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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek' RE: M11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County ME MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610.4115 Project Name: M11392 Model: 71 Carlton 3-Bedroom Rear Porch Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 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 15 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 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 i3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineers 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 ANSVTPI 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 properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. L S®CC '•�IIIIIIP'- Walter P. Finn PE No.22839 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa Fi. 33610 April 03, 2019 1 of 1 Finn, Walter Jab Truss Thus Type Oty Ply THEWINDSOR Tifi686490 M11392 A HIP 1 7 Joh Reference a [lanai s.nammers runs, Inc., run rlerce, rL 4.00 12 4xB = 2x3 11 2x3 0 4 26 6 6.z4Usued 52UIBMllexlnaustnes,mc. Plea Apr 31U:16:432U19 Paget 7j2Sy1HDXFw7ye3KX-j516o6uNUlw7521CX7ocWyM5YnfBOhBOwcl WRozUScg 3x6 = 4x4 = 4xB = 2x3 6 7 27 B 9 Scale = 1:60.5 I 3 3.4 = 3x4 = 3x6 = 6xB = 3x4 = 3.6 = 3x4 = 3x5 = &0.0 14-11-0 20-2-13 261 35-0.0 m.n.n ci l.n 1 I Plate Offsets (X Y)-- 12:0-0-14 Edgel 14:0-5-4 0-2-07 18:0-5-4 0-2-01 f10:0-0-fi Edae7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 161 Its FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) 'Max Uplift 2=-235(LC 12), 15=-1439(LC 12). 10=-799(LC 12) Max Gray 2=467(LC 17), 15=1596(LC 1), 10=685(LC22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-9671776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461,4-17=-272/451,4-15=-1087/1002,5-15=-336/386,7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600,7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 6=70ft; L=35tt; 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 9-0-0, Extedor(2) 9-0-0 to 13-11-6. Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOUI.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2351b uplift at joint 2, 1439 lb uplift at joint 15 and 799 Do uplift at joint 10. Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNWG-VeNrydealgmpartvmetersemd READNOTE60NMEANDINCLUDWMREKREFERMCEPAGEM/7473rev.r�015BEFOREUSE Design valid for use only with MBeM connectors. This design a based only upon parameters shown, and Is for on Individual building component, not a tress system. Before use, me building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bustling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems seeAN51/IPII Quality Cdl 058-69 and BCSI Building Component Safety Inform from truss Plate 6904 Parke East Blvd. Tampa, rlkinrvallobie Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. FL W610 Job , Truss Truss Type Oty Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Ref a ce (oot'onap Chambers Truss, Inc., .Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:44 2019 4.00 F12 " A 5a6 = 2x3 II 21 5 3.4 = WA 5xB MT18HS = Scale=1:61.3 13 12 3x6 = US = 5.8 MT18HS- 3xl2 = 2.00 12 10.0-0 14-9-0 246-8 35-0.0 10-0-o 4-9-0 I s-s-e 10-5.8 _Plate Offsets (X Y)-- [2:0-0-2 Edoel t7.0-4-0 0-2-3]t9:0-1-15 Edoel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Veit(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 1551b 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 2-7-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12). 9=-825(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=3209/2102, 3A---3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-0B43/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-188313007, 12-13=-1591/2657, 11-12= 2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410,4-13=-364/571,4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=-373/892,7-11=-897/1523, 8-11=-404/435 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 BCOL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2.6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSVrP1 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING-V4drydaa1,wparamerersand READ NOTES ON TNISANOWC000EDMr KREFERANGEPAGEMX74M.. TNai,N)ISB FOREUSE Design valid for use only with MiTek® connectors. Thls design Is based only upon parameters shown, and b for on Individual buulding component not �t a truss system. Before use, the bullding 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 brocing MiTek' Is always real for stability and to prevent collapse with possible personal blurry and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVrpD Quality Credo, DSO-49 and BCSI Building Component Seery mfprmaNanov ,liable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, 6804 Parke East Blvd. Tampa, FL 33610 VA 22314. , Tr Truss Truss Type ;Job SPECIAL �Otyply]THE.W.NII.S.011,T76686492 ree tional I cuss, Inc., ran rlerce, VL 8.240 s Dec 6 2018 MiTek Industries, Inc. 310:18:45 2019 4.00 12 5x6 = 3.4 = 4 21 5 5x6 = 22 6 scale-1:61.3 3x4 — 5x8 = 3x12 c 3x6 = 2.00 12 10-0.0 149-0 22-0.0 24-6 35.0.0 10.0-0 I 4-9-0 7.3-0 i 2-fi-8 10-5-8 Plate Offsets (X YI-. 12:0.0-6 Edae] (6:0-4-00-2.31 f8:0-1-15 Edoel LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Gdp DOL. 1.25 TC 0.66 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n1a BCDL 10.0 Code FBC20171TPI2014 Matnx-MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 act 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. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800,5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=4847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8A D-3410/5485 WEBS 3-13=-420/418,4-13=-427/688, 4-12— 337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6AD=-1319/2268, 7-10=-503/530 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 BCDL3.Ops1; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members end tomes & 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 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers pamllel to gmin value using ANSV7PI 1 angle to gmin formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825lb uplift at joint 8. Walter P. Finn PE No.12939 MTek USA, Inc, FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Vedly designpare.ahmsaad READ NOTES ON THIS AND INCLUDED MR KREFERANCEPAGEMIA74M rev. I41112C?DISGEFOREUSE. Design vald for use only with MiTek® connectors. This tlesign b based only upon parameters shown and Is for an IndrAdual bul ding component, not a muss system. Before use, Me bulldIng 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 huss web and/or chord members only. Additional temporary and permanent bracing Is always roquired for stobalty, and to prevent collapse with posvble personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and broong of trusses and huss systems seeANSI/IPII CuamSWl. CrBeM, D304t9 and SCSI Building Component Safety Informatbnwasobie from Truss Plate Ins9tute, 218 N. Lee Sheet Sune312. Alexandria VA 22314, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply THEWINDSOR T16686493 M11392 A3 SPECIAL 1 1 Jab Reference Io0lionaq Chambers Truss, Inc., Fort Pierce, FL 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:46 2019 �1 0 4.00 12 5x6 = 4x5 = Scale = 1:62.3 14 13 3.5 0 2x3 11 Sx6 = 302 = 2.00 12 &fi-0 149A 20-0-0 24-6-B 35-0-0 8-fi-0 6.3-0 02-0 4-6-8 10-5.8 Plate Offsets (X,Y)— f2:0-1-6 Edgel 13:0-3-0 Edgel 18:0-3-00-3-41 19:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 VergCT) -0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-e-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24= 3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11— 3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=317/616, 7-12= 2727/1643, 7-11=-1072/1939, 8-11=390/391 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=15ff; B=70ft; L=35ft; eavesSft; 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 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI'I 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 825 lb uplift at joint 2 and 825 lb uplift at Joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 3,2019 AWARMING -VedfydesignporemerersendREADNOrESONTNISANDINCLUDEDMmEKREFERANCEPAGEMIP7423mv.1D4a2015aEFOREUSE Design valid for use only with MOek® connectors. ihls design Is based only upon parameters shown, and u for an Individual building component, not a hum system. Before use, the building designer must verity 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. Addiflonai temporary and permanent bracing Is always required for stability and to prevent collapse wnh possible personal Injury and property damage. For general guidance regarding the fabilcatlon. storage, delivery, erection and bracing of trusses and hum system& seeANSVIPII Qua 0myy Criteria. DS3-89 and SCSI Building Component Safety fefeanallonavoiloblefrom Truss Plate Institute,218 N. Lee Sheet. Suite 312. Alexandria. VA 22314, MiTek' 6904 Pade East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply THE WIN DSOR T76686494 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d 8.240s Dec 62018 I D_kfiGCA6bx7j2Syl HDXFw7ye3KX 4.00 FIT 5x6 = 4x6 = 2.3 II 6 7 Inc. Wed Apr 3 10:18:47 2019 Scale=1:62.3 16 15 6x10 3.5 = 24 II Sx8 = 3,12 = 2.OD 12 B-6.0 I 14-9-0 1B-0-0 24.6.8 35.0-0 n 8-6.0 6-3-0 33-D 6-6-R 10-5-s 21t2lr Plate Offsets (X Y)-- [2:0-1-6Edgel [9:0-3-0 Ednel f l l:0-1-15 Edgel LOADING (pso SPACING- 2-M CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Ven(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Verl(CT) —1.05 13 >400 180 MT18HS 244/190 SCLL 0.0 ' Rep Stress Mar, YES WB 0.98 Horz(CT) 0.39 11 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 cc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1How at midpl 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7.81 8-10=-5361/3228,10-11=-571G/3480 BOT CHORD 2-16— 1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14= 163/427, 6-14=,309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; 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 36-0-0 zone;C-C for members and forces 8 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.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 11 considers parallel to gmin value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 825lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 B904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-VedrydeaunFareeretereend READ NOTES ON TMSANO INCLUDED MREKREFERIINCEPAGEMM174Aree. 10,111:342015BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Ia for an Individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Brooing Indicated is to prevent buckling of lndlvlducl 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, seeµSVrpO QUOIfty CdfeM, 1333-69 and BCSI Binding Component 6904 Parke East BNd. Safely Infammttotaavolloble from Truss Plate Institute, 218 N. We Street Suite 312, Alaxondda. VA 22314. Tampa. FL 33610 Job Truss Truss Type City Ply THE WINDSOR T76686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., port Pierce, FL B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 2019 4.00 12 5xe MTmHS II Scale =1:60.3 14 13 3x5 = 2x3 II 5x10 = 3x12 2.00 F12 8.6-0 14-9-0 24-68 35-0-0 17��n 8.6-0 6-3-0 9.9.8 10-5-8 Plate Offsets (X Y)— T2:0-1-6 Edger f8:0-3-0 Edgel T10:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Hom(CT) 0.36 10 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SPNo.3 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. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6>2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303,3-13=-861/619,5-13=-216/264, 6-13=300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psh BCDL=3.Opsh, h=151 B=70ft; L=35ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFPS (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, Interior(1) 21-0-0 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 10. Witter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QwAgNPlG- Verlfydeslgnperametersand READNOTES ON MSAND/NCLUDWM?KBEFEBANCEPAGEM674Mmro.. 102111015BUORE USE Design valid for use only with MOei connectors. This design Is based only upon parameters shown and Is for an Individual buiding component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and Popery Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofIndividual 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 guldenceregantIng the fobricaaon storage, delivery, erection and bracing of busses and husssystemx seeANSU1911 Guomy Chub, DS549 and SCSI building Component 6904 Palle East Blvd. Safety Infoanatioruvallable from Truss Plate Instltute, 218 N. tee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 bTruss Truss Type Qty Ply THE WINDSORT76686496 1392 rMl ATA COMMON 5 1 Job Reference o tional unambers I mss, Inc., Fort Fierce, FL e.e4u s Use a zu1D Iwn arc mousmee, mu. vveu npi u IV - 4.00 F12 4x5 = 6 Scale = 1:59.5 1 Ib 17 '" 15 "" 14 - 12 36 = 2x3 11 4x6 = axe = 2x3 II Sat = 3xe = 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Mass Ham 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739; 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft;Cat. II; Exie C; Encl., GCpi=0.18; MWFRS (directional) and C-C Esderior(2) -1-0.0 to 2-6-0, Intedor(1) 2-" to 17-6-0, Extedor(2) 17-6-0 to 21-0-0. Intedor(1) 21-0-0 to 36-04) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1b AC unit load placed on the top chard, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 775 lb uplift at joint 2 and 7751b uplift at joint 10. Walter P. Finn PE No.22839 MI rek USA, Inc. FL Cod 6634 6901 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING. Vedlydesf90pammetersead READ NOTES ON TNISAND INCLUDED MnEKREFEF;MCEPAGEMA7473rev. 161032015BEFORE USE Design valid for use only with MRek® connectors, fib design Is based oNy upon parameters shown, and Is for on Intllvidual building component, not a muss system. Before use, the building designer must verity the applicablllfy of design parameters and properly Incorporate fhb design Into the overall bustling design. Bracing Indicated is to buckling of IndNltlual muss web and/or Chord members only. Additional temporary and permanent bracing MiTek' prevent b always required for stablllty and to prevent collapse wih possible personal Injury and property damage. For general guldonce regarding he 6904 Padre East Blvd. fabrication, storage, doWery, erection and bracing of trusses and truss system , seeANSV1P11 Quality Cmeda, 1113E-09 and SCSI Building Component Safety Infurmalbnavellable from Truss Plate Institute, 218 N. Lee Stoat, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Thus Type Oty Ply THEWINDSOR T16686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:51 2019 4.00 12 3x6 = Scale=1:59.3 7� m b 3x4 = 2x3 11 3z6 = 3x4 = 3x4 = 3.6 = 2x3 11 3x4 = 8-3.5 14-0-0 1 21-0.0 26.8-11 35-0.0 8-3.5 5-8-11 7.0-0 5-8-11 8.3-5 Plate Offsets (X Y)— f2:0-2-6 Edgel f6:0-3-0 Edgel f10:0-2-6 Edgel LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ved(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vad(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 on pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=-179(LC 10) Max Upliff All uplift 100lb or less at joints) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (Ili or less except when shown. TOP CHORD 2-3— 945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-093/858,10-12=393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325,7-14=-277/326, 9-14=-819/592, 9-12=5/301 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=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Intedor(1) 21-0-0 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) This truss has been designed for a 10.0 pat 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-M 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 371 Ib uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Water P. Finn PE No22639 Waif USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,DWARNING- Vedrydasfgnparametersand FUIDNOTES ON THISANO INCLUDED MIrEKNEFENANCEPAGE&M-7973rev. tOralY1015eEFONEUSE Design valid for use only with Miele connectors. lhb design 6 based only upon parameters shown. and Is for on Individual bulltling component, not a muss system. Before use, the bullding designer must verify the cppllcablily of design parameters and properly Incorporate this design Into fire overall building design. Bracing Indicated a to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent braiding MiTek' Is always required for stoically and to prevent collapse with possible personal injury antl property damage, For general guidance regarding the bbricotlom storage, delivery, erection and bracing of trusses and truss systems, SeeANSVTPI I Quality CdMrb, DS549 and SCSI Building Component 69N Parke East Blvd. Safety Infamwsbrnvallable from Truss Plate Institute, 218 N. We Sheet Suite 312 Alexandria, VA 22314 Tampa. FL 33610 Truss Truss Type Oty Ply THEWINDSORT76686498 rMob 11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apt 3 10:18:52 2019 Page 1 ID:_kfiGCA6bx712Sy1HDXFv7ye3KX-ygLWhB71 MW2rgRxLZOTkOrE1FPjAdpvL— jVGnzUScX 15�0 21-8-0 1-0 ]-0-0 a6-0 114-0 13-5-01 -0 17-a0 19-6-0 21-0-o 23-60 25-6-0 23-a0 35-a0 8-0- 1-0-0 ]-0-0 2-6-0 2-00 2-0-0 -6- 1-60 2.0-0 2-0-0 l-&0 E 2a0 2-0-0 24-0 7-0-0 1-0-0 Scale = 1:62.4 ^7 52 0 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 59 US 4 55 9 20 54 g Sx12 —53 4 6 rl 9x4 3 1 19 1 ri 5@ ion 60 22 3x6 25x12 26 2 EL27 35 42 43 34 44 33 45 46 47 48 92 49 31 50 51 30 3.6 = US = 6x8 = 3x6 = 4a000 2ao0 0 ] 3o] 7-I o-o ]o Plate Offsets (X V)-- 13:0-6-4 0-1-121 132:0-3-8 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Veri -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 HOR(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudin. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M op bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33, 2732 JOINTS 1 Brace at JI(s): 11, 19, 16, 7,23 REACTIONS. All beadngs 0-8-0. (Ib) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 to or less at joint(s) except 2=-565(LC 8). 33=-1269(LC 8). 32— 1017(LC 8), 28=-434(LC 8) Max Grav Ali reactions 250 lb or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (Ile) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129/710,3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16=-436/514,16-18=-436/514, 18-19=-436/514,19-21=-382/412,21-23=-382/412,23-25=-382/412, 25-27=387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33= 2090/1523, 1133= 810/782, 19-32= 772/745, 27-32=1484/1044,9-10=-463/453, 20-21=-462/454 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=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Dancing. 4) All plates are 24 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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-M 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 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 Ili uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ib up at 7-0-0, 158 Ib down and 206 Its up at 9-0-12, 158 Ito down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ile down and 206 It, up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 15B lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11.4, 158 lb down and 206 It, up at 21-11-4, 158 Ile down and 206 lb up at 23-11-0, and 158 lb down and 206 Ito up at 25-11-4, and 158 lb down and 206 lb up at 27-11A on top chord, and 373 Ib down and 236 lb up at 7-0-0, 69 Ito down at 9-0-12, 69 lb down at 11-0-12, 69 Ib down at 13-0-12, 69 to down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4. 69 lb down at 21-11-4, 69 Ib down at 23-11-4, and 69 to down at 25-11-4, and 69 to down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MTekUSA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 A WANNING-yedty Ceslgnpemmetemand NEADNOTES ON MIS AND INCLUDEDMREKNEFEBANCEPAGEU674YJmv. IaAY1015BEFOBE USE Design valid for use only wifh MrfokO connectors. lisle design Is based only upon parameters shown, and Is for an Indlvlduol building Component, not ��� a truss system. Before use, the building designer must verify Me al of tleslgn parameters and properly Incorporate this design Into the overall 7 building tleslgn. Bracing indicated is to prevent buckling of lndMdual tress web and/or chord members only. Addiflonal temporary and permanent broclng MiTek' Is always requlred for stabUlty and to prevent collapse Win passible personal Injury and property damage. For general guldonce regarding the fabrication, storage. delivery, erecflon and brocing of trusses and taus systems WANSVIP11 CuaOy Made, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety InfolmetpMvalloble from Truss Rote Institute. 218 N. LOB Sheet, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THEWINDSOR Tifi686498 M11392 BHA BOSTON HIP 1 1 Job Reference factional) Chambers Truss, Inc.; Fort Pierce, FL 8.240s Dec 620181fiTeklndusmes,inc. Wea Apr J1Ut18:53ZU19 NageZ ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-DOvuuX?f7gAilaWX65 zw3mq-p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F)55=-118(F) 56=-118(F) 57=-118(F)58=-118(F)59=-118(F)60=-118(F) 61=-118(F) 62=-118(F)63— 118(F) QWARNWG-Ved/ydesl9nperemetersend READ NOTES ON THISAND INCLUDED MhWKREFERANCEPAGEMX74;dh,. IWAi2pI5BEPORE USE. valid for use any with MITei,® connectors. This design Is based only upon parameters shown, and is for an individual building component, hall Wit a muss system. Before use, the building designer must verify the oppllcabillty, of design parameters and propedy 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 MITGW Is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, creation and bracing of trusses and truss systems, seeANSVIPl1 CualI CdfeM, DS"9 end SCSI Building Component 6904 Parke East Blvd. Safety Infomm8or available from Thus Plate Imtltute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty T16686499 M11392 GRA HIP 1 =Referenm al wamonrs uuss, nm., roll rlerce, rL a.L4us uec O ZU16 Mliex inausures, mu. weanpr J ivaa:a4 Lute 5,02 MT18HS = 4.00 F12 3.5 II 3x6 = 4x9 = 4xB = 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 N r' t2 N JJ 34 14 35 3e 37 3e -39 11 40 41 -- 3x4 = 2x3 II 3x6 = 5x14 = 3x4 = 4x6 =2.3 11 3x5 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20177TP12014 CSI. TC 0.94 BC 0.67 W B 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) I/defl Ud 0.30 10-21 >792 240 -0.3010-12 >812 180 0.09 8 n/a We PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0. 8=122510-8-0 Max Hom 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13= 2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1534/729, 3-4=-1052/1347; 4-6=-1052/1347„6-7=-1946/1834, 7-8=.2978/2565 BOT CHORD 2-15=-586/1423, 13-15— 596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733,3-13=-2917/1869,4-13=-848/801, 6-13= 3504/3050, 6-12=-430/666, 7-12=-9401731, 7-10= 489/690 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.OpsY h=15ft; 3=70111; L=35ft; eave=5D; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 4481b uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint B. 8) Hangsr(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 3291b up at 7-0-0, 90 lb down and 155 It, up at 9-0-12, 90 it, down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 Ib up at 17-11-4, 90 lb down and 155 Its up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 901b down and 155 lb up at 23-114, and 90 Its down and 155 lb up at 25-114, and 203lb down and 329 lb up at 28-0-0 on top chord, and 452 It, down and 263 Ib up at 7-0-0, 63 Its down and 3 lb up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 631b down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-114, 63 Ib down and 3lb up at 19-114, 63 Ib down and 3lb up at 21-11-4. 63 lb down and 39 Walter P. Finn PE No.216 39 3 Ib up at 23-114, and 63 Ib down and 3 Ib up at 25-114, and 452 Ib down and 263 (b up at 27-114 on bottom chard. The MTek USA, Inc. FL Celt 634 Fl.Elv design/selection of such connection device(s) is the responsibility of others. 8384Pa East Tampa FL 33818 9) In the LOAD CASE(S)-section, loads applied to the face of the truss are noted as front (F) or back (8). Date: LOAD CASE(S) Standard April 3,2019 O WARNING. V drYE4s1,npenmefemenORE4D NOTES ON MOMDWCLUDWMRKREFERANCEPAGEUX74 nv. 1010'Y4015BEFORE USE. Design valid for use ody with MBek8 connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component, not �,- a tnus system. Before use, the building designer must verify the oppllcablllty of deAgn parameters and properly Incorporate fins design Into the overall bulldingdedgo. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 4 always requlred for stablllty 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 buss system% seeANSDIPII Quality Cdfedo, DSB419 and IICSI Building Component Safely Infoanalbrwciloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314, MeW 6904 Pablo East Blvd. Tampa, FL 33610 Joh Truss Thus Type Oty Ply T16fi86499 M11392 GRA HIP 1 i �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_kfiGCA6bx7j2Syl HOXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxONe5eleRpCCKteUScV LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-147(B) 7=C47(3) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28= 90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-00(B) 34=-40(B) 35=-40(B)36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) Q WARNING-Venlydesl9npexamelv..dREADNOTW ON TNLSANDWCLUDEDMIiEKBEFEBANCEPAGEMl474nmE InV32015BEFOBE USE Design valld for use only with M7ekS connectors. This design Is based only upon parameters shown, and 6 for an Indlvitluol building component, not a truss system. Before use, Me bullding designer must verify the applicabillty of design parameters and properly Incorporate this design Into Me overall buidingdesign. Eroding indicated is to prevent buckling of individual truss web and/or chord members only; Additional temporary and permanent bracing B always required for stability and to prevent. collapse with possible personal injury and property damage. For general guidance regarding the tobricotion, storage, delivery. erection and bracing of husses and truss systems, seeANSVTPl1 Duality Criteria. DSB-89 and 1101 Building Component Sobly Inlaenalbnovo�able ham Truss Plate Institute, 21 8 N. We Sheet. Sulfa 312, Alexamulo. VA 22314. A MiTek• 69U Palle East Blvd. Tampa, FL 33610 y Oty Ply�THEWII.N'DS�07R_T16686500 ;Job g�=�T=8�TrussOTTlx:USS ONR 8 l Chambers Truss, Inc., Fort Pierce, FL - 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID_kfiGCA61bx7j2Syl HDXFw7ye3KX-MPOeJC1vfROOXufvEWOR4UrEMs3pKmgTx9t6zUScU ,1-0-0 1-0-0 - h0-0 1-0-0 Scale =1:6.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matnx-MP Weight: 5111 FT=O% 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=11(LC 17), 2=11B(LC 1), 4=17(LC 12) FORCES. (Ib) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=70f; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) zone;C-C for members and forces 8 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4111 uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 89D6 Parke East Blvd. Tampa FL 33618 Date: April 3,2019 ,&WARNING - Verdreso anyaremeters antl READ NOTES ON MMMDMCLUDEDMITEKREFERANCEPAGEMR74T3rev. 1haivI 15BEFOREUSE Design valid for use only wlm Mick® connectors. This design 6 based only upon parameters shown, and is for an individual building component. not ��- a truss system. Before use, the building designer most verity the applicability of design parameters and property incorporate fins design Into the overall building design. Bracing Indicated is to prevent buckling of Individual I web and/or chord members only,. Addiflonal temporary antl permanent bracing MiT®k* Is always requiretl for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1Pf1 41uaft Criteria. DSO-49 and SCSI Building Component 6904 Parke East Blvd. Safe lnfalmatblgvoicrble from Truss Plate Institute,218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply THEWINDSOR T76666501 M11392 J3 MONO TRUSS 8 1 Job Reference (o0iona0 Chambers Truss, Inc., Fort Pierce, FL 8.24Us Oec 6201BMIT6K Industries, Inc. wea Apr Jlu:l D:bbzule eager 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (roc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Verl -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a file BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Gray 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=4.2pst BCDL=3.Opsf; h=15ft B=70f; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 1471b uplift at joint 2 and 4 It, uplift at joint 4. Water P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 QWARN/NG- Veritydesignparemetersend READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEUX7422me 10TUS0159EFORE USE Design valld for use only with MTelt® connectors. ThB design Is based only upon parameters shown, and Is for an Indlyclual building component, not a truss system. Before use, the building designer must verify Me appllcobllity of design parameters antl properly Incorporate Mls design Into Me overall bulldngdesign. Bracing lndlcoted K to prevent buckling of Individual fmssweb end/or chord members only. Additional temporary and pennonentbrocing MiTek' Is always required for stability and to prevent collapse with possible pemond Mlury and property damage. For general guidance regarding the delivery. omicron and bracing ofbussesand trusssystems. seeANSU1Pff CutuRyCrlodn,DS5419and SCSIBUldlng ComWnml 6904 Parke East Blvd.fabrication,storage, Sabfy Infonnafbnpvarobie from Truss Plate Institute, 218 N. We Street. Sulte 31Z Alexontltlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Ory Ply M11392 JS MONO TRUSS e 1b FEWINDSORT76686502 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:10:56 2019 Page 1 ID:JcriGCA6bx7j2Syl HDXFW7ye3KX-rbal W Y2XOIYH92E6oEXgYhOGnO2hYn5wv7NPYzUScT Scale =1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (l.c) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.OpsC h=15N; 2=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 1041b uplift at joint 3, 1771le uplift at joint 2 and 9 Ib uplift at joint 4. Walter P. Finn PE No.N839 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33819 Data: April 3,2019 A WARNING - Verily CeslgnpammeWmanJREADNOTES ON THMANDINCLUDEDMmEKREFERANCEPAGEMLL74 .w 1h 01SSEFORE USE • Dedgnv.litl for use oNy wlM MRek®connector. lNs tlaslgn B bsed.my upon p.r.meters mown. antl is for anlntlllloual bulltling component,not . buss system. Betora use,'he bulldIngoeslgnermu0 verity the.ppllc.D'JHy of of gnparameters antl properly Incorporate lNsdesignlntothe overall bulldlnG deAon. Bracing) elcaa ls'.prevent buckling of lntl'Idual hues web antl/or chord members only. Addlhpn.l temporary.ntl permanent brocing Is always required for sf.bllity and to prevent collapse with posUble personN injury antl property damage. For general guidance reg.rtling the fobrl'rN., storage, tl'.Ipla erection and brocing of muses antl hues systems. see�N6URR1 Qu.my Cltlnlo, DII., and BC91 Bu1d. CompOn�nf iled inlannatbrpvpiicbleftors Luse P.,. Institute, 219 N. tee Sheet Sulfe 312. Alexandria, VA 22314. M!Teek MiTek' 6904 Parke East Blvd. Tampa, FL 33610 b Truss Thus Type Oty Ply THE WINDSOR rM T16686503 11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3K4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 I D:J(fiGCA6bx7j2Syl HDXFw7ye3KXJo8Pku29B3h8nCpl Lx2v5wV W OSnH EL4BnOGx_zUScS Scale: 3/4'=1' Plate Offsets (X Y)— f2:0-1-14 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress [net YES WB 0.00 Horz(CT) -0.00 3 n/a l BCDL 10.0 Code FBC2017/FP12014 Matrix -MP Weight: 231b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=8B/Mechanical Max Ho¢ 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1). 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) - Maul. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ff; L=35ft; eave=6ff, 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 6-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6034 69114 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Verify design peremetersand READ NOTES ON TN/SANDINCLUDED MR'EKREFELINCE PAGEM67423 rev. lMliQpISBEFOREUSE Design valid for use only with Mge& connectors. This design is based only upon parameters shown, and B for an IndNidual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate me all Into the overall building design. Bracing Indicated Is to prevent bucNing of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcalloru storage, delivery. erection and adding of trusses and trust systems seeANSI/IPI1 Quay Criteria, DSM9 and SCSI building Component 69W Parke Ent BNd. xmy mloenatbnwolloble tram Truss Rafe InstlMe, 218 N. Lee Street, Suite 312. Alexontlrio, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Oty Ply rlss6ssga M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 310:1 B:572019 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-JOBPku29B3h8nCplL 2v5vxZMQVpHBb48nOGK Scale=1:20.6 3x4 = 5 3x4 = 6-B-12 3.1-5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BOLL 0.0 ' Rep Stress [nor NO W B 0.24 Horz(CT) 0.01 5 life n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38 lb FT=O% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4= 131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13). 2=379(LC 1), 5=461(LC 1) FORCES. Qb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487(/98, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent 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 131 Ib uplift at joint 4, 2621b uplift at joint 2 and 23B lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-54 Trapezoidal. Loads (pIQ Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-09), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 HIM Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-VeMydesignperemebe. end READNOMS ON MMANDWCLUDEDMRKREFERANCEPAGEM6747a2e. 1aA312e15BEFORE USE Design valid for use only with MrekeD connectors. This design a based only upon parameters snows. and Is for on indMtlual bulldIng component, not a truss system. Before use, the building designer must verify Me appllcablllty of design parameters and properly Incorporate We tlesign Into the overall building design. Bracing Indicated a to buckling of lndlvIdual Mass web members only. Additional temporary and permanent bracing Welk' prevent and/or chord Is always required for stability and to prevent collapse wlm possible personal inlury and property damage. For general guldonce regarding me fabrication, storage. delivery, erection and bracing of hums and truss systems. seeANSIMIl GuaT Criteria, D3E-09 and SCSI Building Component 69U Parke East BNB. Safety Infoenatbinvalloble from Truss Plate Institute, 21B N. Lee Sheet, Sulte 312. Alexandrla, VA 22714. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 1 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 �/ldr LTFor 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in The bracing section of the output. Use T or I bracing f indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSVIT'll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSL•. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I dimensions shown t ftscale) sixteenths (Drawings not }o scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESP-1311, ESR-1352, ESR1988 ER-3907, ESP-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI[TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing,is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIfrPI 1. 7. Design assumes trusses will be sultably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no calling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.