Loading...
HomeMy WebLinkAboutTrussSite Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Carlton 3 Bedroom Rear. Porch Address: unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code' FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed:. 165 mph Roof Load: 37.0 psf Floor Load:: N/A psf This package includes 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 • REVIEWS® FOR 10 T16686499 gra 4/3/2019 11 T16686500 j1 4/3/2019 CODE COMPLIANCE 12 T1.6686501 j3 13 T16686502 j5 4/3/2019 4/3/2019 -ST. LUCIE COUNTY 14 T16686503 j7 4/3/2019 �+ BOCC 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/TPI 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 o 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/fPI 1, Chapter 2. %*0 ER �P1J,1 No 22839 =?� STATE OF : 441'* 00 f •�c4.4 OR OD -N Walter P..Finn PE No228.39 Mrrek USA, Inb. FL Cert 6634. 6904 Parke East Blvd, Tampa Fl. 33610 April 03, 2019 1 of l Finn, Walter Job Truss Truss Type Qty Ply T16686490 M11392 A HIP 1 �THEWINDSOR 1 Job Reference o tional L,namoers I russ, Inc., ron rlerce, rL a.&W , ueu O eu 10 IVII I eR 1nuu5L,1e5, 11 . ".. 11N1 O 1 V. 1 . aV , � .y. , I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-j5l6o6uNUlw752lcX?ocW yM5YnfBOhBOwci W RozU Scg T1-0-Q 6-10-14 9.0-0 14-11-0 20-2.13 26.0-0 2B-1-2 , 35-0-0 s6-0.0 1-0-0 6-10-14 2-1-2 5.11.0 5-3-13 2-1-2 6-10-14 1-0-0 N 6 4.00 12 4xB = 2x3 II 3x6 = 4x4 = 2jr3 4 26 5 6 7 27 4x8 = 2x3 8 9 Scale = 1:60.5 10 10 3x4 — 3x4 = 3x6 = 6x8 = 3x4 = 3x6 — 3x4 = 3x5 — m Cb 1 `c I6 6 9-0-0 14-11-0 20-2.13 , 26.0-0 35-0-0 9.0-0 5.11-0 5.3.13 5-9-3 9-0-0 Plate Offsets (X Y)-- [2:0-0-14 Edge] [4:0-5-4 0-2-0] [8:0-5-4 0-2-0] [10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) - 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=-967l776, 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 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 oc bracing. 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=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip'DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint .10. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 & -WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IWOZ2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to"prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the: fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVfPl1 Quality Cdbtla, DSB689 and SCSI Buading Component 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11392 Al SPECIAL 1ob [HEWINDSORT16686491 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:44 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BIsU?Su?F32jCKo5jKr39uFQBuX1919BGn4_EzUScf 11-0-Q 8-6.0 11-0.0 14.9.0 19.8-14 , 24-0-0 27-4-7 35-0-0 36-0-(l 8-6-0 1- 3.9-0 4.11-14 4-3-2 9-4-7 7-7-9 i-O-U �1 6 3x6 = 4.00 F12 qwq %\ 5x6 = 2x3 11 3x4 = 9xg MT18HS = 21 5, 6 22 7 13 12 3x5 = 5x8 MT18HS = 2.00 12 Scale = 1:61.3 3x12 = t2 I I� 9 '7 0 10-0-0 14.9.0 24-6-8 35-0-0 10-0-0 4-9.0 9-9-8 10-5.8 Plate Offsets (X Y)-- [2:0-0-2 Edge] [7:0-4-0 0-2-3] [9:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:155 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(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 2-3=73209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6= 3022/2080, 6-7=-4643/2994, 7-8=-5324/3364,8-9= 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=-10341712, 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=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 ANSI/TPI 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 Q WARNING - Verily design parameteis and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is far an Individual building component, not �- a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek'. prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cuallty Cdfedo, D5111•89 and SCSI Bu6ding Component 6904 Parke East Blvd. Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:45 2019. Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fUQsD_nveONArLMv_eQr4bNRPdbEBUbsJNvWdWhzUSce T1-0-Q 8-6.0 13-0-0 14.9.0 22-0-0 27-4.7 35.0-0 �76-0-Q -0- 8-6.0 4.6-0 7-3-0 5-4-7 7-7-9 0.0 5x6 = 3x4 = 5x8 4.00 F12 4 21 5 22 6 3x4 = 3x6 = 2.00 12 10-0-0 14-9-0 22-0-0 24-6.8 , 35-0.0 10-0-0 4-9.0 7-3-0 2-6.8 10-5-6 Plate Offsets (X Y)-- [2:0-0-6 Edge] T6:0-4-0 0-2-3] f8:0-1-15 Edge] Scale = 1:61.3 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber-DOL 1.25 BC 0.95 Vert(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 n/a BCDL 10.0 Code FBC2017/TP12014 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 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2=136(LC11) Max Uplift 2=-825(LC 12), 8= 825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 cc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3P11/2064, 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=-1318/2268, 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=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 ANSI/TP1 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 8. Walter P. Finn PE NoM839 MiTek USA, Inc. FL Cert 6634 69l]4 Parke East Blvd. Tampa FL 33816 Date: April 3,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and, Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MITek" Is always -required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the. . fabrication,.storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Qua[ By Criteria, DSB49 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686493 M11392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6.2018 MiTek Industries, Inc. Wed Apr 3 113:18:46 2UI9 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-7g_FQ7wGngliyWTBC7MKBa_bG_aPD3iScZGA27zUScd y1.0-q 8.6-0 15-0-0 20.0-0 24-6.8 _ 27-4-7 35-0-0 36-0-Q -0- 8-6-0 6-6-0 5-0.0 4-6.8 2-9-15 7-7-9 i-n.- 3x5 = 4.00 12 5x6 = 4x5 = 14 13 5x6 = 2.00 12 Scale= 1:62.3 3x12 = 8-6-0 14-9-0 20-0.0 24-6-8 35.0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6 Edgel [3:0-3-0 Edgel [8:0-3-0 0-3-4] r9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud 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 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 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 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=-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 =-1 072/1939, 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=15ft; B=70ft; L=35ft; eave=5ft; 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 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-Q-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Date: April 3,2019 0 WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 1Vfrek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Qualify Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd.. Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16686494 M11392 A4 SPECIAL 1 1 �THEWINIDSO'R Job Reference (optional) cnamoers I russ, inc., ron r-ierce, rL it 0 8-6 0 0-Q 8-6.0 4.00 12 5x6 = 4x6 = 2x3 II 6 T 6.6-8 12-9-15 Scale = 1:62.3 t2 ur I� 2 Ic, 0 16 15 6x10 = 2x3 I 5x8 = 3x12 = 3x5 = 2.00 12 Plate Offsets (XY)-- [2.0-1-6 Edgel [9:0-3-0 Edge] [11.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 p 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCbL 10.0 Code FBC2017lrP12014 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 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt -8-14 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), 1-1=-825(LC 12) FORCES. (lb) - Max. Comp./Max. 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, 7-8=-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=-2920/5154, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas,where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 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 11. Walter P. Finn PE No.N839 MiTek USA, Inc, Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary arid permanent bracing MiTek Is always, required for stability and to prevent: collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIi Quality Crllarla, DSB-69 and I= Building Component 6904 Parke East Blvd. Safety Infonnatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR T16686495 M11392 A5 SPECIAL 16 1' Job Reference (optional) L;namoers I russ, Inc., ron rierce, M — o .... . ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-435?rpyWJIYQCpdZKYOoD?3uUoGOI.VI3tlH7?zUScb 11-0-q " 8-6-0 14-9-0 17-6-0 24-6.8 27-4-7 35-0-6 36-0-0 1-0-0 8-6-0 6.3-0 2-9.0 7-0-8 2-9.15 7-7-9 1-0-0 Scale = 1:60.3 �1 O 5x8 MT18HS I I 4.00 F12 6 14 13 2x3 II 5x10 = 3x12 = 3x5 = � 2.00 12 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) --1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS LUMBER- BRACING- TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 1-4,8-11: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 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 Harz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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 Weight: 160 lb FT = 20 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-12 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=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, 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 & MWF.RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIfTP,I 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 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater - April 3,2019 a WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCEPAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T16686496 M11392 ATA COMMON 5 1' Job Reference (optional) Chambers I russ, Inc., Fort Fierce, FL ts.zwu s ueu o zu r o rve r eK rnuusuies, mc. vveu MNr o ­ r o.Ya .... rayc i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-YFfN29y84bgHpzCmtGv1 mDc6jCfJQT9ulXUrfSzUSca t1-0-Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35.0-0 36-0-Q 1-0-0 B-4-0 4.7-0 4-7-0 4-7-0 4-7.0 8-4.0 1-0-0 Scale = 1:59.5 N 6 4.00 12 4x5 = 6 17 - 15 - 14 12 3x6 —_ 2x3 46 = 3x8 = 2x3 II 3x6 = 3x8 = . 46 = 22-1-0 35-04 8-4-0 1 '2 Ic, 6 Plate Offsets (X Y)-- [2'0-0-2 Edge] [10.0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 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/TP12014 Matrix -MS Weight: 166 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 be purlins. 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 Max Harz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10— 775(LC 12) FORCES. (lb) -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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.20sf; 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) 4-0-0 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 & 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, 5-0-0 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 Ib uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc, FL Ced 6634 j 6.904.. Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . ' I ... ' fabrication, storage, delivery, erection and bracing of trusses and truss systems,'seeANSVIVIII Quality Cdtoda, DS13489 and BCSI Building Component 6904 Parke East Blvd. Soloty Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T16686497 6392 B COMMON 2 1 Job Reference (optional) L;namoers T russ, inc., ron Marc% rL O.LYV J — V LV I V 11 — I, IV VJII ma, 1.1— v . ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UenBTr_PcDw_3HMB?hyVrehWA?OSuN?Blr7AKzUScY T1-0-q B-3-5 14-0-0 17.6-0 21-0-0 26-8-11 35-0-0 36-0-Q 1-0-0 B-3-5 5-8-11 3-6-0 3-6-0 5.8-11 8-3-5 1-0-0 Scale = 1:59.3 1 �1 4:00 .12 3x6 = 6 3x4 — 2x3 11 3x6 = 3x4 3x4 = 3x6 = 2x3 11 3x4 = 8-3-5 14-0-0 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)-- [2.0-2-6 Edge] [6:0-3-0 Edgel [10.0-2-6 Edge1 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL), . -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180. BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 Harz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except2=-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.: (lb) Max. Comp./Max. Ten. -All forces 250 (lb) 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=15ft; B=70ft; L=35ft;. eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 - Date April 3,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. f0/03/2015 BEFORE USE. ' Design valid.for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. M!Tek" prevent Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the. . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1PIi Quality Crltedo, DSB49 and BCSI Bu6ding Component 6904 Parke East Blvd. Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty. Ply THE WINDSOR . . T16686498 6392 BHA BOSTON HIP 1 1 Job Reference (optional) cnamaers truss, Inc., t-on rlerce, VL O.LYV D - V LV,V rv„,CA i,IVuaU ...- 1 -1 w ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLW hB?i M W 2rgRxLZOTkOrEfFPjAdpvL_VjVGnzU ScX 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 2-3 0 25-6-0 28-0-0 35-0-0 6-0- 1-0-0 2-0-0 2-0-0' -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 Scale = 1:62.4 4.00 12 4x4 =, 57 15 58 17 56 12 59 3x4 = 3x6 % 55 9. 548 5x12 =53 4 6 3 11 52 // 11 \\ MINE.. 20 60 22 3x6 2,11 5x12 26 1 23 EL27 35 42 43 34 44 � 45 46 47 48 � 49 31; 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 7-0-0 14-0-0 21.0-0 28-0-0 35.0-0 7-0-0 7-0-0 7.0-0 7-0-0 7.0-0 -4 0-1-121 [32'0-3-8 0-3-01 28 29 a N Il' 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 .244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) � 0.04 28 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 208 Ib FT = 0 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 333, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=1.79(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max Grav All reactions 250 Ib 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. Comp./Max. Ten. -All forces 250 (lb) 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, 333=-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=4.2psf; 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 Ib uplift at joint 2, 1269 Ib uplift at joint 33, 1017 Ib uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical purlin representation does not depictthe size or the orientation of the purlin 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 Ib up at 9-0-12, 158 Ib down and 206 Ib up at 11-0-12, 158 Ib down and 206 Ib up at 13-0-12, 158 Ib down and 206 Ib up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 Ib down and 206 Ib up at 17-11-4, 158 Ib down and 206 Ib up at 19A 1-4, 158 Ib down and 206 Ib.up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib up at 27-11-4 on top chord, and 373 Ib down and 236 Ib up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 1770-12, 69 Ib;down at 17-11-4, 69 lb down at 19-11-4, 69 Ib down at 21-11-4, 69 Ib down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib 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 CASE(S)section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361.0 Date: April 3,2019 an ar Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with IVITek® connectors. This design is based only upon parameters shown,and is for an individual building component, not ' a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k* prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneralguidance regarding the . 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CAterlo, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE WINDSOR �M11392 T16686498 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QOvuuX?f7gAilaWX65_zw3mq—p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) 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 -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. b Design valid for use only with MiTek® connectors. This design Is ased only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing k• MOW 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, seeANSVrPlt Quality Criteria, DSB.89 and BCSI BuIlding Component 6904 Parke East Blvd.. , Safety Inlormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty . Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 Job Reference (optional) unambers I russ, Inc., tort coerce, I-L O.Z4U s uec 0 eU 10 Iva r ex inuus[nes,, mc, vveu npr o i u: i mov cu 1 d rdye r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV 1-0-q 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 q6-0-q 1-0-0 7-0-0 7-11-0 6-6-2 - 6-6-14 7-0-0 1-0.01 5x12 MT18HS = 4.00 12 3x5 11 3x6 = 4x8 = 4xB = Scale = 1:60.3 15 33 34 14 35 13 36 37 38 ' 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 5x14 3x4 = 46 = 2x3 11 3x5 = 7-0-0 6-6-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc),' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 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 WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight:153 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. 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 pts 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0. Max Harz 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 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-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=-940/731, 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.Opsf; h=15ft; B=70ft;. L=35ft; eave=5ft; 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 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 alive load of 20.Opsf on the bottom chord in all areas where a rebtangl.e 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 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 Ic down and 155 lb up at 9-0-12, 90 lb down and 155 Ib.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 dawn and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up. at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb.clown and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb. down and 3 lbup'at 15-0-12,.63 lb down and 3 lb up at . 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up.at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection 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 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verify design parameters and READ NOTES ON. THIS AND INCLUDED M/TEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ' a.truss system. Before use; thebuildingdesigner must verify the applicability of design parameters and properly Incorporate this design into the overall buildingdesign, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Quality CrIloda, DSB-69 and BCSI BuadNp Component 6904 Parke:East Blvd. Safety Inlomratlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply THE WINDSOR T16686499 M11392 G_RA 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 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:. 1-3=-54, 3-7= 54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) 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(B) 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=-40(B) 41= 40(B) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and. is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek` Is always required for stability and to prevent,collopse with possible personal Injury and property damage. For general guidance regarding the . : . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WIND OR T16686500 M11392 J1 MONO TRUSS 8 1 Jab Reference (optional) chambers I russ, Inc., ,hOrt viefce, I-L tl.Z4U s Ueo b eU 10 Iva r ex Inauslrms, mc. vveu mpr o r a: r o.oa cu r a rage I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MPOeJC1 vfRQQXufvEW OR?UrEfds3pKmgTx9t6zUScU -1-0-0 1.0-0 1.0-0 1-0.0 Scale = 1:6.1 4.00 12 2 1 3x4 = 100 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in -(loc) I/deft 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 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP - Weight: 5 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) 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.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; E1ip, C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed 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. 4) Refer to girder(s) 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 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 690.4 Parke East Blvd. Tampa FL 33610 Dater April 3,2019 A WARNING -Verity design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERANCEPAGE MII-7473 rev. f 0/03/20f5 BEFORE USE. Design valid for use only with MITe& connectors. This design is based only upon parameters shown, and. is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated isto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIt Quo' B�tyy Criteria, DSB-89 and SCSI Building Component 6904 Parke .East Blvd. Safety Infonnatlonavailoble from Truss Plate Institute, 218 N. Lee'Street, Suite 312, Alexandria, VA 22314. Tampa, FL ,33610 Job Truss Truss Type Oily Ply THE WINDSOR T16686501 M11392 J3 MONO TRUSS B 1 Job Reference (optional) L;namoers i russ, mc., ran vierce, M 0.44u 5 UUU 0 eu l a Ivll I UK IIIUUJUlub' II II:. Y U nN1 J I —9. , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1 vfRQQXufvEW OR?UrEYdgQpKmgTx9t6zUScU -1-0.0 3-0-0 1-0.0 3-0-0 3x4 = Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 0% 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 Harz 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. ll; 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint . 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANOE PAGE 111II-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM]l Quality Criteria, DSB$9 and SCSI Bu9dktp Component 6904 Parke.East Blvd. Safety Informatblwvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty" Ply THE WIND SOR T16686502 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) cnamoers truss, inc., ron rierce, r-L 1-0-0 3x4 = Me'W s UBu 0 ZU 10 Wit I UK InUUslnes, Inu. VVea mpr 0 10: 10:00 LV 1,7 raye 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-rbal W Y2XQIYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT 5-0-0 5-0-0 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) I/defl 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 n/a n/a , BCDL 10.0 Code FBC2017fTP12014 Matrix-MP Weight: 17lb FT=0 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 Harz 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. :NOTES- 1) Wind: ASCE 7-10; Vult=l65mph (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; MWFRS,(directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6964 Parke East Blvd. Tampa FL $3610 Dater April 3,2019 ",& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �* a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to.prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the: fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria. DSB-89 and BCSI BuOdlny Component 6904 Parke East Blvd. Safety Infomtatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231"4. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) t,namoers i russ, mc., ran rierce, rL T. 1.0-0 N. 1 3x4 = o.cvusueu ocurorvurarcniuuauroa,,aio. vv cu p, u i rayc, ID: _kfiGCA6bx7j2Sy1HDXFw7ye3KX-Jo8Pku29B3h8nCplLx2v5vxVWQSnHEL48nQGx zUScS 7-0.0 Scale: 3/4°=1' 1-- r lLilCyuJclJln r l-- IG V- 1- IY GUyGJr rc u- - iY GuycJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Weight: 23 lb FT = 0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 Harz 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. (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.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteiior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to.girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4.. Walter P. Finn PE No32839. MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters,shown, and Is for an Individual building component, not a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent. collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIi Quality Criteria. DSB$9 and BCSI Building Component 6904 Parke East Blvd.. Safety Infonnatlanovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686504 M11392 1 1 MONO TRUSS 4 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Jo8Pku29B3h8nCplLx2v5vxZmQVpHBb48nQGx zUScS 1-5-0 6-8-12 9-10-1 1-5.0 6-8-12 3-1-5 Scale = 1:20.6 3x4 = cxu 5 3x4 = 6-8.12 9-10-1 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr NO WB 0.24 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4= 1 27/Mechanical, 2=379/0-11-5, 5=46 1 /Mechanical Max Harz 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 7-10 >999 240 MT20 244/190 Vert(CT) -0.08 7-10 >999 180 Horz(CT) 0.01 5 n/a n/a Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) 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. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCEPAGE 111I1-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DSO-89 and III Bu9ding Component 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 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. wa- For 4 x 2 orientation, locate plates 0-1/0 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 if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -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 MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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 ANSI/TPI 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`7o 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 ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental; health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. a- h ESS17U1LY CET BEFORE ANY MORE TRUSSES ARE BUIILT FOR T- AT MOC�PL r °d s TRUSSES FOR THE FIRST MODEL S OULD BE SHIPPED AND SUCC ® ARRANJE WITH CRANE OPERATOR IN ADVANt✓E FOR A SPREADER BAR OF 18' - 241 IN LENGTH � A FABRiCA . ICI ' .Th IIESdeCNiJNOceTB �e PASMDITMAGREEBME�{TDBRETURNED ® Do not `tand on trussesuntil they are braced per BCSI & properly nailed to straps & hangersIs The undelslgned acknowledges end agrees: . dl itnlen, uAil �+ IL wh(ch N the sole authodry for det111CI arccordanc with this wss placement diagram layout, 19' 9" 15';3° /I 9 successful fabrication of the w / 11d by the underN ne busses. _ 15'-3' _ __ _ —_— 19''9" ✓ `�-- r�„. - J 2,A11 dlmensfona In this layout have been cces - - - - .3. Unleia written notlee Is prevldad by certMad mall to Chambers T I I days of delivery the undo I I NJ1& )1"j, :. J3 J3 � J5 0 0 GRA A Al DON'T LIFT TRUSSES e WITH SPANS LONGER THAN 1 30' BY THE PEAK. A2 1 CONSULT BCSI 1 30' Spaniorless 30' to 60' Span A3 so degrees Sprea er Bar or less y2 APProz 2/3 to / span /GPP Line 1/2 of Span "og Line REFER TO BCSI REFER To BCSI `russ must be set this Noy ! crane used Truss must De set this way it crane used Thus, is on example, your ;russ may not motch This is an crone o rat truss may not match Insist crane operator sets truss this way. Insist crane operator sets truss this way. Carrying Girder For Truss to Truss Connections see ' hanger/connector ails must be as shown. Guide tabs o schedule in engineering Dome angle nails. package. i Carried Truss c SEAT PLATES BY CHAMBERS a- HIP CARRIER LOCATEDA, oIMSMSIONEo ON LAVCUr ' ..a n "'. IN�NSRIIND z.•oc TRRu 12 ARV EF� NS k idN L 6 L 4.00 r— CORNER DETAIL OVERHANGS NOT SHOWN FOR CIARITY (O to 8' of " upset=l/4" hee1=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4.00 �U) z.0o $$ r 1, upsi l/4" heel=3 15/16" INDICATES LOAD BEARING PLUMB CUT END REQUIRED BY TRUSSES SUPPLIED BY BUILDER y 2 x 4 Top Chord AT A HEIGHT OF V-0" 'y WALL HEIGHT 8'' ABOVE FINISHED FLOOR END DETAIL: TYPICAL VAULT r i ,_\ \ \, voinnon— _ `l �rs►'ras Ye�- -i�r'•a��arrr NINE 101 ANN INVERTED nr WEBS AT CENTER W/9' B.C. PANNEL. LOAD W/ (2) 50# POINT LOADS PER TRUSS FOR A 3411 ski Iq 1 1 t= 1 I 1 such written notice la fumishedChame Trues shallno ki eye three I' be aggl��laawed In ten (10) to begin rapalra required, or to aubaUtute other wsaee, at Chambers oIs h the event 4. The undersigned acknowledges receipt of •BCSI 1-03" summary'sheN by TPI 8 in which 6. DeOvary k to Job site. It is the buy�ra'reaponelblllty to make the J"o s@e aulteble for delivery. Chambers 7mae has the sole authority to tletermina the cultaDlllty of the Job Nfa or a Thepoklon of the Job stte for delivery. Chombeellre Truss will be responelble for dump dellvary only, becou a Jobr's X Is notponsiblPrepared for delivery - expanses tl Chambers Truss has to retlellver Buyer It reaponNble to Chambers Truss Te nor uyer la not prepared for dellvary of teepetwasee. 0. Price ae shown In ParsiOa 7 below Is sub costa due to site conditions. N7.is laybut A rep per hour fee for revision may be charg d by Chame 11 bers Truss. ere. made In - . 7: Thin Is a PURCHASE ORDER to Chambers, Truss of the sum agreed to. or N na:. on OeMe t alnolceaeonamla price. Invoice will be made on delivery and paid within terms of sate ry• y, be made et scheduled date bf delivery If buyer cannot aof of dellvary of fabdcatad roses. The undersigned agrees to pay Chambers.T us' reasonable eMprr eye fee for cal". ns In event of payment not timely made. 1.1/2 °% per month service charge will be added forell sums not paldwlthln terms 8. Signature or InlUels anywhere on thla sheet constitutes agreement to all tense he 8: In consideration of Chambers 7rusa extending credfl far Nls material the undersigned uncondlUoneAy gueremees payment when due of any and all Indebtedness owed to Chambers Trues by any entity receiving metadel end the undersigned agrees to pay such Indebtedness Including attomaye teas, tt default In payment for metadel be made by the hat or payments referred to hereln lot a Partiesrlapreeathat the sole the items s furrishad hereunder hereon will be Saint I le County, Fbdda. 11. Design responslbllRls are per Nattonel Standard And Recommended Guidelines On Raeponslbllltlea For Coesuuogon Using Metal Plate Connected Wood Trusses ANSUIPUWTCA 4.2002- ... DATED 81GNEI. D A ��ba pg•'13CSI1_a'10 Multiple ply trusses must be fastened together per engineering before they are set; failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save Ilfe . and property and Is the responsibility of the truss erector. 'Study the contents of the Inforriatlon packet Included on delivery before setting trusses, Thy must besetand braced perdesign to pregant hjugy& Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other co?►centrated loads on trusses, thlls can cause collapse. DO NOT SET TRUSSES USING THIS LqY®UT USE LAYOUT DELIVERED WITH TRUSSES TO ser rRl Arco 3105 Oleander Avenue Fort Plerce, Florida 34982-6423 800-551-5932 Fort Pierce 772.465.2012 Fax 772465.8711 Vero Beach 772569.2012 Stuart '772.2865502 ' •a-6 RIs,.. r•u.a.oeucTlanca MM Architect's or Architect's represent .:,; shop drawingapproval is NOT a "doublecheck" of the contractor. The contractor shall remain responsible for checking field measurements and other construction Criteria.. Architect's approval coverslIgeneral roof shape, review of truss strApping; and loafing on. structure from. gravity and uplift their res *aide and P Sv ;'ogati APProved By:2 Date. Braden a Braden A.I.A. P.A. 92.0/93.2 MITEK 4-2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Top Chord Live 20 ., :: I Top Chord Dead 7 4.2 IV N c Bottom Chord Live 10 Non -Concurrent wI I Bottom Chord Dead 10 3 c , TOTAL Load 37 7.2 w H Duration Factor 1.25 .. Wind Speed 165mph m T Top Chord C.B. Sheeting by builder. M Bottom Chord C.B. Sheeting by builder. 9 Highest Mean Height 1511 Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 It.u.L.=Restraining Dead Load C.B.=Continuous Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Buildin Desi ser and/or Engineer of Record. LL Chambers Truss Inc. Drawing Name: M11392 Scale: 1/4 = 1' 82 total trusses, 15 different trusses. — FollowsDate: 4: RLC ACAD: RLC Reviewe_dBy Date:10/07/15 : Fj@�5�8t 1R r , IconnPLiANCE I s' a" I �a' a" TY 1a'�" I WYNNE BUILCRM ouN i' CLOUnD AREAS ARE OF DESCRIPTION: �/ SPECIAL CONCERN & MUST BE 1 PORCH LEFT � 71' CARLTON 3BED REAR PORCH CHECKED CAREFULLY & MAY PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE t INDICATE DEVIATION FROM �_--� LANs 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11392 7� �3 l�Fq 9� Tuc!�r� F Ca K wao WK0190 M04 ®OF as 1;: ®I�I®I�I®I■