT) 0.38 11 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.76 13 >556 240 Weight: 1731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 2-6-9 oc pudins. 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. (Ib/size) 2=1349/0-8-0, 11=134910-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=825(LC 12), 11=-825(LC 12) FORCES. (Ib) -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, B-13— 1109/1943,8-14=-2684/1670,14-16=-1136/2094,6-14=-1261/1888 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; Irl B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCjdIl8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and 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 fast 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 joints) 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 joints) except Qt=lb) 2=825, 11=825. 2 n Io Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 3361D Date: November 13,2019 ,&WARNING-Wdlyd.slgnpar.rxters.nd BEAD NOTES ON TN/SANDWCLUDEDMREKNEFEBANCEPAGEMIF74"mre taMY1615BEFOREUSE. 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 truss system. Before use, the building designer must verity the appllcobllity, of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Addltlonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance mgarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, SeeANSUIPI I Guollhy Cdlrda, DSB49 and BCSI BuldhB Component 6904 Parka East Blvd. Safely mformallomvailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tamp., FL 33610 Job Truss Truss Type 0ty Ply MANOR 71 T78647381 -M11439 BHA Hip Girder 1 1 Job Reference (optional) unamoers i russ, Inc., ran tierce, rL a.ruvsrvmr I coio rv,,,en III... co „m. rreu I—I.—.+c ca,a rayc� ID:AJiommggFaOsPzA?N?nHyei 11-67sfl vhp05w3FN5bw_c7HSysZbaPtA4nsetmUKyJflI 1380 � 22 9-0 1b1-0. 310.14 T 0 98-0 itE-0 125 15-0.0 1)8-0 198-0 21-6:FO 00� T;7 25_8-0� 28-0-0 31-1-2 35U0 36-0-0 0 3-00.14 342 26O 2-00 b941-3-0 2-0-0 2-0-0 2a-0 2D9 d8b 0.9-0 2-0-0 2b-0 3-1-2 &1.104 0.9-0 Scale=1:64.8 4.00 12 NAILED NAILED NAILED 3x6 % 44 10 Special 438 4z8 —42 4 3 — 3 g 9 41 N2 2 d cEd 53 54 55 34 33 Special NAILED TIFFS = 3x6 = NAILED NAILED 4x4 = 12 46 14 47 16 45 43 NAILED NAILED 9 3x6 Zc NAIL 49 p1 NAILED r It P ILE 2350 254z8NAIL 15LED p0 51 52 56 32 57 58 Be 31 30 60 61 ted 29 NAILED 3.5 = NAILED 3x6 = NAILED NAILED 6x10 =NAILED NAILED 3e 0-0 31]40 9 25-02)2A13132 &35 30'21 0 -1131-2 Lsta104 N n � 27 28 n la ' Im w b 3x4 = Plate Offsets (X V)-- [2:0-0-2 Edoe7 [3:0-2-4 0-2-0] [15.0-2-12 0-3-8][26:0-7-4 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress Inch NO W B 0.76 Horz(CT) 0.08 31 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 3-9 20-31,26-29; 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at mil 9-32, 16-31, 26-31 JOINTS 1 Brace at Jt(s): 9, 15, 20,13 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less atloint(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 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=-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=-288/178,21-25=296/145, 25-26=-322/143, 26-27=-472/701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 3233=-2184/3241, 31-32=-544/1121, 29-31= 593/476, 27-29=-599/492 WEBS 933=-142/449, 9-32=-2348/1799, 15-32=-756/1254, 15-31=3513/2423, 20-31b519/518, 3-34=-470/647,26-29=-310/237,26-31=-1576/l233,3-33=-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.Opsf; h=15ft; B=7111; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. Wager P. Finn PE No.22839 39 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I MRek USA, Inc. FL Ced 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 parka 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 1087111 uplift at joint 2, 279 Ib uplift at . joint 27, 2164111 uplift at joint 31 and 245111 uplift at joint 29. November 13,2019 Q WARNING -Ver/lydes/gre parameters and HEAD NOTES ON THIS AND INCLUDED MmEK REFERANCE PA BE MII.1473 rev. faa32015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the bulltling designer must verry the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' 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 brccing of fusses and truss systems, seemSvrpll Cually Cl DSO-89 and SCSI Bull Component 6904 Parke East Blvd. n Safet9 Informatiovol obie from Truss Plate Institute. 218 N, Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T18647381 M11439 BHA Hip Giber 1 1 �MANO1171 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MTek Industries, Inc. wed Nov 13 07:42:03 Z019 Page ID:AJiommggFaOsPzA7N7xeHyeil1-67sfl vhpO5w3FN5bw_c7HBysZbaRA4nsetmUKyJ81 NOTES- •11) 'NAILED' indicates 3-1 Od (0.148'x3') 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) 2421b doom and 328 Ile up at 7-0-0 on top chord, and 402 Its down and 504 Ito up at 7-0-0 on bottom chard. 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 II Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28=-54, 35-38=-20 Concentrated Loads (lb) Vert: 34=-402(F) 41=-146(F) 42=-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 WARNING - V.dfkdesignperametensenEREAO NOTES ON THIS AND WCLUDEDMREKREFERANCEPAGEMIF7473re1 141032015BEFORE USE. Design valid for use only with MOeM connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not �,' a truss system. Before use, the buliding designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall bulidJng tleslgn. Bracing Indicated is to prevent buckling of lndlvdual truss web and/or chord members only. Additional temporary and permanent bracing p� M!Tek' Is always required for stablllty, and to prevent collapse wlih possible personal Injury and property carnage. For general guidance regarding the fabrication, storage. dellvery, erection and bracing of trusses and truss systems, seeANSUIPII puolryy CrBnb, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Inform stionovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply MANOR 71 T16647382 M11439 ERE HIP GIRDER 1 1 Job Reference optional wamols. uuss, ma., run rinrue, ru NAILED Sx12 MT1BHS= NAILED NAILED NAILED NAILED NAILED 4.00 F12 Special NAILED NAILED 2X3 II 3x6 = 3x8 = NAILED 3x4 = NAILED Special 5x6 = Scale=1:60.3 -- 35 35 is a/ 3J JV +u ai we .1re w 3x4 = 2x3 II NAILED 3x8 = 5x12 = NAILED 3x5 = 5x8 MT18HS = NAILED 6x8 = 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 3.10-14 { 7-0-0 10-4-0 1 13.8.0 18.5-15 23.2-1 28.0.0 31-1-2 35-0-0 nene4 Plate Offsets (X V)- � 13:0-9-0 0-2-81 [6:0-3-8 0-1-8] 111:0-3-8 0-3-01 114:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.3411-13 >751 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.7611-13 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress that NO WE 0.93 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.37 11-13 >696 240 Weight: 1551b 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=504/0-8-0, 14=3752/0-8-0, 9=1326/0-8-0 Max Harz 2=78(LC 7) Max Uplift 2=-652(LC 8), 14=-2840(LC 8), 9=-1012(LC 8) Max Gram 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 puffins. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 1 Row at midpt 6-14, 3-14 FORCES. (II - Max. Comp./Max. Ten. - All forces 250111 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=-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- 646T742, 4-14=-772/685, 6-14=-3794/2549, 6-13=671/1191, 7-13=-1685/1485, 7-11=-370/570,8-11=,323/635, 3-14=-3037/2708 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71 ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpiI8; 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6521b uplift at joint 2, 28401le uplift at joint 14 and 1012 In uplift at joint 9. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"4.25") toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 Ib down and 316 He up at 7-0-0, and 1931b down and 316 Ib up at 28-0-0 on top chord, and 402 lb down and 419lb up at 7-0-0, and 402 lb down and 504 Ib 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 (pit) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 13,2019 Q WARNING -Verilydesign parametersand READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE IMP7471rev. ISUMM15 BEFORE USE. Design valid for use only with Missal 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 verify the applicobllity of design parameters and properly Incorporate thls design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pia MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliver, erection and bracing of trusses and truss systems, seeANS171PI1 Quo Cdt�do, D3Bd9 and BC51 Building Component 6904 Parke East Blvd., 6904 2v Safety Informatbrnvo loble from Truss Plate Ins6Nfe, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. P n, FL 33610 Job Tmss Truss Type Oty Ply T16647382 ?A11439 GRB HIP GIRDER 1 �MANOR71 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MiiTek Industries, Inc. Wed Nov 13 07.42:05 2019 Page 2 ID:AJiomcsggFaOsPzA?N?"Hyeil l-2W_PSbi3vdBnUhE_l PebMZ1 DGPBHeka95BKuVDyJOG 'LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3— 146(8)8=-146(B) 16=-402(B) 11=A02(B)23=-11l(B) 24=-111(B)25=-111(B)27=-111(B)28=-111(B) 29=-111(13) 30=-1 1 l(B) 32=-1 1 1(B) 33=-1 1 1(B) 34=-111(B) 35=-68(B)36=-68(B) 37=-68(13) 38=-68(B)39=-68(B)40=-68(B)41=-68(B) 42=-68(8) 43=-68(B)44=-68(B) Q WARNING- Whit, pfWl peramalere antl READNO17ES ON WISAND INCLUDED MREKREFERANCEPAGEMIP74IS rev. 1011132015 BEFORE USE. Design volld for use only with MRek& connectors. Tnls design Is based only upon parameters shodMdual wn, and Is for an Inbuliding component, not a truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate Mls design Into the overall bullding design. Bracing lndlcated is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing 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 huss systems. seamilviPl1 Steeprylyy CrSMa, DSB49 and SCSI Building Component Saelty Informational from Truss Plate Insfitute, 218 N. Lee Sheet Sulta 312. Alexonddo. VA 223 M. MOW 6904 Patna East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply MANOR 71 T78647383 M11439 it JACK -OPEN 8 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Wert Nov 13 07:42:05 2019 Page 1 ID:AliomcsggFaOsPzA7N7xeHyeil 1-2W_PSbi3WBnUhE_l Pe1bMZ1 PYPOGe9495BKuYDyJfIG SIA = LOADING (psq SPACING- 2-0-0 CS1. DEFL, in (too) Udefl L/d TCLL 20.0 Plate Gdp COL 1.25 TC 0.1a Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress In YES W B 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Holz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=1117), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. CompJMax, Ten. -All tomes 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 Be 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.Opst Irl B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & 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 ginfer(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 1401b uplift at joint 2. Walter P. Finn PE No.22839 Il USA, Inc. FL Cad 6934 6904 Parke East Blvd. Tampa FL 33810 Date: November 13,2019 O WARNING- Vanildeslgnparemeferainf BEAD NOTES ON THIS AND INCLUDED MREKREFERANCERAGEMIF7473re1 10401 BEFORE USE. Design valid for use only with MReka, correctors. 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 verify To applicability of design parameters and property Incorporate me design Into the overall building design. Bracing Indicated is to prevent Walking of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabYlry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, call erection and bracing of trusses and truss systems, weANSVTPi1 Oucial CrReda. DSB49 and SCSI Buiding Component 69N Parke Easl Blvd. Safety Informationavalloble from Two Plate Institute, 218 N. Lee Sheet Suite 37Z Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply T78647364 M11439 J3 JACK -OPEN 8 1 �MANOR71 Job Reference (optional) Chambers Truss, Inc., FOR Pierce, FL 3x4 = a. 155 b 1VItl1114U IO IVI I I ah 1 Ile—1 II It;. VVcu,rvr,a 07:42:0iP cU,o, yo, ID:AJiomcsggFaOsPzA?N?xeHyeill-WiYnNhhOJe6rpAb69qumaYZph6NcKIKr4S4tyJfIF lb Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -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 Gmv 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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=15fl; 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 & MW FRS 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 nonconcurmnt with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3, 207 lb uplift at joint 2 and 51 lb uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 8904 Parke East Blvd, Tampa FL 33610 Dale: November 13,2019 ,&WARNING-Vidly deslgnparemeters and BEAD NOTES ON MIS AND INCLUDED M/IEx BEFEBANCE PAGE Mp74nmv. 101032015 BEFORE USE Design valid for use only with Mnek® 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indented is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery. erection and bracing of trusses and buss systems, seeANSVIPII Cually Criteria. OBB-09 and BC51 Building Component 6904 Parke East Blvd. Safety Nformalblavalloble from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T786473B5 U11439 J5 JACK -OPEN 8 1 Job Reference (optional) Chambers Tess, Inc., Fort Pierce, FL 3x4 = 8.130 Is Mar 112018 MiTek Industries, Inc. Wed Nov 13 07:42:07 2019 Page 1 ID:AJiommggFaOsPzA?N?xeHyei11=v6gtGkJSJRVk?OM9gh3R TrkDOz63aSZVp?d5yJflE LOADING (psi) SPACING- 2-" CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.32 Ved(LL) 0.11 4-7 >522 240 TOOL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanica1, 2=242/0-M, 4=63/Mechanical Max Hoa 2=123(LC 12) Max Uplift 3=-122(LC 12). 2=-278(LC 12), 4=-92(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 171b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or ll 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; Ellft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 2-6-0, Interim(1) 2-6-0 to 4-11-4 zone; patch 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-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 122 Ib uplift at joint 3, 278 Ib uplift at joint 2 and 92 lb uplift at joint 4. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Can 66M 6904 Parke East Blvd. Tampa FL 33610 Data: November 13,2019 ,&WARNING-Ved/y Eeslgnperemeferssnd READ NOTES ON THISAND INCLUDED M/TEKREFERANCEPAGEMI474".re. 1DDV2015REFORE USE. Design valid for use only with M6ekG connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the curdling designer must verify the applicability of design parameters and properly Incorporate Mls design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stobLity 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, seeANSWI1 QuolMftyy Cmrnka. DS549 and BCSI Building Component Safety Informatio avollobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 3361 D Jab Truss Truss Type City Ply MANOR71 T18647388 M11439 J7 JACK -OPEN 24 1 Job Reference o (lanai Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Nov 13 07:42:07 2019 Pagel ID:AJiomosggFa0sPz17N7xeHyeill-_v69tGkJSJRVk70Mggh3R 7gTD0063aSZVp7d5yJSE LOADING (pso SPACING- 2-0.0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate GripDOL 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 WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TP12014 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=165IMechanlcal, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-152(LC 12), 2= 210(LC 12), 4=-12(LC 12) Max Gmv 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:16.2 PLATES GRIP MT20 244/190 Weight: 23 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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=15tt; 13=71ft; L4511; save=Sf; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1521le uplift at joint 3, 210111 uplift at joint 2 and 12 Ib uplift at joint 4. Walter P.,Finn PE No.22339 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; November 13,2019 QWARNING- Ver/Iydes/gn paramerersend READ NOTES ON FNISAND/NCLUDEDMREKBEFENANCEPAGE MIP7473 rev. IdAs1191SBEFOflEUSE Design vend for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling 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 bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing WOW 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 trusses and truss systems, seeANSVWII guest Crleda, 09049 and I1CSI Building Component 6904 Parke East Blvd. Safety lnformalblnvollobie from buss Plate Institute, 218 N. tee Street, Suite 312, Alexandra, VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T18fi47387 M11439 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Wed Nov 13 07:42:08 2019 Page 1 ID:AJiomcsggFaOsPzA7N7xeHyei 11-S5gy4clxDdZML9uj7(CI_BtvgcNgrOdbn9Zy9%yJBD -1-5-0 5.6.11 9 104 1-5-0 5.6-11 4-3.6 3a4 = NAILED NAILED NAILED Scale=1:21.2 l� 5-6-71 4-3.6 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 'Plate Grip DOL 1.25 TC 0.25 Verl 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -o.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Hom(CT) -0.02 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 3916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pull 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/Nlechanical Max Hom 2=161(LC 21) Max Uplift 4=-117(LC 8), 2=-574(LC 8), 5=-443(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/1087 BOT CHORD 2-7=-1148/990, 6-7=-1148/990 WEBS 31 3-6=-1044/1211 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsf; h=15ft; B=71IT L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpii 8; 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 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 117 lb uplift at joint 4, 574 lb uplift at joint 2 and 4431b uplift at joint 5. 6) "NAILED' indicates 3-10d (0.148"0') 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 (pit) 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) Walter P. Finn PE 11a22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 13,2019 ® WARNING. Verity design ppree efersand READ NOTES ON THIS AND INCLUDED M?EKREFERANCEPAGEMI4r4]3 rev, 10,0317015BEFONE USE. Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and 1, 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 bulltling design. Bracing Indicated is to prevent buckling of lndledual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the fabdcoBon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVpII CualMMyy Criteria. DSB-69 and SCSI Building Component 8904 Palle East Blvd. Safety lnformationuvaiiable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22374� Tam Tampa, FL 33610 a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13 7" Center plate on joint unless x y a offsets are Indicated. 6-4-8 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 and fully embed Teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. O 17t� c1-2 cza 2. Truss bracing must be designed by an engineer. For WEBS widetruss spacing, individual lateral braces themselves may require bracing. or alternative TorI p JA4 bracing should be considered. O0 am 3. Never exceed the design loading shown and never inadequately 0- O stack materials on braced trusses. 0- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cra csr csa BOTTOM CHORDS deslgner, erection supervisor, property owner and plates 0-'he" from outside all other Interested parties. 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 NUMBERED/LETTERED CLOCKWISE Joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSVTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate details available U MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. SOItWOI6 Or Upon regUB31. re or u NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber sholl not exceed 19%at 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. Camberk a non-structural consideration and is the width measured perpendicular 4 x 4 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14• Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is 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. Mill 8 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 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, Is not sufficient.® BCSI: Building Component Safety Information, Q M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITV ANS17rPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015