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RE: M11392 MITek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610.4115 *Site 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: FBC2017fFP12014 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 T1668649a3 4/3/2019 FILE COVY 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 C®®e C®1C0U"TV ST. 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 of these designs. MTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicabilityof design parameters and properly incorporate these designs • into the overall building design per ANSI/TPI 1, Chapter 2. ►ulrrUp� ER P. sF No 22839 i I: 3 STATE OF :�4(/ .��NII/ONA' Walter P. Finn PE No.22839 Wrek USA, Inc. R. Carl 6634 6904 Parke Fast Blvd. Tampa EL 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply THE WINDSOR T16686490 M11392 A HIP 1 1 Job Reference (optional) Gnamners I was, Inc., Fort PlerCe, FL 8.24U s use 52U16 MI I eK industries, Inc. wed ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-j516o6uNUlw7521cX7ocVV 4 11_0-0 6-1014 1 9-D-D 1 14-11_0 1 20_2-13 1 26.0_0 28-12 1 - 4x8 = 2x3 11 3x6 = 4x4 = 4x8 = 4.00 12 2x3 3 10:18:43 2019 Scale = 1:60.5 3.4 = 3x4 — 3x6 = 6xB = 3x4 = Sx6 = 3x4 = 3x5 = 9.0.0 1 1 14-11-0 20-2-13 28.0.0 35-0-0 o-an cs r.n 1 avm s.o.n 1 Plate Offsets (X Y)-- 12:0-0-14 Edgel r4:0-5-4 0-2-0] r8:0-5-4 0-2-01 r10:0-0-6 Edgel LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stressincr YES WB 0.94 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 161 Ib 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 Gray 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22). BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-1 roc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3.4=-39i 4-5=-967/776, 5-7=-967/77Q 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=70ft; L=35ff; eave=5ft; Cat. It; Expo C; Encl., GCpi=0.18; MWFRS (directional) and C-CExterior(2) -1-0-0 to 2-6-0, Interor(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposei for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp.DOL=1.60 - 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This muss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 Ib uplift at joint 15 and 799 lb uplift at joint 10. , Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; April 3,2019 ,&WARNING- Verily designpaametenand READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE MIFy47S rev. 10,03201SOEFORE USE. Design valid for use only with Meek® connectors: This design is based only upon parameters shown, and is for on lndi rdual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. 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. seeANSVMII Cuic" CMeM, DBB.89 and BC51 Building Component 6904 Parke East Blvd. Salary Nlonnatbrxrvallable from truss Plata Institute, 218 N. Lee Sheet, Suite 312, Alexantlr10, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Reference (optional) cnamaers I runs, Inc., ran rioted, rL rd 6 4.00 12 5.6 _ 2.3 II 3x4 = 5xB MT18HS 4 21 5 6 22 7 13 12 ax6 = 3x5 = 5x8 MT18HS= 3x12 z.Do 1z 10-0-0 149-0 24-fi-B 3540.0 rn-re d.40 99-8 10.5.8 Scale=1:61.3 Plate Offsets (34 Y)— f2:0-0-2 Edge1 17:0-4-00-2-31 f9:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Ven(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 rVa n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 2-7-7 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (falsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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, 73=-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=-1034/712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This buss has been designed for a live load of 201 on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using 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 No22839 111Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING-Ver/rydeslgnparamefersanGNEAD NOTES ON MIS AND INCLUDED MREKAEFENANCEPAGEMIF74M rev. 1"31015aEFOFEUSE Design valid for use only with MOek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buidingdeslgn. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only, AdeOloncltemporary and permanent bracing M!Tek Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of pusses and truss systems, seeANSUIpI 19ui CMedp. DSBd9 and SCSI Building Component 6904 Parke East Blvd. Safety InfoonatiorkwoRobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandr is, VA 22 14, Tampa, FL 33810 Job Truss Truss Type Illy Ply T76686492 M11392 A2 SPECIAL - 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek .3 10:18:45 2019 5.6 = 3x4 = Sx8 = 4.00 12 4 21,5 22 6 Scale=1:61.3 12 3x4 = Sx8 = 3x12 Zz 3x6 = 2.00 12 10.0-0 14-9-0 22-0.0 24-6-8 35-0-0 10-00 4.9-0 7-3.0 - 2-6-8 10-5-8 Plate Offsets (X Y)-- f2:0-0-6 Edclel 16.04-0 0-2-31 f8:0-1-15 Edgel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 WB 0.86 Horst(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 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 REACTIONS. (lb/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, 34=-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 forthis 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(l) 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 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 alive 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 ANSlrrPI 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 8251b uplift at joint 2 and 8251b uplift at joint 8. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Verify design pameretemomf READ NOTES ON TNLSANDWCLUDED MREKREFERANCEPAGEMII747a mv. 10,044P1SBEFORE USE. Design valid for use only wlth Walk@ 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 me overall building design. Bracing Indicated is to buckling of lndlvIdual truss web and/or chard members only. Additional temporary antl permanent bracing MiTek' prevent Is always requlredfor slabllHy and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVrPI 161uaIBv CmeM; D5Bd9 and BC51 BundN0 Component 69N Parke East Blvd. Safety mformatk,rlavallable from Truss Plate Institute, 218 N. Lee Skeet, SuBe 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686493 M11392 A3 SPECIAL 1 1 �THEWINDSOR Job Reference o lional Chambers Truss, Inc., Fod Pierce, FL U24U a Use d 2U16 MI lax Inausmes, IOC. Wee Hpr 31U:1e:4U auiv 4.00 F12 5x6 = 4x5 = 13 3x5 = 2x3 II 5x6 = 2.00 F12 Scale=1:62.3 3x12 = LOADING final) SPACING- 2-0-0 CSL DEFL. in (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT1BHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Hoa(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 no bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0.8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Malt Uplift 2=-825(LC 12). 9=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-0=-3256/2031, 4-5=-2426/1588, 5-6— 2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9= 5720/3554 BOTCHORD 2-14=-1817/3048,13-14=-1817/3048,12-13=-1258/2274,91-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329,4-13— 897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced root live loads have been considered forthis 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=511; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-010 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should vedfy capacity of beadng surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 In uplift at joint 2 and 825 to uplift at joint 9. Walter P. Finn PE No.22839 NTA USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Cry Ply T16686494 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort. Pierce, FL 8.240 s Dee 6 2018 MITek Ina. Wed Aor 310:18:4/2U1B 4.00 r12 5x6 = 4x6 = 2.3 II 6 7 Scale =1:62.3 16 15 6x10 0 3x5 = 2x3 H Skit = 3x12 = 2.00 12 6-6.0 14-9-0 1B-04 24-6-8 35-0-0 B-6.O 6.3.0 3-3-0 6.6--S 10-5-B Plate Offsets.(XY)-- f2:0-1-6 Edael f9:0-3-0 Edgel fi1.0-1-15 Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Von(CT) -1.05 13 >400 180 MTIBHS 244/190 BCLL 0.0 ' Rep Stress Inch YES WB 0.98 Hom(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 172 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SP.M30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-14 REACTIONS. (lb/size) 2=134910-8-0, 11=1349/0-8-0 Max Ho¢ 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989,3-5=-2435/1560,5-6=-2399/1639,6-7= 2217/1501, 7-8=.23BO/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=-23B/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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsft 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(l) 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 pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing. at joint(s) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Waiter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Vedtydeslgnperameteraand READ NOTES ON THIS AND INCLUDED M/iEKREFERANCEPAGEMX7473 rev. IdUY1015BEFOREUSE. Design valid for use only with MBekS connectors. This design Is based only upon parameters shown, antl Is for on Individual building component, not �1 a truss system. Before use, the building designer must verify the applicability of design parameters end 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 lNury and property damage. For general guidance regarding the fabricatiom storage, delivery, erection and bracing of trusses and truss systems seeANSVrPll Oualryryyy CModp, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbrpvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oty Ply THEWINDSOR T76686495 M11392 A5 SPECIAL - 16 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a.zra s Duo o coio Wi en muusuros, ",.. ;;.a A. 3,V.,UA+ a m Sx8 MT18HS II 4.00 r12 Scale=1:60.3 14 13 3x5 = 2x3 II 5x10 = 2.00 12 3x12 = FuFun 14.9.0 24-6-8 35.0.0 1m 1 � I� 8.6.0 16-3-0 9.9-8 10-5-8' Plate Offsets (X Y)-- 12'0-1-6 Edael 18:0-3-0 Edgel rlO:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildeft 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 SC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress trim YES W B 0.74 Horz(CT) 0.36 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except- 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 — 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 Men Hoa 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 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 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. It; Exp C;.Encl., GCpi=0.18; MWFRS.(directional) and C-C Extedor(2) .1.0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, 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 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) Bearing at joint(s) 10 considers parallel to grain value using'ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn PE N0.22839 MTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Data April 3,2019 ,&WARNING-Versfydedgnpanurwss send READ NOTES ON TNISANDINCLUDED MIrEKREFERANCEPAGEUX74Tarev. i"MISBEFOREUSE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown and Is for an Individual bullding component. not a runs 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 antl permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of mussesand trusssystems, seeANSVrPII CualMy Criteria. Dli and BCSI Building Component 6904 Parke East Blvd. Safety Informetlorravallable from Truss Plate Institute, 218 N. Lee sheet, Suter 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T76686498 M11392 ATA COMMON 5 1 Job Reference (optional) Grlarn0ers 1 NSs, Inc., hoe Pmme, YL 8.240 s Dec o zu la Mii ek mauslnes, inc. Wed Apr 3 I e:l6:49 2019 rage I ID:JcfiGCA6bx712Syl HDXFw7ye3KK-YFfN29y84bgHpzCmtGvl mDc6jCfJ0T9ulXUrtSzUSca r14}0 8-0-0 77fi--00 22-]1--0 I 35.0.0-70 0 724I 4-0 8-0-0 Scale = 1:59.5 4.00 12 4x5 = 6 1 �2 Id d 17 '" 15 "" "' 14 '" 12 3x6 = 2x3 II 46 = 3x6 = 2x3 II 3x6 = 3M = 4x6 = &4.0 12-11-0 22-1-0 26.8-0 UN'o.�.n I 4.zn I aa.n Plate Offsets (X Y)— 12:0-0-2 Edgel r10:0.0-2 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (too) Wait 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) -0.6414-15 >652 180 BCLL 0.0 Rep Stress [nor YES WB 0.59 Hoa(CT) 0.13 10 n/a n/a .. BCDL 10.0 Code FBC20171-rP12014 Matrix -MS Weight: 1661b FT=0 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=1399/0-8-0, 10=1399/0-8-0 Max Hoa 2— 179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 Ila) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 58=-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 Structural wood sheathing directly applied or 3-1.15 oc purlins. Rigid ceiling directly applied ors-2-15 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=151t; B=70ft; L=35ft; save=6ft; 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, 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) 100.0Ib 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 fora 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 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 ISM Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Cry Ply T76686497 M11392 B COMMON 2 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Mil Industries, Inc. Wed Apr 3 10:18:512019 4.00 12 3x6 = Scale = 1:59.3 11� d 3x4 = 2x3 II 3x6 = 3x4 = 3x4 =. 3x6 = 2x3 II 3x4 = 8.3-5 14-0-0 21-0-0 26-8-11 35-0-0 &3-5 15.8-11 7-0-0 5-8-11 8-3-5 Plate Offsets (KY)— 12:0-2-6 Edoel 16:0-M Edgel (10:0-2-6 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BOLL 0.0 ' Rep Stress ]nor YES WB 0.63 Horz(CT) 0.03 10 Ne Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. 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 Horz 2— 179(LC 10) Max Uplift All uplift 100 It, or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10= 371(LC 12) Max Gmv All reactions 2501b or less at joints) 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=4.2psh BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; EV C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 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) 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 = I0.Opsf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 371 Ile uplift at joint 2, 453 to uplift at joint 15, 453lb uplift at joint 14 and 371 Be uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-Yedlydes/9aparami,hvsand READ NOTES ON THIS AND INCLUDED MI/EKFEFENANCE PAGE Ml474M.V.. local BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and u for an Individual building component, not ��- a truss system. Before use, the bulltling designer must verify the oppllcablllty, of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing lndIcwted is to prevent buckling of indlvltlualtruss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always mauled for stablllfy and to prevent collapse Win Possible personal Injury and property corral For general guldance regarding the fobricatlon. storage, delivery. erection and bracing of musses and cuss systems, seeANSVIPII CualDIhs.� Creeds, DSB419 and BCSI Building Component 69%Parke East Blvd. Safety Informatbnchafloble from Truss Plate Institute, 218 M Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T166B6498 M11392 BHA BOSTON HIP 1 i Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXF W7ye3KX-ygLW hB71 M W 2rgRxLZOTkOrEfFP)Adpvl,-V)VGmUScX 15-6-0 21.6-0 ] 13-6014-00 17-6-0 1 19-6oO csI 28s3-00 16--00-0- 2601i -0o1 ]-oP9Emo z1oE2,s "-,b1-.620hM 25 750 Scale =1:62.4 6 d 3x4 = 52 4.00 12 Axe = 57 15 58 17 56 t12 593xfi � 55 9Sx12 =53 46 56 � — 3x4 20 60 22 3xfi 2,01 5x12 26 2 0.7 35 42 43 34 44 3-3 45 46 47 48 v 2 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3xfi = 77--0 7b)-1a.80 -0-D023 0 7-7-D0 I _1 Plate Offsets (X,Y)-- 13:0-6-4,0-1-121, t32:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(ILL) 0.1335-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-" cc 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. (lb) - Max Hom 2=179(LC 7) Max Uplift All uplift 1001b or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=434(LC 8) Max Grav All reactions 250lb 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. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28— 1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16— 436/514,16-18=-036/514, 18-19=-436/514,19-21=-382/412,21-23=-382/412,23-25=-082/412, 25-27=-387/418 BOT CHORD 2-05=-93911572, 33-35=-909/1484. 32-33=382/400, 30-32=-575/1004, 28-30— 568/1039 WEBS 3-35— 191/649, 27-30=0/451, 3-33=-2090/1523, 11.33=-810/782, 19-32=-772/745, 27-32=-1484/1D44,9-10=463/453, 20-21=-462/454 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.Opsf; h=15ft; B=70ft; L=35ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5651b uplift at joint 2, 1269 lb uplift at joint 33, 10171b uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ito up at 7-0-0, 158 Ib down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0.12, 158 He down and 206 lb up at 13-0-12, 158 lb down and 206 Ito up at 15-0-12, 158 Ito down and 206 lb up at 17-0-12, 158111, down and 206 lb up at 17-11-4. 1581b down and 206 Ib up at 19-114, 158 It, down and 206 It, up at 21-11-4. 158 to down and 206 Ib up at 23-11-4. and 158 It, down and 2061b up at 25-11-4. and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373lb down and 2361b up at 7-0-0. 691b down at 9-0-12, 69 lb dawn at 11-0-12, 69 lb down at 13-0-12, 691b down at 15-0-12, 69 It, down at 17-0.12, 69 lb down at 17-11-4, 69 lb down at 19-114, 69 It, down at 21-11-4, 69 lb down at 23-114, and 69 lb down at 25-114, and 69 Ib down at 27-11-4 on bottom chord. The designtselection 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 33810 Date; April 3,2019 n dHEADNDTESONTN/SaNd DED 015 BEFORE WA6M/N0-Verity deslgnth Design for use only Mgekg co the design Is ponMara meters Mown, an Isfor4r3sxvidual MReMeg only compon. onlyuponparametersshown,antl Is for an Icorporat bulltling component,not ��- atruss system. Before use, designers. atrusssystem, , the building designer must lingo applicability property to this design Into the overall In Mduola Muss a and/parametersands Indicated and permanent bracing bulltling design. 6for ordtydamas bucklingoflnsselep rsonal adto MiTek' endproor u always requiredrage. slaving Injury . Foy.r stability ility prevent co sonanlur damage. Far oe-oral re ingCo the general guidance ton and and to bracingof truces truss aANSVroperty storoae, delivery. erection Pori bracing of hussar and M1uv systems ere DSB419 and ERI BUldinp Component CualHy d 1ICSae idling Tamp Palle East BNd. limn, Suite31 Alexa;VIPiI 4. Solely Inloimalbrxrvaaable from Truss Plate Instkute. 218 N. Lee Street. Suite 312 Aiexantlrb, VA 2231 d. Safety Tempe, FL 33610 Job Truss Truss Type 0ty Ply THEWINDSOR T76686498 M11392 BHA BOSTONHIP 1 1 Jab Reference o 'anal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 ID:_kfGCA6bx7i2Syl HDXFw7ye3KX-00vuuX7OgAilaWX65_zw3m"PMG9UD9S2oDzUSCW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1.9---54, 3-15=-54, 15-27=-54, 27-29=54 Concentrated Loads (III) 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=-1 18(F) 55=-1 18(F) 56=-118(F) 57=-118(F)58=-118(F)59— 118(F)60=-118(F)61=-118(F) 52— 118(F) 63=118(F) Q WARNING -Verily deslgnP marafars and READ NO TES ON INS ANDINCLUDED M/TEK REFERANCE PA GEMl1-7423 rev. 1rt/012GIS BEFORE USE. ' Design valid for use only with MReM connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not a buss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndicarad 6 to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent brocing MiTek' Is always required for stoblllty and to prevent collapse with passable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems. WeANSVTPII paallly CdbM, DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety Informotionavalloble ham Tess Rate Insmute, 218 N. Lee Street, SuBe 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u.L4u s use a Lul o ml lea maLLSmes, inc. weu Apr J I u:lo:Y zuI v Scale=1:60.3 Bata MT18HS = 4.00 rl2 3.5 II 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 4xB = 7 n N 26 b M :19 14 or Ja Jr :fo JY I, nv c, &A = 2x3 II area= 5x14 = 3xd = 4x6 = 2x3 11 3 LOADING (psf) SPACING- 2-0-0 CS'. DEFL in (loc) Well 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) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 HOrz(CT) 0.09 8 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 153 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puriins. 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 111 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Holz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8= 1159(LC 8) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (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=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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, 2442 lb uplift at joint 13 and 115911b uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 32911a up at 7-0-0, 90 lb 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 Ito up at 13-0-12, 90 lb down and 155 lb up at 15-0-12. 90 lb down and 155 Ib up at 17-0-12, 90 Ito down and 155 lb up at 17-11-4. 90 Ib down and 155 Ib up at 19-11-4, 90 lb down and 155 Ib up at 21.11-4, 90 Ib down and 1551b up at 23-11-4, and 90 Ib down and 155 Ib up at 25-11.4, and 203 lb down and 329 Ib up at 28-0-0 an top chord, and 452 lb down and 263 lb up at 7.0-0. 63 to down and 3 Ib up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 Ib down and 3lb up at 13-0-12. 63 lb down and 3lb up at 15-0-12, 63 Ib down and 3lb up at 17-0163 Ib down and 3lb up at 17-11.4, 631b down and 3 lb up at 19-11.4, 631b down and 3 Ib up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3lb up at 25-11-4, and 452 Ib 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.22639 MTek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33618 Date: April 3,2019 A WARNING -Verity Ceslgnparemefereard BEAD NOTES ON TINS AND INCLUDED MMEKBEFERANCE PAGE MI74Tdrev. 1,1113,12015 BEFORE USE. Design valid for use only with MBekS) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and hum systems, sesANSVIP11 QuailIl1y, Criteria, OSB-09 and BCSI Building Component 69N Parke East Blvd. Safety Informal lonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type (Ny Ply THE WINDSOR T16686499 M11392 GRA HIP � 1 1 Job Reference o 8ona1 Chambers Truss, Inc., Fort Pierce, FL 8.240s Dee 62018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Paget ID _kriGCA6bx7j2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRpCcKPzUScV 'LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-7— 54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(121)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(8) O WARNING -Madly deslgnparametersend RFAD NOTES ON TN/SAND WCLUDED MrrEKREFERANCEPAGEMIN4rarev.. I&AV2015BEFOREUSE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown. and Is for on IndNltlual building component, not a truss system.. Before use, the bu aing designer must verity 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 Is always required for stoblllty and to prevent collapse with possible personal Injury and property damoge. For general guldcnce mgarding the fabilcatlon, storage, delivery. erection and bracing of busses antl truss systems, seeANSIr19B Quality CrBeM. DSO-09 and SCSI eu8dhlp Component Sofey lnformatbrpvaiioble from Truss Plate Instfute. 218 N. Lee Street Suite 312. Alexandria VA 22314. ��- MiTek' 69N Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type Cry Ply THE WINDSOR T16686500 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240s Use 02018 MI lea industries, me. Wed Apr 310:la:bb 2V19 Pagel ID:JfiGCA6ba712Sy1 HDXFw7ye3KX-MPOeJC1 vfR0QXufvEWOR7UrEfds3pKmgTx9r6zUSCU 3xA = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC CAB VeR(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 SC 0.02 Ven(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3--11(LC M. 2=118(LC 1).4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-04) 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) 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 pet 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 3-0-0 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 4lb uplift at joint 3 and 140 lb uplift at joint 2. Scale =1:6.1 Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 8964 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-Veri/yJe.4gnparemet..d READNOTES ON TN/SANDINCLUDWMI/ENREFERANCEPADEMII-74nmv. 10,032015BEFOREUSE Design void for use only with MRekO connectors. this deslgn Is based only upon parameters shown, and Is for an IntlNlduol bulltling component, not a truss system. Before use, the buiAng designer must verify the appllcalo lty 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 Is always required for stability and to prevent collapse with possible personal In;ury and property damage. For general guidance regarding the M!Tek' fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSUrRI Quo'ry Cd1oM, DSl1-09 and BDSI Building Component 690A Parka Fast Blvd. Safety mlonnatbruvolloble from Truss Rafe InsnMe, 218 N. Lae Sheet Suite 312. Alexandria VA 2231A. Tampa, FL 33610 Job Truss Truss Type City Ply T76686501 M11392 J3 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) unamoers l russ, Inc., ran rierce, rL o.zausuec o[ulemueKmausmes,nc. vveonpr a rq:ra:aazure 3x4 = LOADING (psQ SPACING- 2-0-0 CSI, DEFL. in (too) VdeN L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) 0.01 4-7 >999 240 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 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=64/Mechanical, 2=17310-8-0, 4=37/Mechanical Max Hor4 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 CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FI BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Interion(1) 2-e-0to 2-11-8 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 Imes to bearing plate capable of withstanding 54 Ib uplift at joint 3, 147 Ib uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 Mill USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 ,&WARNING-VedrydI,09npbramefersand READNOrES ON TR/SANDWCLUDEDMREKREFERANCEPAGE19474Ymr, 100=15BEPOBE USE Design valid for use omy with MnekS connectors: This tleslgn Is based only upon parameters shown, and Is for on IndNltlual building component not a truss system. Before use, the building designer must verify the oppllaobllity of tleslgn parameters and propery Incorporate this tleslgn Into the overall bulltling tleslgn. Bracing Indicated a to prevent buckling of indlvltluol truss web and/or chord members oNy. Additional temporary and permanent bracing MOW 6 always required for stabady end to prevent collapse with possible personal injury and properly damage. For general guidance regordhg Me fobrlcahon, storage, delivery, erection and bracing of trusses and tuns system% seeANSI/IPII CualBByy Clitoris.DSB-89 and SCSI Building Component from Plate institute, 218 N. Lee Sulfie 312 Alexandria, VA 22314. 69M IEast Blvd. Tampa, FL 33610 Safety Infermatbnch crable Truss Street. Job Truss Thus Type Oty Ply M11392 J5 MONO TRUSS 8 1b FEWINDSORT76686502 Reference loptionaft Chambers Truss, Inc., Fort Pierce, FL 3X4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:55 2019 Page 1 ID:_kfiGCA6bX7j2Sy1 HDXFw7ye3KK-rba1WY2XOlYH92E6oEXgYhOGn02hYn5wv7NPYzUScT Scale =1:12.7 5.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/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 Gmv 3=115(LC9), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Ib) 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., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-6-0, Intedor(i) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on thebottom 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 Ito uplift at joint 3, 177 Ib uplift at joint 2 and 9Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6831 Parke East Blvd. Tampa FL 33810 Data: April 3,2O19 Job Truss Truss Type Oty Ply T16686503 M11392 J7 MONO TRUSS 24 1ob [HEWINDSOR Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s U6c 6 2UI B MI I eis InaUSilleS, Inc. Wee Apr J 1 U:1 B:b/ zul a Page 1 10_k8GCA6bx7j2Sy1 HDXFw7ye3KXJo8Pku29B3hBnCpILY2v5v VWOSnHEL4BnDGx zUScS Scale: 3/4'=1' Plate Offsets (X Y)— 12:0-1-14 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 ISO BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 231b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 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 Gray 3=165(LC 1), 2=315(LC 1). 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vssd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35tt; eavei Cat. II; Exile C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inlerior(i) 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 201 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 beading plate capable of withstanding 1531b uplift at joint 3, 211 Ill uplift at joint 2 and 12 Up uplift at joint 4. Walter P. Finn PE No.22639 Mi rak USA, Inc, FL Cart 6634 0904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNWO-Verhydesrgnparamefersend BEAD NOTES ON THISAND/NCLUDED MTTEK8EFENANCEPAGEM679)3rev.]2NY10156EFOflE USE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �r- a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall `■ bustling design. Bracing Indicated is to prevent buckling of Individual Was web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage delivery, erection and bracing of hussar and truss systems, seeANSiFipll Guo1 Criteria. OSBA9 and BCSI Building Component 6904 Parke East Blvd. Safety Information valloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 14. Tampa. FL 33610 Job Truss Truss Type Ory Ply T76686504 M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fart Pierce,I'L 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:15:57 2019 Page 1 Scale - 1:20.6 3x4 = 5 3x4 = 6.8-12 13-1-5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.24 Horz(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 381b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical,.2=379/0-11-5, 5=461/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. (III) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-4871798 WEBS 3-7=0/307, 3-6=-920/561 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=35ft; eave=6N; Cat. 11; Exto C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 2381b 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 (plQ Vert: 1.2-=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=13 F=10, B=10)-to-5=49(F=-15, B=-15) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-yelllxdesuS paramereraand READ NOTES ON THIS AND INCLUDED MREKREFEAANCEPAGEJBI,7=mv. 1GGvAssNSEFOAE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verity Me appllcablllty of design parameters and properly incorporate this deslgn Into the overall lgn. bulltling desBracing hdlcoted is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabalty and to prevent collapse with possible personal injury and property damage. For general guldonce regarding Me fobricatlon, storage, call erection and brcchg of trusses and toss syrtemi saeANSVIPII GuoI0I1ryy CMado, DS349 and SCSI Building Component 69N Parke East Blvd.Safety mfonnalbmvaaable ham Truss Plate Imtilute. 218 N. Lee Street. Suite 312, Alexandra¢ 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-slxteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-14n' 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. 7" 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/rPll: 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 I dimensions shown Inftxfeenths t scal ll�l (Drawings not to scale) 2 3 TOP CHORDS 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 NUMBERSAETLERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 Engineering Reference Sheet: Mll-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. Trussbracing 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 stock 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 of each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 spedfled. 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 after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.