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HomeMy WebLinkAboutTRUSS PAPERWORKRE: IM11392 MiTek USA, Inc. 'THE WINDSOR 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Site Information: SCANNED Customer: Wynne Dev Corp Project Name: M11392 BY Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch St. Lucie County Address`. unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 at 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 j3 3/22/18 13 T13569672 15 3/22/18 14 T13569673 JJ7 3/22/18 15 T13569674 kj7 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 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/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in'the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIr-PI 1, Chapter 2. J�t G E &Fj��G No 22839 -0 : ; Cc2 O: STATE OF :�44/ Walter P. Finn PE No.22839 MiTek USA, Inc. K Cart SW 6904 Parke East Blvd. Tampa FL a3610 March 22,2018 nn - I of 1 Finn, Walter FI LE CO 26 2018 Jo Trus s ss Truss Type city Ply THEWINDSOR T13569660 M11392 A HIP 1 1 Job Reference (national) Chambers I was, Inc., ran rrerC8, FL 4.00 12 4x8 = 2x3 11 ID:XiGCA6bx7j2Sy1 HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYOiC -03 26.0.0 28-1-2 36.0.0 36-0.0 -13 5.9.3 2-1-2 6-10-14 1-0. Scale = 1:60.5 3x6 = 4x4 = 4x8 = 20 6 7 27 8 9 I ld 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3X5 = 9-0-0 14-11-0 20-2-13 - 26.0-0 35-0-0 Plate Offsets (X Y)-- 12:0-0-04 Edae) [4.0-54 0-2-01 [8:0-54 0-2-0][10:0-0-6 Edne1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 " Rep Stress lncr YES WE 0.94 Horz(CT) 0.03 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 161 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Hoe 2= -97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 34=-396/0, 4-5=-967/776, 5-7— 967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14— 1586/938, 10-12=-1971/1174 WEBS 3.17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14= 580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-132912190 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directlyapplied or 4-5-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70tt; L=35ft; eave=5tt; Cat. 11; 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 9-0-0, Exterar(2) 9-0-0 to 30-11-6, Intefior(1) 30-11-6 to 36-0-0 zone; porch right exposed;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) 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 3-6-0 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 1001b uplift at joint(s) except (jt=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Bind. Tampa FL 33610 Date: March 22,2018 O WARNING-Verllydes/9npemmeteraend BEAD NOTES ON THIS AND INCLUDED Mn-EKREFERANCEPAGEMIF7473 rev. 1e49342915BEFORE USE. Design valid for use only with MOeM 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 oppllcabllHy, of design parameters and properly Incorporate this deslgo Into the overall Pullsing design. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication storage, delivery, erection and brccing of trusses and muss systems, seeANSUIPit GualBr Cmorlo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Sitnfonnatbravallabie from Truss Plate Institute, 218 N. Ise Sheet, Suite 312, Nexondric, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T73569661 M11392 Al SPECIAL 1 1 Job Reference optional) unamoere r russ, Inc., run rieme, rL 4.00 12 5x6 = 2.3 11 n... �� 4 21 5 12Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol 3x4 = 5x6 = 6 22 7 Scale = 1761.3 13 12 3x6 = 3x5 = 5xB MT1BH5= 3x12 = 2.00 12 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 YES Code FBC2017/TP12014 CSf. TC 0.63 BC 0.91 WE 0.77 Matrix -MS DEFL. in (loc) I/dell L/d Ved(LL) 0.75 11-12 >563 240 Vert(CT) -1.2111-12 >348 180 Horz(CT) 0.35 9 We We PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 ' REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -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, 7-8=-5324/3364, B-9=-5751/3700 BOT CHORD 2-13=1083/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3d3=-425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6d2=-10341712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsf; h=15D; B=70D; L=35ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap 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 DO bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beenldesigned for a live load of 20.0fol 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) Bearing at Joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=1b) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 S O WARNING -Verity des/Sn pe..at.. and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIP74M rev. iN0YR0155EFORE USE. Design valid for use only with M6ea connectors. This design Is based only upon parameters shown, and Is for an Indivldual bulltling component, not a truss system. Before use, the curdling designer must vetfy the appllcabllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckllng of lndlvidual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' Is always required for stablaN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fal storage, all erection and brccing of trusses and buss systems seeANSVIPII CualMy Cdlaill DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Informational from Tres Plate Institute, 218xa , N. Lee Street, Suite 312, Alentlrla VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply THE W INDSOR , T73569662 M11392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL c. i30 is mar 11 coin Mi enu 4.00 F 5x6 = 3x4 = 4 21 5 RPM 5x8 = 22 6 Scale = 1:61.3 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 1 O.M 14.9.0 22-0-0 24-8-8 35-0-0 10.0.0 4-9-0 7-3-0 2-6-8 10-5-8 Plate Offsets Offsets (X�f2:0-0-6 Edoel [6.0-4-0 0-2-31 I8:0-1-15 Edae1[6.0-4-0 0-2-31 I8:0-1-15 Edael Edcelf2:0-0-6 LOADING (psf) SPACING- 2-0-0 cSL DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Hom(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrfx-MS Weight: 1601b 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 2-6-15 oc purfins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc 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. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4— 3017/1998, 4-5= 2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2.13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418,4-13=-427/688,4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & 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 fast bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint($) 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 100 to uplift at joint(s) except at=lb) 2=825, 8=825. Welter P. Finn PE No.22039 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Job Truss Truss Type Oty Ply THE WINDSOR T73569663 M11392 A3 SPECIAL 1 1 Job fleference o tional Chambers Truss, Inc., Fort Pierce, FL B.130 a Mar 11 201 a MI I ex Industries, Inc. I ❑u Mar 22 09:13:08 2018 Page 1 ID:_MiGCA6bx7j2Syl HDXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzY0i9 7-0.0 8-fi-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 36.0.0 -P B-6-0 6-6-0 5.0-0 4-6-8 2-9-15 7-7-9 -O-D Scale = 1:62.3 4.00 F12 5x6 = 4x5 = 14 13 3x5 = 2.3 11 5x6 = 3x12 z.00 1z LOADING lips f) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress t, YES W B 0.83 Horz(CT) 0.36 9 n/a Na BCDL 10.0 Code FBC2017ITP12014 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 puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2— 825(LC 12), 9=825(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8= 5320/3257, 8.9= 5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7-11— 107211939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15tt; B=701t; L=35R; eave=SN; 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 & 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 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 joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except (jt=lb) 2=825, 9=825. a Dn I� WalterP. Finn PE No.22039 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33810 Dale: March 22,2018 OWARNING- Verlfydeelgn PemmeW..dREADNOTESONTNISAND INCLUDED M?EKREFENANCEPAGEMl474]arev. iWDTI1015 BEFORE USE Design volld for use only with MBekO connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not ��• a Muss system. Before use, the building all must verify the appllcablllty of design parameters and properly Incorporate this all Into the overall bulltling design, Bracing Indicated is to prevent buckling of lntlivldual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeMSVrPI1 QualXv Credo. DS/A9 and ICSI Building Component 6904 Parke East Blvd. Safety Informationovarable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexantlrla. VA 22914, Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T13569664 M11392 A4 SPECIAL 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL it. 13U S Mar 112u1 u Mnek ineusmes, inc. Thu Mar 2209: 4.00 12 5x6 = 4x6 = ov II 6 7 Scale =1:62.3 16 15 3,02 0 3x5 = 2x3 h 5x8 = 3x12 c 2.00 12 8-6.0 149-0 18.0.0 24.6.8 35-0-0 8-fi-0 6-3-0 3-3-0 { fi-fi-8 10-5-8 Plate Offsets (X Y)-- 12:0-1-fi Edael I9:0-3-0 Edael I11:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress ]nor YES W B 0.98 Horz(CT) 0.39 11 Na Na 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 pull BOT CHORD Rigid ceiling directly applied or 2-2-0 ad bracing. WEBS 1 Row at mill 8-14 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 (Ila) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8= 2380/1519, 8.10_ 5361/3228, 10-11— 5716/3480 BOT CHORD 2-16=-1776/3045, 15-16— 1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13_ 3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14— 163/427, 6-14= 309/604, 6-15=315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;.BCDL=3.Opsf; h=15ft; B=70tt; L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(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 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 21 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(e) except Ut=lb) 2=825, 11=825. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL 16634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING-VerfydesraaparemerexaeadF?EAONOTES ONTHISANOINCLUDED NMEKNEFENANCEPAGEh11FT473rev.raVadUll5BEFOREUSE. Design valid for use only with MOekg 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 propery Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabecation, storage,. delivery, erection and bracing of trusses and truss systems, seeANSVrPlt QualMy Cmeda, DSB-89 and BCSI Bull Component 6904 Parke East BNd. Safety Brfamlatlonovalloble from Truss Plate Institute, 218 N. Lee Skeet, Suite 312, Alexandria, VA 22 14. Tampa, FL 33810 Job Truss THEWINDSORT73569665 AS ;Truss;T�ype�: �Qtyply 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a. au s mar i i zu io mu en muutA6., inc. in. ma, ec vu.i e., o ao,a 40D 12 6.8 II Scale = 1:60.3 14 13 3x5 = 2.3 II Sx10 = 3x12 = 2.00 12 8-6-0 14-9.0 24-6-8 35.0.0 8.6.0 6-3.0 9.9.8. 10.5.8 Plate Offsets (X ))-- 12:0-1-6 Edgel [8:0-3-0 Edgel 110:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or2-2-0 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 micipt 6-12 WEBS 2x4 SP No.3 *Except' 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 10=134910-8-0 Max Horz 2= 179(LC 10) Max Uplift 2=-825(LC 12), 10— 825(LC 12) FORCES. (lb) - Meer. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 273=-3247/2112, 3-5=-2449/1679, 5-6— 2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2r14=-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=15ft; B=70f : L=35R; eave=51t;. Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intenor(1) 2-6-0 to 17-6-0, Extedor(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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 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 01=11b) 2=825, 10=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 Job Truss Truss Type city Ply T13569666 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) chambers I russ, Inc., ran rlerce, rL 4.00 12 4x4 = 6 Scale = 1:59.5 17 .- 15 -' 14 - 12 3.6 = 2x3 II 4.6 = 3x8 = 2.3 11 3.6 = 3x8 = 46 = LOADING (pat) SPACING- 2-0-0 CSI. DER. in (too) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 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 W B 0.59 Horz(CT) 0.13, 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS 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 Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10= 775(LC 12) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5= 2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=•1739/3188 WEBS 6-14— 560/968, 9-14=-681/524, 6-15=-560/968, 3-15= 681/524 PLATES GRIP MT20 244/190 Weight: 1661le FT=O% Structural wood sheathing directly applied or 3-1-15 act pudins. Rigid ceiling directly applied or 5-2-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasclj 28ri TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=6ft; Cat. 11; 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 17-6-0, Extedor(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) 100.011c 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 20.0psf 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Be uplift at joint(s) except (jt=Ili) 2=775, 10=775. Weller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ,&WARNING- Vedry Jeslgnparametersand READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIF74M.. IM314V15REFORE USE Design valid for use only with Mi connectors, This design Is based only upon parameters shown, and h for an IndNldual building component, not ��- a truss system. Before use, the building designer must verify me oppllcability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bradnglndlcoted 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, seeANSURN Quall CModa, DSB419 and SCSI Buil lD Component 69N Parke East Blvd. Safely Informatlemvallable from Truss Plate Institute. 218 N, Lee Sheet Suite 312: Alexandria. VA 22 14, Tampa, FL 33610 Truss Truss Type Oty Ply=WINDSORT13569667 92 F B COMMON 2 _7 Chambers Truss, Inc., Fort Fierce, FL _ .i oau s War u 20lb ivu n i i en uufnroa,`i iu._ hd L 61 b Scale = 1:59.3 4.00 12 3.6 = 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress lncr YES .WB 0.63 Horz(CT) 0.03 10 n/a n/a 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 purlins. BOT CHORD 2x4 SIP 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 from 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 Gray, All reactions 250 Ib or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 g1a) 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=128ni TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exarior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exledor(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 Iliad nonconcurrent with any other live loads. 4) ' 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 thebottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 Ib uplift at joint 14 and 371 Ib uplift at joint 10. Welter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Q WARNING-Ver/fyCes/g0P4mmeM..d READNOTES ON THISANDINCLUD£D MIEICREFERANCEPAGEM/474T9rev. HUX12015 BEFORE USE. Design void for use only with M6ekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building design& must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of Individual fruss web and/or chord members only. Additional temporary and permanent bracing MjTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabricaflon, storage, delivery, erection and bracing of trusses and truss system% seeANSvrpll Quo" Criteria, D3049 and BCSI Building Component 6904 PeMe East BNd. Safety Informationavaaobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexcmd ria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 Mr lex Industries, Inc. I nu Mar zz ue:l S:1J zUla Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAblcrKXPRsV3pmfzRHT14B_kD89g0acyr5zYOi4 15-6-0 21.6-0 1-0-0 7-0-0 9-80 11 -8-0 13-6-014.OA 17-6-0 19-s-0 21-0-0 23-6-0 25.6-0 28-0-0 35-0-0 36-0-0 4-00 ]-a-o 1 z-s-0 z-0-o z-oI 2-o-o 2-0-o f-s-0—�I z-o-o z-s-o 7-o-0 1-0-0 Scale = 1:62.4 52 3x4 = 4.00 12 14 = 57 15 58 17 56 12 59 3x6 55 9 20 �2491 Sq3 60 5x72 %53 4 6 x6 — 3x4 5x123 „9 11 1 79 1FBI 35 42 43 34 44 33 45 46' 47 48 ffi 49 31 50 51 30 3x6 = I = 6xB = 3x6 = ]-0-0 14-0-0 21-00 28-0.0 35.0.0 7-0-0 1 7-0-0 7-0-D 7-0-'0 7-0-0 3x4 = Plate Offsets (X Y)-- f32:0-3-8 0-3-01 LOADING first) SPACING- 2-0-0 CSI. DEFL. in (loc) Waft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1'25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.65 Horz(CT) 0.04 28 Na n/a BCDL 10.0 Code FBC2017frP12014 Matti Weight: 208 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 36 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 BRACING- TOPCHORD BOTCHORD WEBS JOINTS Structural wood sheathing directly applied or 5-3-13 oc routine. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-33, 27-32 1 Bruce at Jtfs): 11, 19, 16, 7, 23 (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 at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7.10=-436/514, 10-11=-436/514,11-13= 436/514,13-16=-436/514,16-18=436/514, 18-19= 436/514,19-21=-382/412,21-23=-382/412,23-25=-382I412,25-27=-387/418 BOT CHORD 2-35— 939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35— 191/649, 27-30=0/45113-33=-2090/1523, 11-33=-810/782, 19-32=-772//45, 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=4.2pst; BCDL=3.Opsf; IrI B=70ft; L=35ft; eave=6ft; Cat. II; Exp C;. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 Ib uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 31311111 up at 7-0-0. 158 lb down and 206 lb up at 9-0-12, 1581b down and 2061b up at 11-0-12, 158 Ib down and 206 Its up at 13-0-12, 1581b down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 2061b up at 17-11-4. 158 It, down and 206 Its up at 19-11-4', 158 lb down and 206 lb up at 21-11-4, 158 Ito down and 206 lb up at 23-11-4, and 1581b down and 206 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 Ito down at 15-0-12, 69111 down at 17-0-12, 69 Ito down at 17-11-4, 69 lb down at 19-11-4. 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The desigr/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q WARNING - I deslgnWemetereand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473 rev. 100,12015aEFORE USE. Design valid for use only with Mlre6® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity, the appicabilty, of design parameters and properly Incorporate this design Into the overall building design. Bracing lndlcated 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 fobrlcctlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSV1P11 Ouul�Byy criteria. DSBA9 and SCSI Building Component Safety Informaf onovailoble from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria, VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73569668 M11392 BHA BOSTON HIP 1 1 �THEWNDSOR Job Reference d tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ex Inausines, Inc. I ❑u Mar 22 Ua:TJ:l4 2018 rage 2 I D:_kfi GCA6bx7j2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEM W OXzYOi3 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29— 54 Concentrated Loads (lb) Vert: 35=-373(F)30=-23(F)42=.23(F)43=23(F)44=-23(F)45=-23(F)46=-23(F)47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F)51= 23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F)57— 118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) AWARNWG-VedlydeelgnperameleraendREADNOTESONMISANDINCLUDEDMITEKREFERANCEPAGEM14TMar,laTYlG15BEFOREUSE. Design valid for use oNy with MRek® 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 cppilcadlllly of design parameters and properly Incorporate this design Into the overall butting design, Bracing indicated is to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing �1 MiTek' Is always required for stablity and W 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, seeANSUIPII GualMMyy Criteria.G31129 and SCSI Building Component N Sufy lnfernallorovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexcntlAo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply , T13569669 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) lAamoers I runs, Inc., ran rrerce, rL 5.8 MT18HS = 4.00 12 3.5 II 3x6 = 4x6 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4x8 = 32 7 Scale=1:60.3 3x4 = 2z3 11 „ ur 3 —uo 5z12 = ua m uo 3z4 = 4x6 = v ~ r 2x3 11 3z5 = 7-0-0 14-11-0 21-5.2 28.0 35-0.0 7-an z11-n 66.2 s.6.1a I 7-aD ' Plate Offsets (XY)— [3:0-5-4,0-2-8], [6:0-3-8,0-2-0], [7:0-5-4,0-2-41. [13:0-2-0,0-3-01 LOADING (psf) SPACING- 2-04) CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) -0.30 10-12 >812 180 MT18HS 2441190 BCLL 0.0 Rep Stress lncr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13: 2x6SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hom 2= 78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8). 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1). 8=1225(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15341729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2;15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=4591733, 3-13=-2917/1869, 4-13=-84B/801, 6-13=-3504/3050, 6-12=-430/666, 7-12=-940/731, 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc Outfits. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at micipt 6-13 2 Rows at 1/3 pts 3-13 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=51t; Cat. 11; Exp C; Encl., GCpk0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint 2, 24421to uplift at joint 13 and 1159 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 3291b up at 7-0-0, 901b down and 155 Ib up at 9-0-12, 90Ib down and 155 Ib up at 11-0-12, 90 Ib down and 155 Ib up at 13-0-12, 90 Ib down and 155 Ib up at 15-0-12, 901b down and 1551b up at 17-0-12, 901b down and 155lb up at 17-11-4, 90 Ib down and 155 Ib up at 19-11-4, 90 Ib down and 155 Ib up at 21-11-4, 90 Ib down and 155 Ib up at 23-114, and 901b down and 155 Ib up at 25-11-4, and 2031b down and 329 Ib up at 28-0-0 on top chord, and 452 Ib down and 2631b up at 7-0-0, 631b down and 3lb up at 9-0-12, 63 Ib down and 3lb up at 11-0-12, 631b down and 3 Ib up at 13-0-12, 63 Ib down and 3lb up at 15-0-12, 63 Ib down and 3lb up at 17-0-12, 631b down and 3lb up at 17-11-4, 63lb down and 31b up at 19-11-4, 63 lb down and 3lb up at 21-114, 63111 down and 311pup at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 452lb down and 263lb 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 CASES) 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.22339 M7ek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 S Continued on narre 2 Q WARNING- Verilydesign pansmehers andREAD NOTES ON TNISAND INCLUDED MREKREFERANCEPAGE MIP74M reV. 101111Y015BEFOREUSE. Design valid for use only with Mdel 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 tleslgn parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing Indicated is to prevent buckling of lndvldual huss 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 guldance regarding the fabrication, storage, delivery, erection and bracing of husses and huss systems. seeANSUIPII GualIMyCmrrda, DS049 and SCSI Building Component Safety Informa8esno c lobie from Truss Plate Insfil 218 N. Lee Shoot Sure 312, AlBzontlrlo, VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a.1au s mar 11 eu1 a mi I ex inausmes, Inc. I nu mar zz ue:la:m em a rage 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-OMfcaHhsNyn7hAfSxBhRWiY m?oChzGytu53wz Y0i2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads loll) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-147(B)7=-147(B) 15=-452(B) 13= 40(B) 4=-90(B) 10=452(B) 22=-90(B)23_ 90(B) 24=-90(13)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(13) QWARNill VedlydesignP mrsetemisnEREAD NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMIF7417my ta=RnSBEFONE USE Design valid for use only with Wear connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a muss system. Before use, Me building designer must verify the al of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual muss web and/or chord members only. Additional temporary and permanent bracing M!T®k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricopon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIyf96 CualNy Criteria. DSB-89 and SCSI Bul Component 6904 Parke East Blvd. Safety Informational from Truss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 223314, Tampa, FL 33610 Job Truss Truss Type Illy Ply THE WINDSOR T73569670 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13U S Mar 11 ZUItl MI I eK measures, me. I nu Mar zz Ue:l J:1 c zU to Page ID_HGCA6bx7j2Sy1HDXFw7ye3KX-IlMfmHhsNyn7hAlSxBhRWiYAk7oOhCgytu53w Y0i2 0-0 1-0.0 1-0-0 1-0.0 Scale =1:6.1 30 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) OAO 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mafnx-MP Weight: 5 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3=11(LC 17), 2=118(LC 1). 4=17(LC 12) 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; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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 4lb uplift at joint 3 and 140 Ib uplift at joint 2. Waltrip. Finn PE No.22839 MiTek USA, Inc. FL Cod 66U 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Job Truss Truss Type Oty Ply THE WINDSOR T13569671 M11392 J3 MONO TRUSS 8 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD7odiV8FvzIJEeVuCg3w5LNP6 Of466YrcSPzY0i1 -1-0.0 3-0-0 1-0.0 1 3-0-0 Scale = 1:9.4 3x4 = 3-D-0 LOADING (PSI) SPACING- 2-M CS1. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress that YES WB 0.00 Hom(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3-64/Mechanical, 2=173/0-M, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1).4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL--3.Opsh h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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.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 54lb uplift at joint 3, 147 lb uplift at joint 2 and 4 Ib uplift at joint 4. WalterP. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 22,2018 Q WARNING- Vedrydeslye Peremeferean✓HEAD NOTES ON TN/SAND INCLUDED MMEKBEFEBANCEFAGEM&7473re, 14419RDISBEFORE USE. Design valid for use arty with Meek® connectors. This design Is based only upon parameters shown, and Is for an Indlyiduol building component not ��- a muss system. Before use, Me building designer must verify the appllcabllity, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MfT®k* Is always reculred for srablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erectlon and bracing of musses and truss systems, seweNSWII Quality Cr81ria, DSB a9 and SCSI Building Componernt 6904 Parke East Blvd. Safety Informallonavoliabie mom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply THE W INDSOR T13569672 M11392 JS MONO TRUSS e 1 Job Reference o tional unambers Mlles, Inc., ran rlerce, I 3x4 = o.rou>near ncmom I en nruumncs, am. , rasa, ID:_kfiGCA6bx7j2Sy1HDKFw7ye3Kx-MknN7zj7vZlgwTpg2cjvb7dNcpKF96KFLCaA_szYGiO LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ve I'LL, 0.07 4-7 >863 240 TOOL 7.0 Lumber DOL 1.25 BC 0.70 Ved(CT) -0.06 4-7 >964 180 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/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 2441190 Weight: 171b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pstl BCDL=3.Opsf; h=15ft; B=7011; L=35H; eave=6ft; 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 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 1771b uplift at joint 2 and 9 Ib uplift at joint 4. Waller P. Finn PE NoM39 MiTek USA, Inc. FL Cud 6634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verllydcalgn Parameters and READ NOTES ON THISAND/NCLUDED M/fEKNEFERANCEPAGEMIP74M rev. 1403dDISBEFONEUSE Design valid for use only with MnelkR connectors. AIs 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 property Incorporate this design Into the overall building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing 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 husses and truss systems, seeANSUIPII GualNy Cmada, DSB49 and SCSI Building Component Safety Nformahmnevoilable from Truss Plate Institute. 218 N. Lee Shoot, Suite 312, Alexontlrlo. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR - T73569673 M11392 J7 MONO TRUSS 24 1 Job Reference o 'anal Chambers Truss, Inc., Fort Pierce, FL B.130 s Mar 11 2018 MITek IndMIneS, Inc. IhU Mar 22 09:13:17 2U18 Yage 1 I D:_kfiGCA6bx712Syl HDXFw7ye3KX-MknN7zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA_szY0i0 -1-0-0 7-0-0 1-0-0 7-0-0 Scale: 3/4'=l' 3x4 = 7.0-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 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 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 MatdX-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 purilns. 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 Hone 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Gram 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70h; L=35f; eavei Cat. II; ExIc 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 6-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; 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 20.0psf 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 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walti Finn PE No123DS MITek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 A WARNING-Vedfyde,S Pa7ametereend REAONOTES ON TN/SANOINCLUOEOMB REFERANCEPAGEMM174M.re.. YOW2015BEFOBE USE. Design valid for use only with Milei 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 oppllccblllty 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 M!Tek' Is always required for staff 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 muss systems. seeANSI/IPII Cually Cmeda, Di and BCSI Building Component 6904 Parke East Blvd. Safely InfarmalbMvoiioble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THSWINDSOR T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID-k8GCA6bz7j2Syl HDXFw7ye3KX-gxUDljlgt9hYd01 cJE68LAgbCnNuWgPZsKXIzYGi7 Scale=1:20.6 3.4 = _.... ,5 3x4 = 6.8.12 LOADING (PSI) SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 SCLL 0.0 Rep Stress Incr NO W B 0.24 Hum(CT) 0.01 5 n/a rda BCDL 10.0 Code FBC2017/TP12014 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 Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8). 5=-238(LC 8) Max Grav 4=156(LC 13). 2=379(LC 1). 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=151t; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and238 to 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 +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, 8=27)-to-4=-133(F=39, B=.39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) WaflerP. Finn PE Noa2839 MiTek USA Inc. FL Cart 6634 6904 Padre Fast Blvd. Tampa FL 33610 Date: March 22,2018 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. 0 2/1e For 4 x 2 orientation, locate or 0-1hd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown did/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 6-48 I I dimensions shown in sixteenths scale) (Drawings not to scale) 0 c O U U o_ O 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O U 0 O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTekO All Rights Reserved MTek 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 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, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, 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. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words. and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPl 1 Quality Criteria.