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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 -SCAyAf1.!0 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch St. 3Y Address: unknown Subdivision: Lucie City: St. Lucie County State: FL County 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13569660 a 3/22/18 2 T13569661 al 3/22/18 3 T13569662 a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569665 a5 3/22/18 7 T13569666 ata 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22/18 10 T13569669 gra 3/22/18 11 T13569670 11 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 3/22/18 14 T13569673 17 3/22/18 15 T13569674 k17 3/22/18 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, 2019 Florida COA:6634 FEB 112019 Permitting FILE Copy IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the lurisdiction(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. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSIIrPI 1, Chapter 2. %%P G E N 1 No 22839 9 STATE OF .•�/� CINA' E 0 Walter P. Ran PE No22839 MITek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter JoL Truss Truss Type Oty Ply=TH6WINDS1111M11392 A HIP 1 (national) F.", inc., Pon Pierce, rL 8.13u s Mar it 2018 MI I ex industries, Inc. Thu Mar 22 09:13:05 2018 Page 1 ID:Jc6GCA6bx7j2Syl HOXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYOiC 0.14 9-0-0 14-11-0 20.2.13 26.0.035.0-0 6-0- 6-10.14 2-1-2 5-11-0 5.3-13 5-9-3 2-1-2 6-70-14 1-0. Scale=1:60.5 4.00 12 48 = 2x3 II 3.6 = 4.4 = 4xB = 2x3 / 2x3 \\ 4 26 5 6 7 27 8 9 A t(7 d 3x4 = 3x4 - 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 = 9-0.0 14-11-0 20-2-13 2fi-0.0 35-0-0 9.0-0 5-11-0 5-3-13 5.9.3 a.n.n Plate ONsets(XY)-- 12:0.0-14Edge] 14:0-5-40-2-01.18:0-5-40-2-0] f1P0-0-fi Edoel LOADING (psf) SPACING. 2-0-0 C51. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.57 Vert(-L) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 HOrz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT 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-e-0 Max Hom 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) - Marc Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2„3=-639/108, 3-4=-396/0, 4-5=-9671776, 5-7=-967/776, 7-8=-454/938, B-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=-9581447,9-12=-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.Opst h=15ft; B=70ft; L=35f ; eave=511t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inted0r(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Intenor(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No11639 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 AWARNING -VeritydsslgnpanmefenamIRE4DNOTES ONTHISANDtNCLUDWMFTEKREFERANCEPAGEM/F7mn,V..la=aOI5BEFOREUSE. Design valid for use only with Mnek& connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall building tleslgn. 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 Injury and property damage. For general guidance regarding the fabrication, storage. calvary, erection and bracing of trusses and truss systems, seeANS1171ill Quin By Cdterb. DSB49 antl BCSI Building Component Safety Inforrrsatitnovalioble from Truss Plate Institute, 216 N. We Street. Suite 312, Alexandria VA 22314, ■•��M MiTek' 69M Parka Ent BNd. Tampa, FL 33610 Jolt Truss Oty ply THE WINDSORT13569661 LSmsse M11392 Al 1 1 Job Reference (optional rasa, ins., Fort Pierce, FL 8.130 s Mull 2018 MiTek Inc. Thu Mar 22 09:13:06 2018 5x6 = 2A 11 5x6 = 4.00 12 3x4 = 4 21 5 fi 22 7 Scale-1:61.3 13 " 3.6 = 3.5 = SxB MT19HS= 3xt2 = 2.00 12 14-9-1 za-fi-e 35-0.0 UNa9.n a.o.R Plate Offsets (X Y)-- f2:0-0-2 Edeel [9:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(ILL) 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 Hom(CT) 0.35 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 155111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib(size) 2=1349/0-8-0, 9=1349/0-B-0 - Max Horz 2= 117(LC 10) Max Uplift 2=-825(LC 12), 9=-B25(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-3209/2102, 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=3442J5478 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=AO4/435 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=4.2psh BCDL=3.Opsf; h=15ft; B=70h; L=35ff; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6834 6SO4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verify design Parameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MX7473 rev. 10=1r0159EFORE USE Design valid for use any with Mrekg) connectors. This design Is based only upon parameters shown, and Is for on 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 lndNldual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabdcatlon, storage, delivery. erection and bracing of cusses and cuss systems. seeANSVIPtf Cualyy Criteria. DSB49 and SCSI Building Component 6904 Parise East Blvd. Safety Informallonavallabie from Truss Rate institute, 218 N. Lee Sheet. Sulfa 312 Alexontldo. VA 22314. Tampa, FL 33610 Job' Truss Truss Type aft, Ply THEWINDSOR T73569662 M11392 A2 SPECIAL 1 1 Job Reference (optional) was, Inc., Fort Pierce, FL 8.130 s Mar 1120118 MiTek Industries, Inc. Thu 4ol) 12 5x6 = 3x4 = 4 21 5 12 22 5x8 = Scale=1:61.3 3x4 = sire= Sic 3x6 = 2.00 12 10.0.0 14-9-0 22-0-0 24-fi-8 35-0-0 10-0-0 4.g.n zv.n Plate Offsets(XY)-- f2:0-MEdae) f6:0-4-00-2,?l I8:0-1-15 Edgel - LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vem(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 no bracing. 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. fib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9211/2064, 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=4.2psh BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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 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 atjoint(s) 8 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 1001b uplift at joinf(s) except Qt=lb) 2=825, 8=825. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6934 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 AWARNWG-Vedfydo lgnparemetemmdREADNOTESONTNISANDWCLUDEDMREKREFERANCEPAGEMX74TJrev.10=r015DEFOREUSE. Design valid forum only with Mrek®connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer mustverily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing hearted B to prevent buckling of lndNidual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is oiways required for stability and to prevent collapse with possible personal lolury and property damage, For general guidance regarding the safety Nfermartfornvaelable from Truss Plate Ilnsti 218 N. We Sheet. systems, 312, Nexandi VA 22314�e� DStt419 and SCSI tWltllnp Component Blvd. Tampa FFL 33610 JoD Truss Truss Type CRY Ply T13569fi63 M11392 A3 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:08 2018 4.00 12 Sx6 = 4x5 = Scale = 1:62.3 14 13 3x5 = W II 54= 3x12 P 2.00 F12 LOADING (psf) SPACING- 2-0-0 C51. .DEFL. in (loc) Well 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)-0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress liner YES WB 0.83 Horz(CT) 0.36 9 n/a n1a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048,13-14= 1817/3048, 12-13=-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=G072/1939, 8-11= 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70N; L=35N; 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(l) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOLA.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the, bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using 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 1001b uplift at joint(s) except jt=1b) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING-Vadly design ,arsmetersand READ NOTES ON TNISANDMCLUDMuM KREFERANCEPAGEMIF74mmv. iadaa2er5BEFOREUSE Design valid for use only with Mi 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 Me applicability of design parameters and properly Incorporate this design Into Me overall buidIngdesign. Bracing indicated h to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 6 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 musses and hum systems, SeeANSVrpll Quality Cdlada, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Informatbmvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE WINDSOR �Oty T73569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) Gnamoers I rnss, Inc., Yan rlerae, hL i1 8.130 S Mar 11 201 ID _kfiGCA6bx7j2Syl HDXFw71 4.00 12 Sx6 = 46 = II 6 7 Industries, Inc. Thu Mar 22 09:13:09 2018 Scale =1:62.3 16 15 3x12 3xS = axis II 5x6 = 3x12 = 2.00 12 8-6.0 14-9-0 18-0.0 24-6-8 35-0-0 B-s-G fi-3.n tn.s-a 210 Plate Offsets (X,Y)-- 12:0-1-6 Edgel 19:0.3-0 Edgel 111:0.1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.59 Ved(LL) 0.80 13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(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 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-14 REACTIONS. (lb/size) 2=1349/0-8-0.11=1349/0-8-0 Max Horz 2= 175(LC 10) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 fib) 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=01334, 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.Ops1; h=15ff; B=70ft; L=35ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, 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 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 chard and any other members. 7) Bearing at joint(s) i 1 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 Muss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Walter P. Finn PE No12839 MITek USA Inc. FL Ced 6634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING- VeN1y Ee4tgnpammetersend REAONOTES ON INISANOINCLUOEOMNEKREFENANCEPAGEMX74n.I 1hDY10159EFONE USE Design valid for use only with MOelt® connectors. This design Is based only upon parameters shown and as for an IndrAdual building component, not a hues system. Before use, the building designer must verify the oppllcobllHy of design parameters and property Incorporate this design Into the overall buadingdedgn. BrocingIndicated Istoprevent buckling ofIndividual tnrrsweb and/or chord members only, Additional temporary and permanembracing MiTek' Is always required for stability and to prevent collapse with pos cols personal injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss systems seeANSVrPl I Qua, . Criteria, 05l-09 and SCSI Building Component 69N Parke East Blvd.Safely Infoanalbmvalloble from Thus Plate Insi uts. 218 N. Ise Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply =THEWINDSORT13569665M11392 AS SPECIAL 16 1 Chambers Truss, Inc., FOR Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar22 09:13:10 2018 4.00 12 6xB II Scale = 1:60.3 14 13 3x5 = arcs 11 5,10 = Si= 2.00 12 8.6-0 14-9.0 24-6-8 35.0.0 1I'In 6 8-6-0 6.3.0 9.9.8 10-5-8 Plate Offsets (X,Y)-- f2:0-1-6 Edgel f8:0-3-0 Edgel 110:0-1-15 Edoel - - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.74 Horz(CT) 0.36 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Ham 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=01303, 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=151t; B=70ft; L=35ft; eave=5ft; Cat. 11; Eat C; Encl., GCpii18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MINERS 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 pat bottom chord live load nonconcumant with any other live loads. 5) • This truss has been designed for a live load of 20.0li on the bottom chord in all areas where a rectangle 3-61 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 10=825. Walter P. Finn PE No.22839 NTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING- Vanlydesl9npzmmetemand REAONOTES ON TNISANOINCLUDED AIMEKREFERANCEPAGEM17-7413mw. 14V34?015BEFORE USE Design valid for use oNywihl Mirea connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not �� a hum system. Before use, the building designer must verly me applicability of design parameters and properly Incorporate this design Into Me overall buildingdeslgn. Bracing intllcated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and bracing MiTek' permanent 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 humes and huss systems. seeANSV1Pit Quail Criteria, GS1i and BCSI Buill Component 6904 Parke East Blvd. Safety Informations cilobie from Truss Plane Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22114. Tampa, FL 33610 Job Truss Truss Type Ply T73569666 M11392 ATA COMMON �Qty 5 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MTek Industries, Inc. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ61veMK1HhCYh a' 0 4.00 12 4x4 = 09:13:11 2018 scale = 1:59.5 17 '- 15 "" "' 14 "' 12 3x6 = 2x3 11 46 = 3x8 = 2x3 11 3x6 = axis = 4x6 = 8-4-0 12-11-0 22-1-0 26-B-0 35.0.0 8.4-g 4 To l a-2-n azn 1 Z,0 17 0 Plate Offsets (X,Y)— f2:0-0-2 Edge] f10:0-0-2 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(-L) 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 Hoa(CT) 0.13 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 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 oc puffins. 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=139910-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12). 10= 775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70tt; L=35ft; eave=6f ; Cat. II; E1p 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, Exiedor(2) 17-6-0 to 21-M zone;C-C for members and forces 8 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, 5-0-0 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=775, 10=775. Waller P. Finn PE No.22839 M!Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,201 S A WARNING. Vedfydeslgnparametersaed READNOMSONTN/SANDWCLUDEDMMEKREFERANCEPAGEM0.74x3rev. 1&MO15BEFOREU5E Design valid for use only with MTe& connectors. This design Is based only upon pammeters shown, and is for an Individual bullding component, not ��• a truss system. Before use, tine building designer must verity tine applicability of design parameters end properly Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of Individual Ines web and/or chord members only. Additional temporary and pennonenl 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 brocing of trusses and truss systems, seeANSUIPII Quality Cmsda, DSB-69 and SCSI Building Component 6904 Palle East Blvd. Safety Infoanationwalloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73569667 M11392 B COMMON 2 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-?n 4.00 Fl2 3x6 = Inc. Thu Mar 22 09:13:12 2018 Pagel Scale=1:59.3 3x4 = 2x3 11 3x6 3x4 = .3x4 = 3x6 = 2x3 11 3x4 = B-3-5 14-0-0 21-0-0 26-8-11 35.0.0 &3-5 5-8-11 7-0.0 5-8-11 8-3-5 Plate Offsets (X,Y)-- 12:0-2-6 Edge] f6:0-3-0 Edgel (10:0-2-6 Edgel LOADING (pso SPACING- 2-0-0 cSl. DEFL. in (too) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 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 BCLL 0.0 ' Rep Stress Mot YES WB 0.63 Horz(CT) 0.03 10 n/a nfa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=453(LC 12), 10=-371(LC 12) Max Gnav All reactions 2501b or less atjoint(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=-18l/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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft1 L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interior(l) 2-6-0 to 17-6-0, Exteror(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ito uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Waltrip. Finn PE No32839 MTek USA, Inc. FL Ced 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING- Verity Eeslgnparameters and READ NOTES ON THISANO INCLUDED MITEKNEFERANCE PAGE MB-74T3reV. 1tVAassi BEFORE USE Design valid for use only with Miter connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �1• a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall burring design. Bracing Indicated is to prevent buckling of Individual truss we and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage. dellvery, erection and bracing of trusses and taus systems. seeANSVIPII Quo Cdbrts, DSB-89 and SCSI Building Component 6904 Parke East Blvd. 21 Safety Informotbroycilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Thus Type Ofy Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Jab Reference o tional unamoers i russ, Inc., Fan Vierae, FL 8.13U s Mar 11 GUl B MI I ex Inaumnes, Ina. 1 hu Mar 22 09:13:13 2018 Scale = 1:62.4 4.00 12 44 = 57 15 58 17 56 12 59 3x6 55 9 20 3x6 5dB 60 22 5x12 G 53 4 6 x6' 3x4 - 2§1 Sx12 -- 26 3 11 1 19 1 23 �! 63 14 52 n' 2 28 29 ,n A �1 If 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-9- O 141 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 Plate Offsets (X `O— 132:0-3-8 0,3-01 - LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Veri 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verf -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 HOR(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mahix-MS Weight: 208 lb FT=O% 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 midpt 3-33, 27-32 JOINTS 1 Bruce at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (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=-11291710, 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=-382/412, 25-27=687/418 BOT CHORD 2-35=-939/1572,33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004,.28-30=-568/1039 WEBS 3-35=-191/649,27-30=0/451,3-33=-2090/1523,11-33=-8101782,19-32=-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.Ops(; 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, pending. 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 36-0 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 beading plate capable of withstanding 565 Ib uplift at joint 2, 1269 lb uplift at joint 33, 1017 Ib uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12. 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 It, down and 2061b up at 17-0-12, 158 Ib down and 206 lb up at 17-114, 158 It, down and 206 It, up at 19-11-4, 158 It, down and 206 He up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at WalterP. Finn PE Na:22839 25-11-4. and 158 lb down and 206 lb up at 27-114 on top chord, and 3731b down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 MTek USA, Inc. FL Cart 6634 It, down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-114, 69 lb down at 6904 Parke East Blvd. Tampa FL 33610 19-114, 69 lb down at 21-11-4, 69 lb down at 23-114, and 69 lb down at 25-114, and 69 lb down at 27-11-4 on bottom chord. Date: 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). - March 22,2018 O WARNING-Venty Oeslgnparametemand READNOTES ON THISAND/NCLUDED MREKREFERANCEPAGEMl474T3rev, UV0320ra BEFORE USE. Design valid for use only with Miter connectors, this design Is based only upon parameters shown, and b for an Individual building component, not ��• a truss system. Before use, fie building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual buss web and/or chord members aNy. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personol inlury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of busses and truss systems, weANSVTP11 Quality Criteria. D5B-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatiorwa0able from Truss Plate Institute, 218 M Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory Ply THEWINDSOR T13569fi68 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Gnambers I miss, Inc., Fart Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:14 2018 Page 2 ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYOi3 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29= 54 Concentrated Loads (Ib) 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=-11 B(F) 61=-118(F)62=-11 B(F)63=-118(F) Q WARNING - Verhydeslgn parameters and READ NOTES ON THISAND/NCLUDED MREKREFERANCEPAGEMX74"J l.. trDVYlb15BEFOREUSE. •. 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 titre system. Before use, fine building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall 7 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennork ibracing MiTek' B 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 nurses and buss systems, seeANSVIPl1 Duality Criteria, OSB39 and 001 BWtlhg Component 6e84 Parke East Blvd. Safely Infom a8anavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type OtY Ply T73569669 M11392 GRA HIP 1 1 �THEWINDSOR Jab Reference (optional) wamoers I russ, uni Von netts, rl 8.130 s Mar 112018 MI Tek Industries, Inc. Thu Mar 22 09:13:15 2018 I;_6; 4.00 12 5x8 MTi8H5 = 3 22 3x5 11 3x6 = 4x8 = 4x8 = 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 15 33 34 14 35 13 36 37 38 7239 11 40 41 10 3x4 = 2.3 II 3x6 = 502 = 3x4 = 4x6 = 2x3 11 3x5 = n t2 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. in (lot) Udefl Ud Vert(LL) 0.30 10-21 >792 240 Vert(CT)-0.3010-12 >812 180 Horz(CT) 0.09 8 n/a n/a PLATES MT20 MT18HS Weight: 15316 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. 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 micipt 6-13 4-13: 2x6 SP No.2 2 Rows at 113 pts 3-13 REACTIONS. (fib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) ' Max Uplift 2=448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Gray 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534/729, 34=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOTCHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-1591733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666, 7-12=-940l731, 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-1.2psf; BCDL=3.Opsf; h=151h; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4481b uplift at joint 2, 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 loads) 2031b down and 3291b up at 7-0-0, 90 Ito down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 It, down and 155 lb up at 13-0-12, 90 It, down and 155 Ito up at 15-0-12, 90 lb down and 155 It, up at 17-0-12, 90 lb down and 1551b up at 17-114, 90 It, down and 155 Ito up at 19-11-4, 901b down and 155 lb up at 21-114, 90 lb down and 155 lb up at 23-114, and 90 It, down and 155 lb up at 25-114. and 203 Ito down and 329 lb up at 28-0-0 on top chord, and 4521b down and 263 Ib up at 7-0-0, 63 It, down and 3 Ib up at 9-0-12. 63 It, down and 31b up at 11-0-12, 63 It, down and 3 lb up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 631b down and 3 It, up at 17-114, 63 Ib down and 3lb up at 19-114, 631b down and 3 to up at 21-11-4, 63 Ib down and Walter P. Finn PE N0.22839 3 lb up at 23-114, and 63 lb down and 3 lb up at 25-114, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The MTek USA, Inc. FL Cad 6834 desigNselection 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). 899d parka East Blvd. Tampa FL 33610 Data: LOAD CASE(S) Standard March 22,2018 ®WARNING-Veritydesign Peramefers.rd READ NOTES ON TMSANOINCLUDWMREKREFERANCEPAGEN&7473.e.. 1003AVISBEFORE USE Design valid forum only with MQek® connectors. Thu design Is based only upon parameters shown, antl Is for on individual building component, not o hwa system. Before use, Me building designer must verify the applicability of design parameters and properly incorporate this design two me overall building design. Bracing Indicated is to prevent buiding 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 Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl huss systems, scoAN5U1P11 CualBXryy Crltnlp, DSM9 and BCSI Buldhp Component Safety Informafbncycilable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job ss Truss Type Ply THEWINDSOR TG�RA T73569669 M11392 HIP �Oty 1 1 Job Reference (optional) Chaabers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industdes, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID:kflGCA6bx7j2Sy1HDXFw7ye3KX-OMfmHhsNyn7hAfSxBhRWiV m7eChzGytu53w YQi2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (III) Vert: 3= 147(B) 7= 147(B) 15=-452(B) 13=-40(B)4=-9110=-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) ,&WARNING- Vedtydestgnpasaaerersand READNOFES ON TNISANDNCLUDEOM/rEKREFERANCEPAGEMIN4"J v. la=D1SSEFORE USE Design valid far use only with Mre& connection. 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 applicablllry of design parameters and property incorporate this tlesign Into me overall bulling design, Bracing Indicated h 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 persond injury and prop" damage, For general guidance regarding the fcbrlcafion storage. delivery, erection and bracing of trusses and hus, systems. seeANSUIPIt Qua' ttyy Criteria. DSB-69 and SCSI Building Component mfommNolnvoilobTruss R ie from ate Institute. 218 N. Lee Sheet Suite 31Z Alexandria. VA 22314. MiTek' 690a Parke East Blvd.Safety Tampa, FL 33810 Job Truss Truss Type city Ply THEWINDSOR T13569670 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Pagel ID:_kfiGCA6bx7j2Syl HD%Fw7ye3KK-OMfmHhsNyn7hAfSxBhRWiYAk?oOhCgytu53w Y0i2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TO 0.18 Vert(LL) -0.00 5 >999 240 TCDL - 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014Matrix-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=4B(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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. PLATES GRIP MT20 2441190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15tt; B=70tt; L=35tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 fast bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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 to uplift at joint 3 and 140 to uplift at joint 2. Scale =1:6.1 WalterP. Finn PE No22039 MiTek USA, [me. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-Veri&dvaR pa2metersand FEADNOTES ON THSANDMCLUDEDMREKREFERANCEPAGEMX7473reV..]aNY1p15BEFORE USE. void for use only with M Tea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not but a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate thls deslgn Into Me overall buidIng tlesign. Bracing lndlcaled is to prevent buclsing of Individual truss web and/or chord members only. Additional temporary and bracing MiTek' permonent Is always required for stablIty and to prevent collapse wim possible personal injury and property damage. For general guidance regarding the fobdc&on, storage, delivery, erection and bracing of trusses and huss systems seeANS171P1f Cuoltiv CmaM, DSB49 and SCSI Building Component Safety mformatbnovailoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Atexandrio, VA 22 14. 6904 Parke East Blvd. Temp., FL 33610 Job Truss Truss Type ply Ply T73569671 M11392 J3 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) u. Ivv b,.,a,,,<u I n„, en iluubtflub,e,c. nu mar ee uv:1S1bxu1a 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verl 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ved(CT) -0.01 4-7 >999 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rJa file BCDL 10.0 Code FBC2017rrP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (fib/size) 164/Mechanical, 2=173/0-8.0, 4=37/Mechanical Max Ho¢ 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Gray 3=64(LC 1).2=173(LC 1). 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70ft; L=35ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 1471b uplift at joint 2 and 4 lb uplift at joint 4. Scale = 1:9.4 Waller P. Finn PE No.22839 Mil USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 ,&WARNING-Verffydesl9eparametersand NEAONOTES ON TN/SAND INCLUDED M1rEKREFERANCEPAGEMIL74T1ree. 1GOSIVe1SBEFOREUSE. Design valid for use onlywBh Mnelc® connectors. This design Is based only upon parameters shown, and Is for on Indrildual bulidIng component, not a truss system. Before use, the bustling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bUldingdeagn. Brocing Indicated is to prevent buclang of lndrvldual truss web and/or chord members only. Adallpnal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Infury and property damage, For general guidance regarding the fabrication, storage, delivery erection and brocing of truces and truss systems seeANSVIPII QUIT ryCMorB, DS049 and BCSI Bull Component Sahy N lfonnatio avoiloble from Truss Plate Immune. 218 N. Ise Street. Suite 312 Alexandria VA 22314. M!Tek• 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply THE WINDSOR T13569672 M11392 J5 MONO TRUSS �Qty 8 1 Job Reference (optional) Truss, ma, Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID:_MGCA6bx7j2Syl HDKFw7ye3KX-MknN747vZl gwTpg2cjvb7dNcpKF96KFLCa/LszYGiO Scala = 1:12.7 5.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. REACTIONS. (Ib/size) 3=11WMechanica1, 2=243/0-8-0, 4=63/MechaniwI Max Hoe 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 tomes 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; Exit 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 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 lost 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 104 lb uplift at joint 3, 177 Ib uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING-Vsrlydesi9nparemets..d READNOTES ON 7NISANDWCLUDWMIFEKREFF ANCEPAGEMI}74n.re.. raN340f56EFORE USE. Design valid for use only wit, Mlrekle connectors.. This design Is based only upon parameters shown, and Is for an IndNltlual building Component, not a truss system. Before use, the building designer must verify the cpplicabllity, of design parameters and properly Incorporate his design Into the overoll buildingdoslgn. Bracing Indicated Lsto prevent buckling of individual nussweb and/or chord members only, Additional temporary and pe0nanenibracing MiTek' Is always required for stability cnd to prevent collapse win possible personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and muss systems, seeANSUVII Quality GMnks, DS049 and ICSI Building Component 6904 Parke East BNtl. Safety Infamsatlonavollabie from Truss Plate Institute, 218 N. Lee Steel. SuBe 31Z Alexandtla VA 22314, Tampa, FL 33610 Job Thus Truss Type city Ply T13569673 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) cnalnoers runs, Inc., f-on Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.MknN?zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA_szY0i0 -1-0.0 7-0-0 1.0-0 7-0-0 Scale: 3/4'-V 3x4 = 7-0-0 LOADING (psi) SPACING- 2-M CSI. DEPL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.47 Veri 0.17 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 SCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER- -BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) , Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=121LC 12) Max Gmv 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsa h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 6-11-e zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1531b uplift at joint 3, 211 Ito uplift at joint 2 and 12 to uplift at joint 4. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-wad/yd4sfgn,sr or ters4Ad READ NOTES ON THIS AND INCLIWEOMITEKREFEftANCEPAGEMJ-7473rev. 10113R015BEFORE USE Design valid for use only with M[Ti connectors. This design Is based only upon parameters shown and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicabaity, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucWhg of Individual muss web and/or chord members only. AddlHonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of musses and buss systems, seeANSVTptl Qua0y CrBedo, OS049 and BCSI Building Component 69o4 Parke East Blvd. Safety Informabonavoi able from Trans Plate Insfifute, 218 N. Lee Sheet Suite 312, Alexandria VA 22314, Tampa, FL 33610 Jcb Truss Truss Type Cry Ply THEWINDSOR T73569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) russ, Inc., ran Yrerae, rL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gxLlDljlg19hYG01 oJEBBLAgbCnNuW gPZSKjXlzYGi7 -1-5-0 6-8-12 9-10-1 1-5.0 6-8-12 I 3-1-5 Scale=1:20.6 3x4 = 5 3x4 = 6.8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 Incr NO WB 0.24 Hoa(CT) 0.01 5 rVa IV, BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 381b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical,2=379/0-11-5,5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Gray 4=156(LC 13), 2=379(LC 1). 5=461(LC 1) FORCES. (lb) - Max:. ComplMax. Ten. -All forces 250 (Ib) 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 NOTES- 1) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=fill Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp 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 It, uplift at joint 4, 2621b 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) VeIt: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 Cad 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 A WARNING -VerKy design pramelersend READ NOTES ON THIS AND INCLUDED MNEK REFENANCE PAGE MIF74TJ rev. iNA'UYe15 BEFORE USE Design valld for use only with Mael@ connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the opplaolefity of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated u to prevent buckling of Individual areas web and/or chord members only, Additional temporary and permanent bracing MiTek' 7 Is always required for stobYlN and to prevent collapse With possible penance Injury and property damage. For general guldonce regarding the fobriconon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVrPIt Quolldtyy Cdfeda, DS549 and SCSI Building Component Safety Nformatlon rvallcble from Teas Plate Institute, 218 N. Lee 69U Parke East Blvd. Street, Sulte 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. For 4 x 2 orientation, locate plates 0-11e' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE Thefirst dimension is The plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in The bracing section of the output. Use T or I bracing if indicated.. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown Inftsixteenths t scale) III (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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 mm W1 a MiTeka Mfrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabllity, bracing for two system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Two 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 fightly against each other. 6. Place plates on each face of two at each joint and embed fully. Knots and wane at joint locations are regulated by AN51/rPl 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of two fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientatlon 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 ff. spacing, or less, if no ceiling Is Installed, unless otherwise noted, 16. Connections not shown are the responsibility of others. 16. Do not cut or alter two 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 protect 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.