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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 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch Address: unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 a1 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 7 3/22/18 15 T13569674 Vi7 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 ANSIIrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Iof1 SCANNED BY St. Lucie County %%P�,� No 22839 :9 S00. TATE •,,SOIV A"11111� �r1,`p Walter P. Finn PE No.22839 MiTek NSA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 n�.- Finn, Walter FI LE DOPY Job Truss Truss Type Oly Ply THE WIND80R r T73569660 M14392 A HIP 1 1 Job Reference (optional) cnamoers i ruse, Inc., ran riercu, rL 4x8 = 2x3 11 4.00 12 p.a � 4 26 8 ID_UGCA6bx7j2Sy1HDXFw7ye3KX-IR3gUsZbktWXUduXL4V56b8N7zH LSgU 3x6 = 4x4 = 4x6 = 2x3 6 7 27 8 9 Scale = 1:60.5 I m 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) 0.42 12-23 >572 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=66910-8-0 Max Hom 2— 97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10— 799(LC12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9=-1C09/1884, 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=-95B/447, 9-12=-358/600, 7-15=-1329/2190 PLATES GRIP MT20 244/190 Weight: 161 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 4-5-1 oc bracing. NOTES- 1) Unbalanced roofllive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=1511 B=70ft; L=35ft; 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 9-0-0, Extedor(2) 9-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat 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-&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 Ito uplift at joint(s) except (jt=lb) 2=235, 15=1439, 10=799. Waller P. Finn PE No22839 MITek USA, Inc. FL Cod 6634 6904 Parke East BNd. Tampa FL 3361D Dale: March 22,2018 Q WARNING -Verity desl9nparemelersend READ NOTES ON THISANOINCLUOEO MREKPEFEHANCEPAGEUX7473., 1BOA142015BEFONE USE. Design valid for use only with Mpek® connectors, fill design Is based only upon parameters shown, and Is for an Individual building component, not a hues system. Before use, the building designer must verify Me oppllcablllty of tleslgn parameters and properly Incorporate this design Into Me overall building tleslgn. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Addinonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldance regarding Me fobrlconon, storage, delivery, erection and bracing of busses and buss systems, weAN3VT p Quality CMtrdo, 03"9 and BCSI Bu1ENp Component 6904 Parke East Blvd. Safety Informatbrpvolobie from Truss Plate I1218 N. Lee Sheet, Suite 312, Alexondrla, VA 2231A. Tampa, FL 3361 D Job Truss Truss Type Oty Ply T13569661 MU392 Al SPECIAL 1 1 �THEWINDSOR Job Reference (optional)) cnamoem I was, 81c., hart vierce, rL _ _ _ _ _ Scale = 1:61.3 5x6 = 24 II 5x6 = 3x4 = 4.00 F12 _. ` 4 21 5 6 22 7 13 12 3x6 = 3x5 = 5x8 MT18HS= 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/TPI2014 CS'. TC 0.63 BC 0.91 W B 0.77 Matril DEFL. Ven(LL) Ven(CT) Hom(CT) in (lac) I/dell L/d 0.7511-12 >563 240 -1.2111-12 >348 180 0.35 9 We n/a PLATES MT20 MT18HS Weight: 1551b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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 REACTIONS. (lb/size) 2=1349/0-8-0, 9=134910-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ill or less except when shown. TOP CHORD 2-3=-3209/2102, 34=-3006/2024, 4-5=-3022/2080, 5-6= 3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908,9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571,4-12=-362/617, 5-12=-269/279, 6-12=-1034712, 6-11=-373/892, 7-11=-897/1523,8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Ops1; h=15ft; B=701t; L=35ft; eave=5ft; Cat. II; E1rp 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 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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(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!). Finn PE No:22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-yeNry Oasts pafamemmend REAONOTES ON WISANOINCLOOEOMREKREFERANCEPAGEMIP74"rev. 10/OY3015BEFORE USE. Design valid for use only with MBok® connectors. This design Is based only upon parameters shown, and Is for an Indlvlaual bullding component, not ��- a truss system. Before use, the bulltling designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual #use 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN81/IPII Gua1Hv Calti DS849 and IIC61 Building Component 69M Parke East Biytl. Safety Informallonavollable from Truss Plate Institute, 218 N. Ise Street Suite 312, Alexantlria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T73569662 M14392 A2 SPECIAL 1 1 Job Reference (optional) Laramixers I fuss, Inc., ran rielce, rL 6 d Scale = 1:61.3 Sx6 = 3x4 = 5xB = 4.00 11 —2 4 21 5 22 6 12 3x4 = 5xB = 3x12 = 3x6 = 2.00[12 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ved(LL) 0.72 10 P'585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 VedfCT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 8 n1a III BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=5759/3665 BOT CHORD 2-13— 1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11= 1990/3441, 8-10=,3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12_ 777/605, 5-11=4651925, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128hrl TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=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 D01-=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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(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 100lb uplift at joint(s) except (jt=1b) 2=825, 8=825. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 0 WARNING - Verily designperamefemend READ NOTES ON THIS AND INCLUDED MITISKREFERANCEPAGEMIP7423rev. 10UIVIVI5 BEFOREUSE. Design valid for use only with MnekO connectors, This design is based only upon parameters shown, and is for an individual building component not �t , a truss system. Before use, the bulltling designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MjTek- Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and brccing of trusses and truss systems. seeANSVTP11 Cua1Nv Criteria, DS949 and 001 Building Component 69M Parke East Blvd. Safety Infannatlonavallable from Truss Plate Institute, 218 N, Lee Sheet, Suite 312, Alexantlrla, VA 22914, Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569663 MIA 392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL adJus lviar l l eu l o IVnr en i i Nusnros, u,c. u,u rv,m as oo.,o.w 1. 4.00 12. 5x6 = 4x5 = Scale=1:62.3 14 13 3x5 = 2x3 11 5.6 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TO 0.60 Ved(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vsn(CT) -0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES W B 0.83 Hom(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1601b FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD. Structural wood sheathing directly applied or 2-6-15 oc pudins. 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 micipt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=155(LC 10) Max Uplift 2=825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031,4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832,7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616,7-12=-2727/1643, 7-11=-1072/1939, 8-11=390/391 NOTES- 1) Unbalanced met 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=3511; eave=5ft; Cat. II; 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 36-0-0 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 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 Qt=1b) 2=825, 9=825. e m1^ 1� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ,&WARNING -Verify design pammetemand READNOTES ON THISANO INCLUDED MIrEKREFERANCEPAGEMII-74Tamv. 10022015BEFORE USE. Design valid for use only with Mgek® connectors. fits design Is based only upon parameters shown, and Is for an Individual bullding component, not �' a hum system. Before use, the building designer must verify the applicabillry of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of Intllvldual hues 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 guldcnce regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems seeANSVIPII GualMv Cdbrla. DS049 and BC51 Building Component Safety Informatlonchdilabie from Truss Plate Instlfute, 218 N. Lee Sheet, Suite 312, Alexondrlo, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry T13569664 M1.1392 A4 SPECIAL 1 �Ply= unamoers ITuss, mc., an nume, .._. .. Scale =.1:62.3 4.00 12 5' - 4x6 = 6 7 16 15 302 = 3x5 = 2x3 11 5x8 = 3x12 = 2.00 1z LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING• 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Inch YES Code FBC201717P12014 CSI. TC 0.59 BC 0:95 WB 0.98 Matrix -MS DEFL. in Ven(LL) 0.80 Ven(CT) -1.05 Hoa(CT) 0.39 (lac) Vdefl Ud 13 >528 240 13 >400 180 11 n/a Ill PLATES MT20 MT78HS Weight: 172 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4ZP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 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 WEBS 1 Row at midpt 8-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hoe 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=5361/3228, 10-11=-5716/3480 BOT CHORD 2d6=-1776/3045, 15-16=1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15= 238/254,7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0ps1; Ill B=70ft; L=35ft; eave=5111; Cat. IC 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 psi 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 joints) 11 considers parallel to grain value using ANSI/TPI 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 Ib uplift at joint(s) except (jt=lb) 2=825, 11=825. " m 2 n I� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ,&WARNING-VeHtydeafgnP mmehensvrd READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIF74nmre MID12015eEFORE USE. Design valid for use only with M6ek® connectors, This design Is based only upon parameters shown and Is for an Individual bulming component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this all Into the overall bullding design, Bracing Indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance fogarding the fabrication, storage, delivery, emartlon and bracing of trusses and truss systems seeMSVTPII Quid Criteria, DS&49 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety mformationovallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexantlrla, VA 22314, — — Job Truss Truss Type Ply T13569665 M14392 AS SPECIAL �Qty 16 1 �THEWINDSOR Job Reference optional) unambers I russ, Inc., ron rlerce, rL 4.00 12 6x6 II Scale =1:60.3 14 13 3x5 = 2x3 11 Sx10 = 2.00 12 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goal Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Veft(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matill Weight: 160 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins. 1-0,8-11: 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. (Ib/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-5732/36B9 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13— 861/619, 5-13=-216/264, 6-13=300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12= 321/306 NOTES- 1) Unbalanced 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.Opsh h=15ft; 9=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C E denor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to 21-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=11b) 2=825,10=825. m 1 � Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verify des/en parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M147473 rev. 14,132015 BEFORE USE. Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for on Indvldual bullding component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only., Additionol temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcoflon, storage, delivery, erection and bracing of trusses and truss systems, 589ANSVTPII GualMy Cmeno, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safely Infeenationaoclloble from Truss Plate Instltute. 218 N. Lee Street Sulta 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply T73569666 M1.1392 ATA COMMON 5 1 �THEWINDSOR Job Reference optional)_ Gnambers I was, Inc., ran race, rL o. IOU mer I r cu r a nn I en IF ruuawce, III,. I..v.«... ....oro 4.00 12 4x4 = 6 Scale=1:59.5 1 12 17 "' 15 "" "' 14 '" 12 3x6 = 2.3 II 4x6 = 3.8 = 2x3 II 3.6 = 3x8 = 4.6 = 6-4-0 72-11-0 22-1-0 26.8-0 35-0-0 eo-n o-o.a 4.T.n R.4.n Plate Offsets (X Y)-- [2:0-0-2 Edge][10:0-0-2 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.6414-15 >652 180 SCLL 0.0 Rep Stress Incr YES WE 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 1661b FT=O% 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=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10= 775(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15— 966/2053, 12-14= 1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35tt; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-Clfor members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011a AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This buss has been designed for a 10.0 pet bottom chord live load nonconcument 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= 10.0psf. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=775, 10=775. WalterP. Finn PE No22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING. Verity Lestgn parameters antl READ NOTES OR TMIS AMD INCLUDED MREK REFERANCE PAGE MX74M rev. 1er0.112e15 BEFORE USE Design valid for use only with MRekO connectors. fits design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, the bullding deagner must verify the appllcablllty, 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. Adtlltlonal temporary and permanent bracing MiTek' Is alwcys required for stability and to prevent collapse with possible porsonal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erectlon and bracing of trusses and truss systems, seeANSVMII CualjBy Cmlds, OSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety Infomratbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE WINDSOR T13569667 M F1392 B COMMON �Qty 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL .,.__. 3.1e0s marl - ar ......_=_.n,,.= Scale = 1:59.3 4.00 12 3x6 = 1It2 3x4 = 2x3 II 3x6 = 3x4'= 3x4 = 3.6 = 2x3 II 3x4 = LOADING test) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a rda BCDL 10.0 Code FBC2017/rP12014 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 (Ito) - 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 Grav All reactions 2501b or less at joints) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=120mph; TCDL=4.2pst BCDL=3.Opsf; h=1 Sit; 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(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-O for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ito uplift at joint 2, 4531b uplift at joint 15, 453 lb uplift at joint 14 and 371 It, uplift at joint 10. Walter P. Finn PE No22839 Mil USA, Inc. FL Cert 6634 9904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 QWARNING-Vedfydesfgepmemete..dREADNOTES ON WISAND INCLUDED MMEKREFERANCEPAGEMIH4Arev. 1a11042015BEFORE USE. Design valid for use only with MFekO 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 appllcobllity of design parameters and properly Incorporate this design Into Ma overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only, Additional temporary and permanent bracing M!Tek' Is always required for stablllN 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 muss systems, seeANSV1PII Cua1Bv Cdbrb, DSB49 and BCSI Building Comparil 6904 Palle East Blvd. Safety Informationavaliable from Truss Plate Institute, 218 N. tee Skeet, Suite 312, Alexantlrla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type cry Ply THE WINDSOR T73569668 M1.1392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a,10u s Mar-11 zma Mi all industries, Inc. Thu Mar zc 09;13:13 aaro rage ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B kD89g0acyr5zYOi4 15-60 21-6-0 try 7-00 9-6-0 1 11-6-0 13-613-6-01 -o,U-0A - �7-6-0 19-6-0 i2b0-0 23 6-0 25-6-0 2e-0-0 35-0-0 36-00 1-0-0 7-0-0 2-8-0 2.0-0 2-0-0 0-601-6-0 2-0-0 2-0-0 1-8-0 -8 2-0-0 2-0-0 2-6-0 7.0-0 1-0-0 Scale = 1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 axe o 55 9 20 3x6 60 22 548 5x12 %53 4 6 x6 — 3x4 241 5x12 a 26 3 11 16 19 -1 23 EL27 63 14 52 26 An n 1 2 Is 29y( 10 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 31 = 3x4 = 3x4 = 7-0.0 14-0.0 21-0-0 28-0-0 35.0.0 7-0.0 7.0-0 7.0.0 7-OA 7-0-0 Plate Offsets (X Y)-- [32:0-3-e 0-3-01 LOADING (psi SPACING- 2-0-0 CBI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 1 Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins. BOT CHORD 2x4'SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4.SP No.3 WEBS 1Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings O.B.O. Max Horz 2=179(LC 7) Max Uplift All uplift too to or less at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=434(LC 8) Max Grav All reactions 250 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=-169211103, 3-4_ 105/259, 27-28=-1129/710, 3-5=441/520, 5-7=-436/514, 7-10=-436/514, 10-11=436/514,11-13=-436/514,13-16=436/514,16-18=-436/514, 18-19=436/514,19-21=-382/412,21-23=-382/412, 23-25= 382/412,25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649,27-30=0/451,3-33=-2090/1523,11-33=-810/782,19-32=-772/745, 27-32— 1484/1044, 9-10=463/453, 20-21=462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eavei 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 ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 4341b uplift at joint 28. 8) Graphical pudin 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 devices) shall be provided sufficient to support concentrated loads) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 Ito down and 206 Ib up at 11-0-12, 158 Ib down and 206 Up up at 13-0-12, 158 Ito down and 206 Its up at 15-0-12. 158 lb down and 206 Ib up at 17-0-12, 158 lb down and 206 Ito up at 17-114, 158 lb down and 206 lb up at 19-11-4. 158 Its down and 206 Ito up at 21-11-4, 158111 down and 206 Ito up at 23-114, and 158 Up down and 2061b up at Walter P. Finn PE No.22639 25-114, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 Ito down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 MiTek USA, Inc. FL Cart 6634 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 It, down at 17-0-12, 69 Its down at 17-11-4, 69 lb down at 6904 Parke East Blvd. Tempe FL 33619 19-11-4, 69 Ito down at 21-11-4, 69 lb down at 23-114, and 69 lb down at 25-114, and 69 Its down at 27-114 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 alu QwARNING- wi Oealgn paramerersantl READ NOTES ON 7N/SAND INCLUDED MITEKNEFERANCEPAGEMl4)4Yl rev. laMiU01s BEFORE USE. Design valid for use only with Mgek® connectors. This deal Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sbbllity and to prevent collapse with possible personal injury and property damage, For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSVWII GualMMyy CdI01Ia, D9049 and BCSI Building Component 6904 Parke East Blvd. Salary inloonalrsa lovallabie from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexontlrlo, VA 22314.. Tampa, FL 33610. Job Truss Truss Type Oty Ply THE WINDSOR T13569666 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., hon Fierce, hL ayo ID:_kfiGCA5bx7j2Sy1 HDXFw7ye3KX-y95ENxgEce1G304FNTAC_VOwpbKzybOplEM W OXzV0i3 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ , 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) AWARNING -VerlrydedgAparamstorsamfREADNOTES ONTN/SANOINCLUDED MITEKREFERANCEPAGEMIFT4Tamx.10,11 15BEFOREUSE. Design valid for use only with Mil connectors. this design Is based only upon parameters shown, and Is for an IntlNltluaI bullding component, not a truss system. Before use, the building designer must verity the appllcablllty of design parameters and properly Incorporate thls design Into the overall bullding design. Bracing indicated is to prevent buckling of lntllvltluaI truss web and/or chord members only., Addfllonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding tine fabrication storage, delivery, erection and bracing of hums and muss systems, seeANSUIPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infoanaltorsavcllobie from Truss Plate Instltule, 218 N. Lee Sheet Suite 312, Nexorl VA 22314. Tampa, FL 33610 Job Job Truss Truss Type Oty Ply THE WINDSOR T73569669 392 GRA HIP 1 1 Job Reference o floral cnampers n rues, inc., run nerve, rL 4,00 12 5x8 MT1 SHE = 3 3.5 11 3x6 = 4xB = 4x8 = 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 J2 3x4 = 2x3 II uu ,~ 3x6 =„ Sx12 3x4 - 4x6 - v 2x3 II 3,5 = LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Hom(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. 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 1/3 pts 3-13 REACTIONS. (Ib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Harz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13= 2442(LC 8), 8=-1159(LC 8) Max Grad 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=-1534l729, 3-4= 1052/1347, 4-6=-1057J1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13= 848/801, 6-13=-3504/3050, 6-12=-430/666, 7-12=-9401731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 4481b uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203lb down and 329 lb up at 7-0-0, 90 Ib down and 155 lb up at 9-0-12„90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 Ito up at 13-0-12, 9016 down and 155 lb up at 15-0-12, 90 lb down and 155 Ito up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 It, down and 155 Ito up at 21-11-4, 90 Ile down and 155 Ito up at 23-11-4, and 90 to down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 Ito down and 263lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3lb up at 11-0-12, 63 Ile down and 3 Ib up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 3lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 Ito down and 3 Ito up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 631b down and Waller P. Finn PE No22839 31b up at 23-11-4, and 691b down and 31b up at 25-11-4, and 452 lb down and 2631b up at 27-11-4 on bottom chord. The MiTek USA Inc. FL Carl 6634 design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Dale: LOAD CASE(S) Standard March 22,2018 A WARNING-Venrydeargo pars donaand READ NOTES ON TN/SANDINCLUDED MREKREFENANCEPAGEMIF7473 rev. 10,03/201e BEFOBEUSE. Design valid for use only wlih MBekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verily the applicability of tleslgn parameters and properly Incorporate urns design Into me overall building tleslgn. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only.Addl}Zonal temporary and permanent bracing MiTek' Is always required for stabalfy and to prevent collapse with posslble personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVTPI1 Quell lry Criteria. DS849 and BCSI Building Component. Safety Information rvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, 69N Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THEWINDSOR r T13569669 M11392 GRA HIP 1 i Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries,Inc. Thu Mar 22 09:13:15 2018 Page 2 ID_kfiGCA6bx7i2Syl HDXFw7ye3KX-OMfcaHhsNyn7hAfSxBARWiY m7eChzGytu53w Y0i2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-3=-54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B)4=-90(B) 10=-452(B)22=-90(B) 23=-90(B)24=-90(B) 26=-90(B) 27=-90(8) 28=-90(B) 30=-90(8) 31=-90(B) 32=-90(B) 33=40(8)34=-40(B) 35=40(13) 36=-40(B) 37=40(B) 38=40(13) 39=-40(B)40= 40(B)41=-40(B) ,&WARNING- Verllydeslgnparsmefersond READ NOTES ON TNISANDINCLUDEDMITEKDEFEFANCEPAGEM67473rev. 1N0.31hpi5BEFORE USE. Design valid for use only with MITek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of IndNltlual truss web and/or chord members only, Addltlonal temporary and permanent bracing MiTek' Is always required for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delNery, erection and bracing of busses and truss systems. seeANSVrPII CualMy CrBoda, DSB29 and BCSI Building Companont Sabty Informatbrnvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply T73569670 M11392 J1 MONO TRUSS �Qty 8 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL - 6.13u s man 1 eula mu en mousmes, Inc. i nu vi ue: m: m zv is rage i ID_dGCA6bx7j2Sy1 HDXFw7ye3KX-OMfcaHh5Nyn7hA/SxBhRWiYAk4oOhCgytu53w Y0i2 -1-0-0 1-0-0 1-0.0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 TCDL 'Er Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -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 Hom 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gray 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5In FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 41b uplift at joint 3 and 1401b uplift at joint 2. Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cert 0634 6904 Parke East Slid. Tampa FL 33610 Date: March 22,201 S QWARNING- Virdlypealgnpammefemand READNOTES ON MIS AND INCLUDEDMITEKREFERANCE PAGE AIIF74n.V.. iN00I10156EFORE USE. Design valld for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IndNIdual building Component not a Muss system. Before use, the building designer must verify the appllcabliny of design parameters and properly Incorporate MIS design Into the overall bulldingdeslgn. Bracing Indicated is to prevent bucking of Individual Muss web and/or chord members only. Addltlonal temporary and permaneniblacing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcotion, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVIFtt Qualt9ryy, Cdlada, D9S419 and SCSI Building Component 69N Parke East Blvd. Safely InformallowI tillable from Truss Rote Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply T73569671 M11392 J3 MONO TRUSS �Qty 8 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.13D s Mar 11 201B MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID _MiGCA6bx712Syl HDXFw7ye3KX-uYD7odiV8Fvz1JEeVuCg3w5LNP6_Of466YrcSPzY0i1 3-0-0 1-070 3.0-0 Scale = 1:9.4 31 = 3 0.0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 - >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: ll lb FT=0 LUMBER- BRACING - TOP CHORD 2x4,SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Nlechanical Max Herz 2=85(LC 12) Max Uplift 3= 54(LC 12). 2=147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1).4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intenor(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 fist 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 541b uplift atjoint 3, 147 In uplift atjoint 2 and 4 Ito uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-Verrfydesr9aPeremerersend READ NOTES ON TN/SAND INCLUDED M/TEKREFERANCEPAGEMIF7473rev. faV3420150EFOSE USE. Design valid for use only wlih We& connectors. Thm ls design Is based only upon parameters shown, and Is for an IndNltlual building component, not a truss system. Before usethe building designer mustverlfy the applicability of design parameters and properly Incorporate MIS tleslgn Into the overall bulldingdeslgn. BrooingindicatedIstopreventbucklingoflndNldualtrussweband/orahordmembersonly..Additionaltemporaryandpermanentbracing MiTek' Is aiwcys required for stablllty and to prevent collapse with passible personal injury and property damage. For general guidance regarding Me fobticcr on, storage, delivery, erection and bracing of trusses and buss systems. seeANSI/IPII Quality CMnb, DSII419 and BCSI Buatlkt0 Component 6904 Parke East Blvd. Safety Nformolbmvollable from Truss Plots Instltute, 218 N. Lee Street Salta 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THEWINDSOR , T13569672 M11392 J5 MONO TRUSS �Oty 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 a Mar 11 2018 MI I eK Industries, Inc. I nU Mar 22 UU:13:1 / GUI Is Page l ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?zj7vZl gwTpg2cjvb7dNcpKF96KFLCaA_szYOiO Scale=1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 i BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4.SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3>104(LC 12), 2=177(LC 12), 4=-9(LC 12) ' Max Gray, 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=1Sit; B=70ft; L=35ft; eave=6tt; Cat. 11; 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 4-11-8zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10416 uplift at joint 3, 1771b uplift at joint 2 and 9 lb uplift at joint 4. WaItei Finn PE No.22839 MiTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33010 Dale: March 22,2018 QWARNIHG- VeHlydaslgnparamatanaee READNOTES ON THISAND INCLUDED WEKREFERANLEPAGENII-747axev. 101134se1SBEFORE USE. Design valid for use only with MEek0 connectors. This design Is based only upon parameters shown, and Is for an IndNitlual building component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldIng 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 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, seeANSI/IPII GualdByy Cdbda, D5549 and SCSI Building Component Sally Informatiorgvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlaiVA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply T13569673 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MI I eK Industries, Inc. I nu Mar 22 09:13:1 / 2Ul U Page 1 ID:_KfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?47vZl gwTpg2cjvb7dRbpO696KFLCaA_szY0i0 -1-0.0 7.0.0 1-0-0 7.0.0 - Scale: 3/4'=l' 3x4 = 7-0.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Verl 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(GT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly. applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) ' Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35D; eave=6tt; Cat. II; Exits 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 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1531le uplift at joint 3, 211 Ib uplift at joint 2 and 12 Ib uplift at joint 4. WafterP, Finn PE No.22839 Mil USA, Inc. FL Cert 6634 6904 Parke East Sir Tampa FL 33610 Data: March 22,2018 ,&WARNING-Vcnfyeest9v Fw.metenanCREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE NIF7473nl 101,032015 BEFORE USE. Oeslgn valid for use only whh M7941, connectors. IDls deslgn Is based only upon parameters shown, and Is for on indlvldual all component, not a buss system. Before use, the building designer must verity the applicability of tleslgn 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 stabilAy antl to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, seeANSVIPII Quality CMell DSS29 and SCSI Bull Component Soleh mlomratbrn ,,liable from Truss Plate Institute. 218 N, use Sheet, Sulte 312 Alexandtia, VA 2231A. �'- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THE WINDSOR T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries,Inc. Thu Mar 22 09:13:18 2018 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gxLlD ljlgt9hYdOl cJE88LAgbCnNuW gPZsKjXlzY0i7 6.8-12 9-10-1 1-5-0 6-8.12 3x4 = 5' 3x4 = Scale=1:20.6 6.8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) - Wall Ud PLATES GRIP TCLL 20.0 Plate GOP DOLL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC -0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.24 Hoa(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/FPI2014 MaMx-MS Weight: 38 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard 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 Its uplift at joint 4, 2621b uplift at joint 2 and 238 Its uplift at joint 5. 6) 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 1) Dead +Roof 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, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Waftli Finn PE No.22839 MiTek USA, Inc. FL Cod 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-Verl/ydeelgnparemeteraend READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF14Mare iNI)IIIS BEFORE USE. Design valid foruse only with MITI connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1L A M)Tek Is always requlreGJor 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 muss systems, seeANSI/lpB Qual8y Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infoanallonc vollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexcndrla, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3Z4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 17ldr For 4 x 2 orientation, locate plates 0-'ne' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in Milrek 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 and/or by text in the bracing section of The output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal — Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown in sixteenths scale) III (Drawings not to scale) 0 Of O x U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ]CC -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 ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 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 lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be sulably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.