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TRUSS PAPERWORK
Q-7 Milo .�.. MiTek® RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information.: SCANNED Customer: Wynne Dev Corp Project Name: M11392 S� Lot/Block: Model: 71 Carlton 3 Bedroom Rear. Porch Address: unknown Subdivision: St. Lucie County City: St. Lucie County 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 I 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 j3 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 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/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation 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. `��{I�111111/II y \DER P, LENS �. No 22839 — -0 ; cc � : STATE OF :�14/ TC O R 1 Q C?N�.��, ONA1 � �, Walter P. nnn PE No.22&39 Mnek USA. Inc. R. dart 6634 6904 Parke East Blvd. Tampa R. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oly Ply M11392 A HIP 1 1b rEWINDSORT76686490 Reference (optional) Chambers TrDSs, Inc., Fort Pierce, FL 8,240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 3 10:18:43 2019 4x6 = 4.00 12 2x3 O 4 d Scale = 1:60.5 2x3 II 3x6 = 4x4 = 4xB = 24 26 6 6 7 27 8 9 ,o ,a 3x4 = 3x4 = 3x6 = 6.8 = 3x4 = 34 = 3x4 = 3x5 9.0.0 5-111 5-3-13 5.9-3 9-01 Plate Offsets (X Y)-- 12:0-0-14 Edgel 14:0-5-4 0-2-01 18:0-5-4 0-2-0I 110:0-0-6 Edgel LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Vcle8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.42 12-23 >572 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 rite n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 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 Grav 2=467(LC 17), 15=1596(LC 1). 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7lNt; L=35ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefor(2) -1-" to 2-64), Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-" to 13-11-6, Interfor(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-0, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;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 lost 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-" 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 235 Its uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6981 Parke Ent Elvd. Tampa FL 33610 Date: April 3,2019 OWATINWO- Vedfydesranperamatersand READ NOTES ON THIS AND WCLUDEDMIFEKNEFENANCEPAOEMX74YJrev. 1a=201SDEFONE USE Design valid for use only with V iToM connectors. This design h based only upon parameters shown, and Is for on Individual building component, not ��• a truss system. Before use, the building designer must verify me applicability of design parameters and popery Incorporate 1Ns design Into the overall budding design. &ocmg Indicated B to prevent buckling of individual trussweb and/or chord members arty. Additional temporaryand permanent bracing MiTek' is always required for stabelty and to prevent collapse with possible persond" and property damage. For general guldonce regarding the fabrication, storage, delNery, erection and bracing of trusses antl Mass systems. seeANSVTPll Gu Criteria, DS689 and SCSI Building Component Sirley Infomra8emsvarable from Tmss Plate Institute. 218 N. Lee sheet. Suite 312. Alexandria. VA 22 14, 69" Parke East BIM. Tamps. FL 33610 Job Truss Truss Type City Ply M11392 Al SPECIAL 1 1b FEWINDSORT76686491 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:44 2019 a nn ax6 = 5.6 = ME 13 12 3x5 = 5x13 mTT18HS= U4 = 2.00 12 SxB MTISHS= Scale = 1:61.3 3x12 = Plate Offsets (X,Yl— t2:0-0-2,Edgel f7:0-0-0,0-2-31 [9:0-1-15,Edge] LOADING (psf) SPACING- 2-" CSI. DEFL. in (loci) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Verl(CT) -1.2111-12 >348 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Mar YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MS Weight: 1551b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Iblsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Ho¢ 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 23— 3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, B-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410,4-13=-354/571,4-12=-362/617,5-12=-269/279, 6-12=-1034f712, 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=l65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70tt; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0. Interfor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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) Bearing at joint(s) 9 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNNG- Verify design parameters and READ NOTES ON WX AND INCLUDED AVMM REFERANCE PAGE M6T4Ta rev. 1h➢L44a15 BEFORE USE Design validfor use only with Mlfekla connectors. This design is based only upon parameters shown. and is for on individual balding component. not ��• a truss system. Before use, the building designer must verily me appllcobaity of design parameters and properly Incorporate this design Into me overall building design. Bracing Indloated B to prevent buckling of hdWuol muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stoically and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and muss systems. seeANSUIPIi CuolBy Cdledo. OSB-09 and 6CSI Budding Comlxomml SafNy Informatbmvallable from Truss Rote Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference o tional Chambers I toss, Inc., rt-40 Fort Pierce, FL &6-0 1&00 14-9-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 2019 Page 1 ID:_)diGCA6bx7j2Syl HDXFw7ye3KX.fUOsDnveONArLMV eOr4bNRPdbEBUbsJNvWdWhzUSce 22-0-0 27-4-7 350.0 36-0-0 1-0-a 8-6-0 4-6-0 1-9-0 7-3-0 —1 S47 7-7-9 Ir-0- Scale=1:61.3 5.6 3x4 = 5.8 = 4.00 12 4 21 5 22 6 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 10-0-0 14-9-0 22-0-0 24.6.8 350-0 10.o-0 4-s-0 W. 2-6-B 10-5.8 Plate Offsets (X,Y)-- 12:0-0-0,Edgel. I6:0-4-0 0-2-31 [8:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.86 Hom(CT) 0.34 8 n/a rula BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-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, 6-10=-131a(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--1.2pst BCDL=3.Opsf; h=15ft; B=70f; L=35ft; eave=51t; Cat. II; E1ic C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.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) 8 considers parallel to grain value using ANSUrPI 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 Ib uplift at joint 8. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 OWARNING-VedlydeslgnPereroetersanCRE11NOTES ON WSANDWCLUDEDRr KNEFRMCEPAGEM74M.re.. 10C3,2015eEFOREUSE Design valld far use ohiy with MBek®connectors. This desgn b based only upon parameters shown and Is for an Individual bmttlmg component, not a tr ss system. Before use. the bulicang designer must verify the apPlicabaity, of design parameters and propery Incorporate this design Into the overall Wrong design. Bracing Indicated is to prevent buckling of Individual buss web&.d/or chord members only. Additional temporary and permanent bracing k always mqueed for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the MiTek' fabrication storage, delivery, erection and bracing of tosses and truss systems, seeANSUrP11 QupBls. GMnlp, OSB-09 and lO31 luldbp Component fiabp Infomlolbnwolloble Tam Parka 3East361 Blvd. Tempe, FL 33610 from Truss Rate Institute, 21B N. Lae Street, Suite 312, Alexontlrla, VA 22314. Job Truss Truss Type City Ply M11392 A3 SPECIAL 1oh 1 [HEWINDSORT16686493 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 310:16:46 2019 4.00 FIT 5.6 — 45 = Scale=1:62.3 14 13 _ 3.5 2x3 II 5x6 = 3x12 = 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ve t(LL) 0.73 11 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WE 0.83 Horz(CT) 0.36 9 Na n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 1601b 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 IRow at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(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 2-4=-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=-125B/2274, 11-12=-2935/5103, 9-11=-330215445 WEBS 4-14=01329, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=Sft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" 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 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 ANSVfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 AWMNBIO-Ver/fydeslgnpansmatersandREADNOTES ONTNISANDINCLUOEOMREKREFERANCEPAGEMIF7473rv.1WAYt01SBEFOREUSE Design valid for use only with M6ekD connectors. Tins design b based only upon parameters shown. and Is for on Ind vduol building component, not �� a truss system. Before use. Me building designer must verify the applicability of design parameters and property Incorporate th0 de9gn Info Vie overall buildingdedgn. BrocingIndicated btoprevent bucldingofindivWudMisweband/or chord members only. Additionoltempaoryand onnonentierocing MiTek' B always readied far stoically and to prevent collapse wlm posrole personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and aura Mtem% seeANSVTPII Qualpy Criteria. DSS-09 and SCSI Binding Component 6904 Parke East Bind. Satoly mformotbmvoilable from Truss Plate Institute. 218 N. Lae Sheet, Sune 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory, Ply =THEWINDSORT16686494 M11392 A4 SPECIAL 1 1al Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:18:47 2019 0 Scale = 1:62.3 4.00 12 5x6 _ 4.6 = 23II 6 7 16 15 6x10 = 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 B-6-0 14-9-0 18-0.0 24.1.8 35-0-0 8-6.0 fi-3-0 3-3-0 6-6-8 10.5.8 21�n Plate Offsets (X Y)-- f2:0-1-6Edgel f9:0-3-0 Edgel fl l:0-1-15 Ednel LOADING (psi) SPACING- 2-" CSI. DEFL. inL13 Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2E-14 oc pudins. BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-14 REACTIONS. (I esize) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3253/1989,3-5=-2435/1560,5-6=-2399/1639,6-7=-2217/1501,7-8=-2380/1519, 8-10=-5361/3228, 10-11= 5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5164, 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, B-14=-3146/1901, 8-13=-1034/1946, 10-03=-343/333 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=701t; L=35ft; eave=5ff; 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-" to 36-" 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.Opst 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 ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 OWARNWG.Ved#yde95n Peramefersend READNOMS ON TN/SANDWCLVDEDMffEKREFERANCEPAGEMX74".. UVVt?OISBEFORE USE Deagn valid for use orgy with MOeW connectors. lhh design 0loosed any upon parameters shown and h for on h lvidual buYtling component, not ��• a tnxa system. Before use, the build ng designer must verify the applicability of design poameters and properly Incorporate this design Into the overall buadingdesign. Bracing Indicated is to prevent buckling of Indiddual trussweb and/or chord members any. Addnionallemporaryandpermonentbracing MiTek• b always required for stability and to prevent collapse with pos4bie personal Injury and property damage. For general guidance regarding the folOncollon storage, delNery, erection and bracing of trusses antl buss Wstems s9eANSVrPI I Cua®y Catania, DSS29 anin d SCSI Bding Component 6904 Parke East East B Blvd. Safety Infermgtbn h,oroble from Tn v; Plate Insmute, 218 N. Lee Sheet, Suite 312. Alexondrla, VA 22314.33610 Tempe, FL Job Thus Truss Type Oty Ply T76686495 M11392 AS SPECIAL 16 1 �THEWINDSOR Job Reference (optional)_ Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:48 2019 SxB MT18HS 11 4.00 12 Scale = 1:60.3 m 1� 14 13 3x5 = 2x3 II 5x10 = 3x12 = 2.00 12 Plate Offsets (X Y)— f2:0-1-6 Edoel 18:0-3-0 Edael 110:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 - Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 Ib 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 SP No.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. (lb) - Max. Comp./MaK 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=-1223F2137, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70h; L=35ff; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 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) 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= IO.Opsf. 6) Beadng at joint(s) 10 considers parallel to grain value using ANSVTPI 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 825 Ib uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 k1Tek USA, Inc. FL Cod 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 ,&WARNING-Vedly design parameters and READ NOTES ON TNLSANDMCLUDEDMREKREFERANCE PAGE MII.Minn.l6NYle16 BEFORE USE Design valld fa use only with MOelx+ connectors. irris de9gn Is based only upon parameters shown, and is for on individual butding component not ��• a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate mis design Into the overall buatlNgtle4gn. Bracingindbaodbtopreventbuctlingolked dualirusweband/orchatdmembemody. Atltll6analtemporaryandpermanembrocIng Welk' Is always required for stability and to prevent collapse wm ponflble personal injury and property damage. For general guidance regarding ma 6904 Parke East Shia. storage, delivery, erection and bracing of insses and muss systems seeANSM V1P11 Quality CrSn, DS5419 and BSI Building Component Tamp., FL 33610 Sarah Inlomlalbllavollable from Truss Rote Institute. 218 N. lee Sheet, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Ory Ply M11392 ATA COMMON 5 1b FEWINDSORT76686496 Reference (optional) charmers I fuss, mc., r-Ort Pierce, FL ;it 8.240 S use 82U1UMIIeKIO0u9ln0S,IOC. WeOApr 31U:113:492019 Pagel K7j2Sy1 HDXFw7ye3KX-YFfN29y84bgHpzCmtGvl mDc6jCfJOT9uIXUriSzUSca Scale =1:59.5 4.00 Fl2 4x5 = 6 t N Im b 17 .- 15 "" 14 '- 12 3x6 = 2.3 II 4x6 = 3.8 = 2x3 II 3x6 = 3x8 = 46 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017frPI2O14 GEL TIC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.33 14-15 >999 240 -0.6414-15 >652 ISO 0.13 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc purfins. 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=139910-8-0, 10=139910-8-0 Max Harz 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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(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, Interior(1) 21-0-0 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) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-M apart. 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-" wide will fit between the bottom chord and any other members, with BCDL= 10.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Carl 6634 69114 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNING-Vad1ydes154Pemmeteoand REAONOTES ON TNISANDMCLUOEOMI REFEBANCEPAGEMIP747are, 1093ROISBEFORE USE Design valltl for use any With MBekO connectors. Ins design Is based only upon parameters shown and Is for an Indbiduol bulding component. not ��• a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate ruts design into me overall building design. Brocing Indicated Is to prevent bucWhg of hcMdual tnsiweb and/or chord members only. Additional temporaryand permonent bracing MiTek' h always required for stabilily and to prevent collapse with Wable personal Injury and property dunnage. For general guldonce regarding the fabrication. storage. delivery, erection and bracing of busses and truss systems, seeANSVIPII Quality Criteria. DS349 and BCSI Building Component 69N Parke East BWd. Safety Infnnnatbnavorable from Truss Rate Insflfute, 218 N. Lee Street, Sulte 312. Alexandrlo, VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply THE WINDSOR T;686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:51 2019 6 0 Scale = 1:59.3 4.00 12 3x6 = 3x4 = 2x3 11 3x6 = 3x4 = 3x4 = 3z6 = 2x3 II 3x4 = 8-&5 14.0.0 21-PO 26-8-71 354}0 8.3.5 &&71 7-0-0 5-8-17 17 0 Plate Offsets X Y)-- f2:0-2-6 Edgel f6:0.3-0Edgel f10:0-2-6 Edgel LOADING (pet) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Verl(CT) -0.2417-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(GT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 149111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100111 or less atjoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max (Grav All reactions 2501b or less at joints) except 2=602(LC 1), 15=844(LC 17), 14=940(LC 18), 10=602(LC 1) FORCES. (lb) -Max CompJMax Ten. -All forces 250 fib) 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=-393/858, 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 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=158; B=70f; L=35tt; eave=5ff Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-0-0, Interior()) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior()) 21-0-0 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) This truss has been designed for a 10.0 psf bottom chard live load noncancument 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 = I O.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 Ib uplift at joint 10. Walter P. Finn PE No.22639 MRek USA, Inc. FL Ced 6634 6904 Puke East Blvd. Tampa FL 33616 Data: April 3,2019 ,&WARNING-Verllydesignyeremefersand READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIP74"Mv. 100JI2015SEFORE USE Design valid for use any with Mgek® connectors. This design b based any upon parameters shaven, and Is for an hdi Ildual building component, not a figs system. Before use, the building designer must vedN fie appllcobrity of design parameters and properly Incorporate thts design into the overall buldingdesign,&acing indicated is to prevent budding of indMtlual hussweb and/or chord members only. ACditlonaltempworyondpermonentbrocing Is always reaulred for stability and to prevent collapse with Double personal Injury and property damage. For general guidance regarding the fabrication. storage, deWory, erection and bracing of tosses and hum systems seeANSVIPiI Quay Cdbdo. DS549 and SCSI 6uldhg Component Sabty Infofmafbnovoiloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Ory Ply FEWINDSORT76686498 M11392 BHA BOSTON HIP 1 1b Reference (optional) s namoers russ, mc., ran rierce, rc d.zau s uec o zula muex mausmes, mc. vs•eo Apr a m:m:oz zula rage 1 ID:_kgGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?I MW2rgRxLZOTkOrEfFPjAdpvL_VjVGmUScX 15-0-0 21-6-0 9L-0 114i0 13-0-014-0A 178 1&6-0 21-DO 23-0-0 254i-0 2e-0-0 35-00 6-0-0 2su 2-0-0 12�I� 2a0 1 12M6 1rw 1V 1 2-0-o I 28 I 7-0-0 ?i-o-o Scale = 1:62.4 4.00 12 44 = 57 15 58 17 56 12 59 3z6 55 9 20 3xfi 9qB 60 22 Sx12 —53 4 6 rA=— 3x4 21 5z12263 11 19 1 23 B2/ fi3 4 52 n N 2 n' Wd 42 43 34 44 45 46 47 48 49 31 50 51 x5 35 33 32 30 3x6 = 6xS = 6x8 = 3.6 = ' 3z4 = 3x4 — LOADING (ps1) SPACING- 2-" CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 veil LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) -0.163538 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 53-13 oc pudins. BOT CHORD 2x4 SP M 30 ROT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. fib) - ,Max Horz 2=179(LC 7) Max Uplift All uplift 10011bor less at joint(s) enepl2=-565(LC 8), 33=-1269(LC 8), 32=-f017(LC 8), 28=-434(LC 8) Max Grav All reactions 2501b or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max- CompJMa1L Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129//10, 35=-441/520, 5-7=-436J514, 7-10-436/514, 10-11=-436/514, 11-13=-436/514,13-16--436/514, 16-18=-436(514, 18-1 9---436/514, 19-21=-382/412, 21-23=382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 3335=-909/1494, 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, 11-33=-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=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 Ito uplift at joint 33, 1017 Ib uplift at joint 32 and 434lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-0-0, 168 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 It, up at 13-0-12, 158 Up down and 206 lb up at 15-0-12, 158 lb down and 206 Ib up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 Ito up at 19-11-4. 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 Ito up at 23-114, and 158 lb down and 206 lb up at Walter P. Finn PE No.22639 25-114, and 158 Ito down and 206 Ib up at 27-11-4 on top chord, and 373 lb down and 236 Ito up at 7-0-0, 69 lb down at 9-0-12, 69 MTek USA, Inc. FL Cad 6634 Ito down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 It, down at 17-0-12, 69 lb down at 17-11-4. 69 Ito down at 6904 Parke East Blvd. Tampa FL 33610 19-114, 69 It, down at 21-114, 69 Ito down at 23-11-4, and 69 lb down at 25-113, and 69 lb down at 27-114 on bottom chord. Dab: The desigrilselection 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). April 3,2019 an ar QWABNRIG-Verify dae/gn peramelereand NEADNOTES ON THIS AND INCLUDED MMISCREFEBANCEPAGEMWV47tvv. 14,03,21ISBEFOREUSE Design valld for use onlywlth MOek® connectors. This design Is based only upon parameters shown and Is for an Ind vidual bulking component not o tnm system. Before use, the buYdlg designer must verify Me applicability of design parameters antl property Incorporate this design Into the overall bWdingtlesign.DocingIndicated elopreventbucklingofindMtlualtnrsswebond/or chordmembersonly. Addifonaltemporaryentlpermanentbrachg MiTek' h olmra mcuked for dobaily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the storage, delivery, erecton and braClng of Irusses and truss systems seeANSUIPII Quality Criteria, DSI469 card 6CSI Mating Component &d.ty B1formalbnovaroble 6904 Parke East evil.fobricanom Tampa, FL 33610 from Truss Plate I nitrute. 218 N. Lee Street Suite 312, Alexcndrla, VA 22314. Jab Thus Thus Type THEWINDSOR 7CJPly M11392 BHA BOSTON HIP 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 3 10:18:63 2019 Page 2 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-00vuuX?f7gAilaWX65_zw3mgy3PMG9UD9S2uDzUScW LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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) ,&WARNING-INdyydas1,v, metersend READ NOTES ON TNISANOWCLUOEOMREKREFERANCEPAGEMx7aj0 v. 10a320156EFOREUSE. Design valid far use only with M6elG connectors. This design 6 based only upon parameters shown. and Is for on IndNidual building component not ��• a Muss system, Before use, Me building designer must verify the applicabllity of design parameters and properly Incorporate Mils design into the overall bultlmgd"gn. BrocingmdlcWedIstoprevent bucaingoftrWMtlualtnrssweband/or Chord members only. Additional temporary and MiTek' permanenttxod g a always regulned for stability, and to prevent. collapse with possible personal Injury and properly damage. For general gultlonCO regortling the fabrication. storage, delivery, erection and bracing of trusses and Muss systems seeANSVIPII Cuaply Criteria. 05549 and BCSI Buldhp Component Safety Informatbmvailable 6904 Pare E851 Blvd. Tampa, FL 33610 from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlrla. VA Y231 A. Job Truss Truss Type Cry Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 Job Reference (optional) uu ron rlerce, rL 4.00 12 5xl2 MT18HS = 3 22 23 6.241) 5 UeC b 2U16 MI eK lnaUelnee, Inc. Wed Apr J Iall 6:b4 2U19 I0:_kf1GCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRPC0 3x5 11 3x6 = 4x8 = 4x8 = 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 JJ "JV 14 JO 36 3] 36 39 11 40 41 3x4 = 2x3 II 3.6 = 5x14 = 3x4 = 4x6 = W II 3,,5 = 4-11a0 2-a�.050.70.5nI00 I. Plate Offsets (X,1)-- f3:0-9-0,0-2-81.16:0-3-8 0-2-01 (7:0-5-4 0-241 f 13:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO W B 1.00 Hom(CT) 0.09 a n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matnx-MS Weight: 1531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13:24 SP No.2 REACTIONS. (Ib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hom 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), B=-1159(LC 8) Max Grant 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-15341729, 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=-159f733, 3-13=-2917/1869, 4-13=-848/801,6-13=-3504/3050, 6-12=-030/666, 7-12=-940f731, 7-10=-489/690 Struclural wood sheathing directly applied or 3-9-5 oc puffins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst Ili B=70ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch fight 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 pst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4481b uplift at joint 2, 24421b uplift at joint 13 and 1159 Ile uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Its down and 3291b up at 7-0-0, 90 lb down and 155 Ile up at 9-0.12, 90 Ib down and 155 It, up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 Its down , and 155 It, up at 15-0-12, 90 lb down and 155 It, up at 17-0-12, 90 lb down and 155 to up at 17-11-4. 90 Ib down and 155 lb up at 19-11-4, 90 lb down and 155 It, up at 21-11-4, 901b down and 155 He up at 23-11-4, and 90 It, down and 155 lb up at 25-114, and 203 Ib down and 329 lb up at 28-0-0 on top chord, and 452 Its down and 263 lb up at 7-", 631b down and 3 Ib up at 9-0-12, 63 lb down and 31b up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 Ib up at 15-0-12, 63 Ib down and 3 Re up at 17-0-12, 63 It, down and 31b up at 17-11-4, 63 Ib down and 31b up at 19-114, 63 Ib down and 3lb up at 21-114, 63 Ib down and 31b up at 23-114, and 63 Its down and 3 Ile up at 25-114, and 452 lb down and 263 lb up at 27-114 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 9) 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 Walter P. Finn PE No.22839 III ek USA Inc. FL Cad 6634 Site Parke East Blvd. Tampa FL $381t Date: April 3,2019 O WARNING-Vedry Ueslgn p4ramerersend READ NOTES ON TNLSAND INCLUDED MDEK REFERANCE PAGE MX74T3 rev. 101532a15 BEFORE USE Design valid for use only with MBeclilcannectors. Mis design 6 ball my upon parameters shown, and Is form Individual building component, not a hiss system. Before use, the building designer must verify the appllcobJily of design parameters and proPedy Incorporate this design Into the overall buildhgdesign. BmCIrlgIndicated IstoPrevent buckling ofindividual hussweband/or chord members only. Additional temporary and permonent bracing Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvsry, erection and bracing of trusses and hum systems. seeAN3U1P11 Quality CMork. D3549 and Sol 6ulding Component Safety Inlomsalbnovalloble from Truss Plate In ithta, 218 N. Lee Sheet Suite 312, Alexandre. VA 22314 ��• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply �THEWINDSOR T76686499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 1D_k6GCA6bx7j2Syl HD%Fw7ye3KK-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5el eRpCcKF4UScV 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=-147(B) 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(6) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B)34=-40(B) 35=-40(B)36=-40(B)37=-40(B) 38=-40(B) 39=-40(B) 40=-00(B)41=-40(B) O WARNING-Verflydeslgnperemefersend READNO7ES ON TNISANDWCLUDEDMREKREFERANCEPAGEMLL74TJmy. ToU342015BEFORE USE valid for use only with Mirek® cannectom. ih6 design is based orry upon parameters shown, and b for an IndMduol building component. not Nil' a toss system. Before use, the bulding designer must veritythe applkoNfly of tle9gn parameters and properly Incorporate Ws design Into the overall building design. Bracing Indicated b fo buckling of Individual toss web chord members only. Additional temporary and permanent bracing MiTek' prevent and/or b ohvays required for stabl0y and to prevent col with possible personal Injury and property damage. For general guidance regarding Me fi904 Parke East BNd. fabrication, storage. delNery, erection and bracingtrusses of and truss systems seeANSU1PII Quality y Criteria. Oand BCSI BW ding Component Tama, p a FL 33610 SaSafetySafetyInlonnolbrrnalabia from Truss Flare Institute, 218 N. Lee Street. Suite 312, Alexond0VA 22314. . Jab Truss Truss Type Qry Ply THEWINDSOR T76686500 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Gnamber5 I rus5, Inc., Pon Pierce, FL LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MPOeJCivIROOXufvEW OR?UrEfds3pKmgTx916zUScU Scale = 1:6.1 3x4 = SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 240 MT20 244/190 Lumber DOL 1.25 SC 0.02 Vert(CT) -0.00 5 >999 180 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 rJa n/a Code FBC2017/TP12014 Matrix -MP Weight: 5lto Fr-=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=4(LC 9), 2=-140(LC 12) Max Gmv 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 nonconcunent 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-" 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 4 lb uplift at joint 3 and 140 to uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33618 Date: April 3,2019 �IYARNING- Verhydes/gnperametersantl REAONOTES ON TNISANOINCLUOMMBKREFERANCEPAGEM174M... 1=32015BEPORE USE Design valid for use only With Mirek®connectors. This design a based only upon parameters shown, and b form Indr4dual building component, not �,• a toss system. Before use, the bustling designer must verify me applicability of desgn parameters and property Incorporate the design Into Me eyelet buMJingde9gn, Brcchg Intlicated sto prevent buckling of inOMdual hossweb and/or chord membersonly. Additional temporary and permanent bracing MiTek' e always reauked for e0 ilty and to prevent collapse wM enable perwnal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of busses and toss systems seeAN3U1P11 QUOR1pyCri D3E-09 mid 101 Budding Component 6900 Parke Eeel Blvd. Wety mlormalbrwolaple from Truss Plate Imhtute. 218 N. Lee Sheet, Suite 312 Alexandtla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T76686501 M11392 J3 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:55 2019 Page 1 I0:_kfGCA6bx7j2Sy1 HDXFw7ye3KX.MPOeJC1 vIROOXufvEWOR?UrEYdgQpKmgTx9t6zUScU -1.0-0 3-0.0 1.0.0 I 3-0-0 Scale =1:9.4 3.4 = 3-0-0 LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Vtlefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ver(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 11 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-" oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. 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 Grav 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=7011; L=35ft; eave=6ft; Cat. II; E1ie C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M 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 nonconcurent 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 fuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 147 lb uplift at joint 2 and 4 It, uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-Vedfyde4lgr Pbrnmarersead READNOTES ON IHISANDWCLUDEDMREKREFERANCEPAGEMX74ma , 10'021015BEFORE USE Design valid for use only Win M6ekO connectors. this design b based only upon parameters shaven and b for on Indioducl building component, not �� a Muss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bundingdeign.&acing lndlcated N to prevent buckling of Indvidual tru ,vab and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and muss systems, seeµSVTPII Quaintly Criteria, DSO49 and SCSI Building Component fi904 PaAe East Blvd.fobdcatian Safety Mformatione ceoble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Tnsss Type Cy Ply THEWINDSOR T16686502 M11392 JS MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.rba1WY2XOIYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT Scale = 1:12.7 s0-o LOADING lost) SPACING- 2-0-0 CSI. DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(L-) 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 [nor YES WB 0.00 Hou(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Gray, 3=115(LC 1), 2=243(LC 1), 4=67(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0to 4-11-8 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fare 10.0 test 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 104 Ib uplift at joint 3, 177 lb uplift at joint 2 and 91b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc, FL 16634 6904 Padre East Blvd. Tampa FL 33610 Data: April 3,2019 O WANNWG-VadtyOes/pnperamefenand NEAONOTES ON WISANDWCLUDFDMREKNEFERANCEPAGEM0.7473rev. 111Aa320156EFOHE USE Design valid for use onlywith Mlfek 9 connectors. This design isbased only upon parameters snow¢ and b for on Individual building component, not a huss system. Before we, Me building designer must verify ire opp lecaRny of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicatetl is to prevent buckling of lndMdual mass web and/or chord members only., Additional temporary and permanent bracing �,• MiTek* Is always required for stability and to prevent collapse wim possible personal Injury and property damage. For general gddonce regarding tine , caXon, storage, deswv, erection and bracing of trusses and truss systems, seerANSVIPII Quality CMeda, DS549 and SCSI Balding Component Safety tnfovnallorrovoeoble from Trust Plate InsfiNte, 218 N. We Sheet. State 312, Alexandria. VA 22314. 6904 PaMa East Blvd. Tampa, FL 33610 Tnu rbal-392J7 MONO TRUSS 24 1 Joh Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 10_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Jo8Pku29B3h8nCplLx2v5wV W OSnHEL48nOGx_zUScS Scale: 3f4'=1' 7-0-0 Plate Offsets (X Y)-- 12:0-1-14 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well 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 Ven(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mahix-MP Weight: 231b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Hom 2=161(LC 12) Max Uplift 3— 153(LC 12), 2=211(LC 12), 4_ 12(LC 12) Max Gmv 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (Ifie) - Max. Comp./Max. Ten. -All tomes 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 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 psf bottom chord live load nonconcunent 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 163 lb uplift at joint 3,211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 O WARNING-VedlydeslgnpammetereenEREAD NOTES ON MSMD/NCLUDEDMREKREFERANCEPAGEM674Mmr fa'0.Yf0r5BEFOREUSE Design valid for use only wms Milekla connectors. This design is based only upon parameters shown, and Is for on IndNiduol building component, not a teas system. Before use, Me bullding dos finer must vedfy the oppllcabllity, of design parameters and properly Incorporate Me dedgn into the overall bueding design, Bracing Indicated B to prevent buctling of inclKAdual nussweb and/o9Ghord members only.. Additional temporary and permanent bracing MiTek' h always required for stobelty and to prevent collapse wren p xzeao personal Injury and prop" damage. For general guidance regarding Me fabrication, storage, delloo , erection and bracing of trusses and truss systems seeANSUIPII Quality Criteria, 051149 and 501 Bulling Component 69N Parke East BNd. Safety mfonnotionavoi able from Truss Plate In411ute. 218 N. Lee Street Sulte312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply M11392 KJ7 MONO TRUSS 4 1b FEWINDSORT16686504 Reference (optional) _ Chambers Truss, Inc., Fart Pierce, FL LOADING last) TCLL 20.0 TCDL 7.0 BCLL 0.0 SCOL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP M 30 WEBS 2x4 SP No.3 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:1 B:57 2019 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-JoBPku29B3h8nCpIL)Qv5vxZmOVpHBb4BnOGx 3x4 = uo „ 5 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017rrP]2014 Scale = 1:20.6 CSI. DEFL. in (too) Well L/d PLATES GRIP TIC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 BC 0.26 Vert(CT) -0.08 7-10 >999 180 WB 0.24 Horz(CT) 0.01 5 n/a n /a Mal -MS Weight: 381b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=127/Mechanical,2=379/0-11-5,5=461/Mechanical Max Hom 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(LID 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487r798, 6-7=-487/798 WEBS 3-7=0/307.3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascll28mph; TCDL=4.2psf; BCDL=3.Opst h=151t B=70tt; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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.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 131 Ito uplift at joint 4, 2621b uplift at joint 2 and 238 Ib 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 (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B= 15) Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke Ent Blvd. Tampa FL 33BI0 Date: April 3,2019 O wARNWG-Ventydesignperemstereand READ NOTES ON MN ANOWCLUDEOMREKREFERANCEPAGEM474nJrev iGMYfDrSBEFORE USE. Design valid for use only WM MBek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me building designer must verify the applicability of design parameters and properly hcomorote this design into Me overall buildingdedgn. Bracing Indicated 610prevent buckling ofIndividual tiussweband/or chord members only. ,Addltlonaltemporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fcorcotion, storage; delivery, erection and bracing of trusses and truss systems, seeANSI/l Qualify Cmodn, DS9419 card BCSI Building Component Writy lnformaWne vollable from Truss Plate Institute. 21 B N. Lee Street. Suite 312. Alexantltio, VA 22314. 69U Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3j4 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. I For 4 x 2 orientation, locate plates 0-1n9' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location detalls available In MiTek 20/20 soRWare or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Insixteenths t scale) Ill (Drawings not to scale) 0 Of O x U a O JOINTS ARE GENERALLY NUMBERED/LETrERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETI ERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek@ All Rights Reserved MMe W1 Will MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI7TPI 1. 7. Design assumes trusses will be suitably 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 puffins 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/TPI 1 Quality Criteria.