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N 4 W 3� $ s.� 3 c 3� a = o m .. 3 p i N: fp _ m 0mym� S .min- m2 s o y o I 176597 3.6 = 1 19 Truss Type my Ply T19568350 ATTIC 1 1 Job Reference (optional) Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 2 14:14:37 2020 Page 1 ID:s9obtaODPR2nh3iW kEOmGMzgaFA-ECy86TeljAxAhnIBS1jC000SemR"XtfOJHalzexHG 7-3-4 1 12-0-0 15.5-14 I 18-11-12 21-3-0 25.6.6 7-3-4 4-8-12 3.5.14 3-5.14 2-3-8 43-2-2 Scale = 1:47.3 3x4 11 3x6 = 3x4 = 3x4 _ 2x3 II 5x8 = 5.00 L12 20 2 3 21 4 22 523 24 2526 6 7 27 14 13 12 11 10 3x4 11 3x5 = 4.6 7x8 = 3x4 = 9 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.1711-13 >999 360 MT20 2-1911 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.34 13 >902 240 BCLL 00 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.24 9 Na Na BCDL IED Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.22 13-14 >999 240 Weight: 2121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3oc pudins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 2-14; 2x4 SP No.3, 12-14: 24 SP No.2, 9-12: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2x4 SP No.3 *Except. 6-0-0 oc bracing: 13-14. 1-19: 2x4 SP M30 WEBS IRow at midpt 1-15 REACTIONS. (size) 9--Mechanical, 19--Mechanical VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Horz 19=-105(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 9= 414(LC 12), 19=-514(LC 12) Max Grav 9=1303(LC 19), 19=1119(LC 19) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 16-19=-1119/673, 1-16=.1039/675, 1-2=-154lt733, 2-4=-1522(717, 4-5=1391/578, 5-6=-1085/470, 6-7=.1222/519, 7-8=853/384, 8-9=-1258/599 BOT CHORD 2-15=-398/456, 11-13=-389/1235, 10-11=-266/717 WEBS 11 5=-897/1758, 7-10=-1247/414, 8-10=397/1105, 13-17=-596/344, 4-17=-466/323, 13-15=-399/1383,4-15=-280/457,11-18=-544/256,6-18= 319/200,7-11=-361/1626, 17-18=-185/431, 5-17=-309/143, 5-18=-623/262 NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-IA2 to 21-3-4, Exterior(2) 21-3-4 to 24-3-4, Intedor(1) 24-3.4 to 25-4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 150.OIb AC unit load placed on the top chord, 15-5-14 from left end, supported at two points, 3-0-0 apart. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 17-18 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) 9=414,19=514. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Data: March 4,2020 ,& WARNING- Verlryd-19,sparamerereaneiREADNOTE50N TN/SANDINCLUDEDM REFERANCEPAGEMO-747amx. 10=015aEFOREUSE. ��- Deslgn vend for use only with Mrak® connectors. ThIS design Is based only upon parameters shown, and Is far an hdAdual bulltling component, not truss system. Before use, the bulltling designer must verify the appllcab"' of design parameters andpropedy Incorporate this design Into the overall bulldingdeslgn. Bmcing lntlicatetlis fo prevent buckling oflndI1d..l truss webandl., Chard members only. Adtli6anal temporary and permanent bracing MiTek' isalways re Wired for afoblllty and to prevent collapse with possible personal k9ury and property damage. For general guidance regarding the fabrication, storage, delNary, erection and bracing of trusses and truss systems WeANSVIPII G Cm*do. DS849 and 1C31 Building Component 6904 Parke East Blvd. Safety mfonnolionevo labie from Truss Plate Institute, 218 N. lee Street sate 312, Alexandrla. VA 22314. Tampa, FL 33610 ID:sgobtaODPRmh3i W kEOmGMzgaFAJATW XremAgPOBYeSpyigH_ykNJDGRW d51gwA_RzexFz 4-4-0 2-2-0 3x6 = Scale =1:8.3 E ld 3.4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) l - 1 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0:0 ' Rep Stress lncr YES WB 0.00 HOrz(CT) -0.00 5 Na Fla BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-4-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-4-0, 5=4-4-0, 2=4-4-0 Max Ho¢ 1= 22(LC 10) Max Uplift 1= 22(LC 22), 5=-83(LC 12), 2=-151(LC 12) Max Grav 1=11(LC 12), 5=98(LC 1), 2=188(LC 1) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=35tt; B=45ft; L=24f1; eave=4ft; Cat. II; Exp C; Encl., GCpil8; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 3-6-0 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 2216 uplift at joint 1, 831b uplift at joint 5 and 151 lb uplift at joint 2. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Michael S. Magid PE N.53681 MiTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Oats: March 4,2020 OWARN/NG-VedtydeslgnPArameteraend1raDNOTES ONTHISANDINCLUDEDMREKREFERANCEPAGEMIFT4T3re,NoaasI5BEFOREUSE. ��' Design valid for use only with Mile connectors, This design Is based only upon parameters shown, and Is for an IntlividuaI building component, not truss system. Before use, the burr! tlesigner mustverify the applicability ofdesign parameters and properly Incorporate this tlesign Into the overall bulldIng design. Brocing Indicated is to prevent buckling of Individual truss web and/or chard membe only. Addltlonal temporary and permanent bracing MfTek• Is always requiretl for stability antl to prevent collapse WM possible personal injury and property damage. For general guidance regarding the fobrlcotlon, storage, tlelNery, erection and bracing of trusses and tun systems, seeANSU1P11 CualBy CMeno, DSB-69 and SCSI Bu8dkr0 Component 6904 Parka East Bivd. Safrrty tnformatbnovoiiobie hom Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexontldo, VA 22314. Tampa, FL 3361 e T19568428 PBB IPIGGYBACK 12 1 1 ID:s9obtaODPRznh3iWkEOmGMzgaFAJATWXm"POSYc8pyigHykNJDhRWd5lgwA RzexFz Scale =1:8.5 91 Id 3x4 = 3x4 = LOADING (psf) SPACING- 2-" CSI. DEFL in floc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber D1 1.25 BC 0.10 Vert(CT) n/a - 1 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 Sp No.3 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-4-0, 5=4-4-0, 2=4-4-0 Max Ham 1=21(LC 11) Max Uplift 1=-24(LC 22). 5=-82(LC 12), 2=-153(LC 12) Max Great 1=12(LC 12), 5=911). 2=190(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=35ft; B=451t; L=24ft; eave=4ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This trues has been designed for a10.0 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 24 lb uplift at joint 1, 821b uplift at joint 5 and 1531b uplift at joint 2. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 0904 Padre East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING-Vdd/ydeslgn pdamd-laIREAD NOTES ON THISANOINCLUO£OMREKREFERANCEPAGEM/F7473rd.. lvat,UieISBEFOREUSE. ��- ".sign valid for use only with MTek6 connectors, tills design Is based only upon parameters shown, and Is for on Individual building component, not truss system. Before use, the building designer must vedty the opplicabllity of design parameters and pllperly Incorporate }his design Info }he overall building design. Bracing indicated is to prevent buckling of lntllvldual truss wets and/or chord membe only, Atltlitional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. seeAN31/IPII Cuw Cft DS549 and SCSI auldhp Component 6904 Parke East Blvd. Spf ty Nlormalbmvallable from Truss Plate Imfltute, 218 N. We Street Suite 312. Alexonote VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x y 14-1 offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1a from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ,6014-1 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but �no reaction section Indicates Joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/1PI1: 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) 1 2 3 TOP CHORDS CI-2 C23 WEBS cyq 4 O u Fyn 3 Oc U �Pb u C) a O o_ c2a co-2 csa O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED 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: ESP-1311, ESR-1352, ESR1988 ER-3907, ESP-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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved IIIIIIIIN I• W1 0 MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and one at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS17TPi 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, she, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or affer truss member or plate without prior approval of on engineer. 7 7. 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. 16--0 Scale = 1:44.8 5.00 12 3.6 = 3.4 11 3.6 = 3.4 1 15 2 16 3 4 17 18 5 11 10 9 19 B 7 3x4 II 3.8 = 3.6 = 3.4 = 3x6 II LOADING(psf) SPACING- 2-0-0 CS]. "FL. In (toc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC loll ->999 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 3 T)-.20TCOL 0210-11 >999 240 BCLL 0.0 Rep Stress Incr YES Wit0.99 Ho (CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC20 1 7/FP12014 Matrix -MS Wind(LL) 0.10 11 >999 240 Weigh[: 1731b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3 Do pudins, except BOT CHORD 2x4 SP M 30 *Except' end vedicals. 2-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6.0.0 oc bracing: 7-8. 1-14: 2x4 SP M 30 WEBS 1 Row at midpt 1-12, 5-10 REACTIONS. (Ib ical, 14=934/Mechanical 7=934/(LC VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). MaxHo x Harz 14=-54(LC 12) 12) Max UPIift7=-570(LC 12), 14=-594(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-934/746, 1-13- 855//55, 1-15=-1488/1115, 2-15=-1488/1115, 2-16=-1465/1104, 316=-1465/1104,34=-1465/1104,4-17=-1056/843,17-18=-1056/843, 5-18- 1056/843, 5:13-396/319, 6-7=-941/739 BOT CHORD 2-12=-4231492, 9-10=-260/348, 9-19=-260/348, 8-19= 260/348 WEBS 1-12- 1249/1592,10-12=-772/1066,4-12=-322/447, 4-10= 643/640, 5-10=-623/873, 5-0=-660/633, 6-8=-652/864 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opst h=151t; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.IS; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 23-3-4, Extedor(2) 23-3-4 to 25-4-10 nne;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0lost bottom chord live load 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 the bottom chord and any other members, with BCDL= I0.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5701b uplift at joint 7 and 5941b uplift at joint 14. LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 0904 Parka East Blvd. Tampa FL 33810 Date: March 4,2020 WARNING - Verily Eeergn pamenareend NEAD NOTES ON THISAND INCLUDED MREKREFERANCEFAGEMIF747arev. 1410doOlSBEFOHEUSE. Design valid for use only with MIi Mconnectors. mIs design Is based only upon parameters shown, and Is for an Individual building comp anent not truss system. Before use, the building designer mustveriy the appllcobllity of design parameters antl prop erly Incorporate tlt6 design Into the overall builOing design. Bracing Indicated is to prevent buckling of Individual buss web antl/or chard and PanAtlditlonal temporary and permanent bracing MiTek' Is olwoys required for stability antl to prevent collapse win pas4ble personal Injury and property damage. For general guldonce regarding the fabrication, storage, delNery, erection and bracing of trusses and an'system% seeAN6UIPll QUOIN Cm�M, D36-09 antl IIC6I M1IEMp Component 69N Palle East 3W. Salty mfonnalbnovoiloble ham Truss Rafe InsiiMe, 218 N. lee Sheet Sulfa 312, Alexondrlo. VA 22314. Tampa, FL 33610 ID:s9oblaODPRznh3iWkEOmGMzgaFA-iOV WJptKUT31 IxKNOkERzhZejFB%EK01 u43g6BzexHF 6.6E 12-9-3 19-0-1 25.3.4 25.6.6 66.6 6-2-14 E2-14 I 6-3-3 0-312 Scale = 1 A3.5 4x4 = 3.4 = 2x3 II axis = 3x4 = 4.4 = 1 13 2 14 3 4 15 5 16 6 12 11 10 9 B 7 3x6 II 3x4 = 3.6 = 3x4 = 3x6 II 3x6 = LOADING (psf) -0-0 SPACING- 2-M. CSI. DEFL. in (loc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.TC 0.54 Veit LL) .0.05 9 >999 360 MT20 2441190 Ti7.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.10 8-9 >999 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.51 HOrz(CT) -0.02 7 Na n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.11 9 >999 240 Weight: 156111 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or7-9-13 oc bracing. WEBS 1Raw at III 1-11, 6-8 REACTIONS. (size) 12=Mechanical, 7=Mechanical Max Uplift 12=877(LC 8), 7=E77(LC 9) Max Grav 12=934(1-C 1).7=934(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12= 876/889, 1-2=-957/887, 2-3=-1231/1109, 3-5=-1231/1109, 5-6=-957/887, 6-7=-e76/889 BOT CHORD 9-11=-8EVE 57, 8-9=-887/957 WEBS 1-11=-1100/1188, 2-11=-5927721, 2-9=-429/350, 3-9=-317/477, 5-9=-429/350, 5-8=-5927721, 11110011188 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35f; B=45ft; L=26f ; eave=40; Cat. 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 25-4-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber Diplate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 lost 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6WID) 12=877, 7=877. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 ,&WARNING- VerltydeslSn parzmetersend READ NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMII-747d rev. faDY1015 BEFORE USE �'' Design valid for as. only with MBek®connectors. this design Is based only upon parameters shown. antl Is for an Indlvldual bulltling component. not trusssystem. Before use, the bu%ing tlesigner mustverity the applicabllly of tleslgn parameters antl@roperly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or phoo mamba o ly. Additional temporary old permanent bracing MiTek' II always required for stablllly and to prevent collapse win possble personal Injury and property cl—go. For candid guldance regarding she fabrication. storage, defiv q. erection and bracing of trusses and truss systems, ..ANSVIP1t lowlIMMyy Clients. D311E9 and BCSI Building Component 6904 Parke Edsl Bind. safety Infosmalbnavaeable ham Truss Rate Institute, 218 N. Lee Sheet, Suit. 312. At...mdria. VA 22314, Tampa, 1 33610 Job Truss Thus Type Oly Ply ' T19568353 76597 A9 Flat 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8,330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 214:14:39 2020 Page 1 ID:s9obtaODPRwMiWkEOmGMrgaFA-Bb3uX9gyFnBuw5vZaRlgVv6pKfX7 mNA7ko0fezexHE 6.5.8 12-9.3 194M75 25-6-6 6.5.8 I 6-3-12 6-3-12 1 6-5-8 Scale = 1:43.4 4x4 = 3x4 = 2x3 II axfi = 3x4 = 4x4 = 1 13 2 14 3 4 15 5 16 6 12 11 10 9 8 7 3x6 11 3x5 = 3.6 = 3x5 = 3x6 11 3x8 = LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.55 Ven(LL) -0.07 9 >999 360 MT20 2-190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.13 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.52 Horz(CT) -0.02 7 n1a n/a BCDL 10.0 Code FBC2017/1`P12014 Matrix -MS Wind(LL) 0.13 9 >999 240 Weight: 147 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-5 oc pudins, GOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 1 Row at midpt 1-11, 6-8 REACTIONS. (size) 12=Mechanical, 7=Mechanical Max Uplift 12— 877(LC 8), 7=-877(LC 9) Max Grow 12=934(LC 1), 7=934(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=876/889, 1-2=-1140/1058, 2-3=-1482/1335, 3-5=-1482/1335, 5-6=-1140/1058, 6-7=-876/889 BOTCHORD 9-11=-1058/1140, 8-9=-1058/1140 WEBS 1-11=-1236/1334, 2-11=-595/722,2-9=-495/408,3-9=-325/487, 5-9=-495/408, 5-8=-5951722, 6-8=-1236/1334 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35f ; 13=451t; L=26ft; eave=oft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 25-4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pot bottom chord live load nonconcumant with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 12=877, 7=877. Michael S. Magid PE No.53661 MiTek USA Inc. FL Carl 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 QWARNING- Vetltytllslgnparametamend READN0TES ONTHISANOWCLUDEDMREKREFERANCEPAGEMi474�rev. 1MDY10r5BEF0REUSE �! Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and is for on lndlAdual bullding component,not I huss system. Bafare use, the bulldIng designer must verlfy the appiicabllity of design parameters and properly Incorporate this deslgn Into the overall building deslgn. Bracingindicated is to prevent bucklingaflndNidual truss web and/or chord member only. Additional temporary and permanent bracing MiTek' Is always re Vied for stability and to prevent collapse with possible personal lnJury antl property tlamage. For gsh_Iguld.n_xl;.rdirgth. toostorage,storage. tleiNery, erection and bracing of muss and truss systems seeANSUIPiI pun0y CMr rid, DS549 and SCSI building Campan.nl 6904 Parka East Blvd. Sably Inldrmalbrgvolloble ham Truss Plate InstiMe. 216 N. Lea Sheet, 3ulte 312. AJexpndrlo. VA 22314. Tamps, FL 33610 6-58 12-9-3 19-0.15 25.6-6 r 6-5-8 6-3-12 6-3-12 I 6-5-8 Scale = 1:43.4 3x6 = 3x4 = 2x3 II 4x6 = 3x4 = 3x6 = 1 13 2 14 3 4 15 5 16 6 12 11 10 9 a 7 3x6 II 4x4 = 3x6 = 4.4 = 3.6 11 ass = LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.09 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DI 1.25 BC 0.29 Ven(CT) -0.18 9-11 >999 240 BCLL 0.0 ' Rep Stress Inc r YES WB 0.60 Harz(CT) -0.03 7 Ne Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(L-) 0.19 9 >999 240 Weight: 138 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. WEBS 1Raw at midpt 1-11,6-8 REACTIONS. (size) 12=Mechanical, 7=Mechanical Max Uplift 12=-877(LC 8), 7=-8T7(LC 9) Max Gray 12=934(LC 1), 7=934(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -12=-875/888,1-2=-1426/1323, 2-3=-1857/1672, 3-5=-1857/1672, 5-6— 1426/1323, 6-7=-875/888 BOT CHORD 9-11=-1323114268-9=-1323/1426 WEBS 1-11=-1455/1571,, 2-11=-593/720, 2-9= 587/486, 3-9=-326/488, 5-9=-587/486, 5-8=-593/720, 6-8=-1455/1571 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=35ft; B=45ft; L=26f ; eave=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 25-4-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. 5) Rater to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=877, 7=877. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 rate: March 4,2020 AWARNING-yedlydesignPeremelersendREADNOTESONTHIS AND INCLUD£DMrt£KREFERANCEPAGE he-7413-1dvVsQ015BEF0REUSE. Design —lid for use only with MlrekS connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not truss system. Before use, the building designer muss verify the applicability pf design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual t—web and/or chord membersonly. Additional temporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse v possible personal Injury and property damage. For general guldiga regarding the fobdcafion, storage, tlalNery, erection and bracing of trusses antl fruit systems. seeAN51/RIl CuaIII Cdt* OSl1-89 and ll I euldhg Component a— Parke E.I BNd. Sal�h N/arm0lbmva6able from Truss Rate Instih te, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 bets Truss, Inc., Fort Pierce, FL If.— s rea 13 zuzu mi I ex mouslnes, Inc. m rage I ID:s9obtaOD PRznh3i W kEOmGMzgaFA-uE8F3IaZudJtaOtDgT711QJbAg7OgYO8 W 8cW vYzexHL 6-rr8 12-9.3 19-0-15 25.6.6 6-5-8 6-3-12 6-3.12 1 6-5-8 Scale = 1:43.4 3x8 = 3x4 = 2x3 II US = 3x4 = 3x8 = 1 13 2 14 3 4 15 5 16 6 12 11 10 8 8 7 3x6 II 3,8 = 3x6 = 3x8 = 3x6 11 3.8 = LOADING (Pat) SPACING- 2-0-0 CSI. OEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.60 Vert(LL) -0.15 9 >999 360 MT20 244/"0 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.29 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.76 Horz(CT) -0.04 7 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.31 9 >979 240 Weight: 130 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or4-5-15 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 1 Row at micipt 1-11, 6-8 REACTIONS. (size) 12=Mechanical, 7=Mechanical Max Uplift 12=-877(LC 8), 7=-877(LC 9) Max Gmv 12=934(LC 1), 7=934(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-12=-872/885, 1-2=-1903/1765, 2-3=-2484/2236, 3-5=-2484/2236, 5-6=-1903/1765, 6-7=-872/8B5 BOT CHORD 9-11=-1765/1903, 8-9=1765/1903 WEBS 1-11=-1838/1985,2-11— 5907716, 2-9= 750/624, 3-9=-328/489, 5-9=-750/624, 5-8=5907716, 6-8=-183811985 NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=26ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 25-4-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. - 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 20.0 psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=1b) 12=877, 7=677. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2020 QWARN/NG- Ver/tydeslgnparamefaroand R&iDN0TESON TNISANOINCLUOEOMREKNEFENANCEPAGEMIF74TJrev. 10,0=0ISVEFONEUSE �� Design volld for use only with Miler connectors. This design is based only up parameters shown, and is for on lndl,dual building component not huss system. Before use, Me bulltling tlesigner must verify the appllcabllity of tleslgn Parameters antl properly Incorporate this design Into Me overall buliding design. Bracing Indicated is to prevent buckling of Individual hussw band/or chordmembersonly. Additlonol temporary antl permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general gul0once toga the fabricaflon, storage, calvary, erection and bracing of trusses and buss systems, w ANSVTP11 Quay CdbMe904 Parka East aNtl. , DSII-09 and [CBI Building ComponentSaf�h mfotmatbnwailable from Truss Plate InsBNfe, 21B N. Lee Sheet Suite 312, Alexantlrla. VA22374. Tampa, FL 33610 Jab Truss Truss Type city Ply T79568356 76597 AA' HIP 1 1 5.00 12 3x6 3x4 = 3x6 = 3x4 II 7x8 = 3x5 i 2 15 3 4 16 17 518 6 Tj 10 9 3x4 II 3x8 = �9 8 3x6 II Scale - 1:58.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.11 8-9 >999 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.33 Vert(CT) -0.22 8-9 >999 240 BCLL 0.0 ' Rep Stress ]nor YES INS 0.79 Horz(CT) 0.44 8 rJa n1a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wind(LL) 0.0811-12 >999 240 Weight: 182111 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 *Except* except end verticals. 5-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 1-12, 6-9, 1-14 1-14: 2x4 SP M 30 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 8=10echanical, 14=10echanical LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Ho¢ 14=-185(LC 12) Max Uplift 8=-534(LC 12), 14=-630(LC 12) Max Grant 8=934(LC 1), 14=973(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9091741, 2-3=-8981720, 3-5=-992/872, 5-6=-977/860, 6.7=-799/599, 13-14=-973/832, 1-13- 867/622, 7-8=-8597716 BOT CHORD 12-13=-125/301, 11-12=-461/906, 5-11=-276/250 WEBS 1-12=-944/1109, 3-12= 485/645, 9-11=-560/911, 6-11=--541/880, 6-9=-852/693, 7.9=-4501724 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 5-2-3, Interior(1) 5-2-3 to 17-3.4, Exterior(2) 17-3-4 t0 21-6-3, Intedor(1) 21-6-3 to 25.4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 8=534, 14=630. Michael S. Magid PE Np.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 0 WARNWG- Ved/Vdealar Parame--d READNOTES ON TNISAND INCLUDED MDENREFERANCEPAGEMIFI47arev. 1N 015BEFOREUSE. Design valld far use only with MRekOconnectors. fits design is based only Pon parameters shown, and Is far an Individual building componenl,nal �� truss system. Bolan use, the building designer must verify Me opplicablllfy of design parameters and property Incorporate this design Into the overall building design. Bracing indicated to prevent buckling of lndMdual huss web and/or chord membersody. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding me fatal allon. storage, delivery. erection and bracing of hoses and iwss systems, weANSMI] Qual CdbM. D56-09 and BC61 Bu60krp Component 69a4 Parke Easl Blvd. 3af.h mformatbmvalloble from Truss Plate InsMute, 218 N. Lee Sheaf, Suite 312. Alexvntlrlo. VA2231A. Tampa, FL 33610 ROOF SPECIAL Oty Ply T19568357 1 1 13 3x5 = 2x3 II 1 14 2 3x6= 3x4= 48— 5.00 12 15 3 4 16 17 1B 5 19 4x5 6 2 10 4 = 11 4x6 = 3x10 = 2x3 = 9 8 7 3x4 II 3x8 = 3x6 II Scale =1:50.3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 V-n(c -0.07 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ven(CT)-0.1610-11 >999 240 SCLL 0.0 ' Rep Stress Incr YES WS 0.72 HOrz(CT) 0.35 7 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.0910_11 >999 240 Weight: 176 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-9: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc brecing. WEBS 2x4 SP No.3 *Except' WEBS 1 Raw at midpt 1-13, 1-11, 4-11 1-13: 2x4 SP M 30 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 7=Mechanical, 13=Mechanical LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Holz 13=-155(LC 12) Max Uplift 7=-543(LC 12), 13=-621(LC 12) Max Grey 7=934(LC 1), 13=934(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 12-13— 934/786, 1-12=-868/776, 1-2=-1028/755, 2-4=-1028/755, 4-5=-11701948, 5-6=-723/552, 6-7=.877/723 BOTCHORD 11-12=-88/251, 10-11=-767/1186 WEBS 1-11=-9B6/1221, 2-11=-441/519, 4-11=-195/260, 8-10=-439/678, 5-10=555/866, 5-8=-670/563, 6-8=-488r747 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18;MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 19-3-4, Exterior(2) 19-3-4 to 22-3-4, Interior(1) 22-3-4 to 25-4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oint(s) except at=lb) 7=543, 13=621. Michael S. Magid PE N.53681 MiTeN USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Oat.: March 4,2020 OWARNING. Vedlydes/gnpaxametere=dREADNOTESONTHMANDWCLUDED MREK REFERANCEPAGEMb74Ta ,la 015BEFOREUSE. Design valld for use only with MRekO Connectors. Ihls design Is based only upon parameters shown and Is for an IndNldual bulltling component, not buss system. Before use, he bulltling designer must verify the applicability of design parameters and Stuprly Incorporate this tlesign Into the overall bulltlingdeslgn. Br doing Indicated Is to prevent buckling oflndlvldualbussweband/orChad mamba only. Additionaltemporaryandpermonembracing MiTek Is olwaysrequiredfarstobllltyandto 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, seeAN51/IPII Du CMrrb, p3B-09 and aC31 Epldkrp Component 6934 Parke Ent BNtl. SafetyInlprmatbnwadable from huts Rafe Institute. 218 N. We Sheet Suite 312, Alexantl4a. VA 223IT Tempe. FL 33610 7-&14 1 -2-6 21-3-0 TV 7-2-6 I fi-7.0 I 4-&2 � Scale = 1:45.9 3xfi = 2x3 II axis = 3x4 = 4s8 = 6.00 L12 1 14 2 15 3 4 16 1718 5 19 20 3x4 6 12 10 4 114x84xB = IS = 9 8 7 3x4 11 3s8 = 3x6 II LOADING (psi) SPACING- 2-0-0 "" DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.53 Ven(LL) -0.08 10.11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 VBR(CT) -0.18 10-11 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.82 HDril 0.21 7 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Mat dx-MS Wlnd(LL) 0.11 10-11 >999 240 Weight: 171 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc puffins. BOT CHORD 2x4 SP M 30'ExcepV except end verticals. 4-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except' 7-3-15 oc bracing: 10-11. 1.13: 2x4 SP M 30 WEBS 1 Row at midpt 1-11. 4-11 REACTIONS. (size) 7=Mechanical, 13=Mechanical VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max HOR 13=-105(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 7=-558(LC 12), 13=-607(LC 12) Max Grav 7=934(LC 1), 13=934(LC 1) FORCES. (III) -Max' Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 12-13= 934/767, 1-12=-867f765, 1-2=-1223/897, 2-4=-1223/897, 4-5=-1412/1132, 5.67 -601/481, 6-7= 904/741 BOT CHORD 1 0-1 1=-993/1424, 4-10= 270/301 WEBS 1-1,-1084/1377. 2-11=-428/501,4-11=-231/279,8-10=-373/524, 5-10=-759/1083, 5-8=-652/590, 6-8=-5481781 - NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45f ; L=26tt; eave=oft Cat. II; Exp C; Ench, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-3-4, Extedor(2) 21-3-4 to 24-3-4, Interior(1) 24-3-4 to 25-4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Refer to girder(.) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 7=558, 13=607. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 O WARNING -Vorlty dest9n PardmeMrs and READ NOTES ON MIS AND INCLUDED MIFEKREFERANCE PAGE M6747S rev. l0lDdGals BEFORE USE �� Design valid for use only with Meek® connectors. This design Is based only upon parameters shown. and Is for on IndiAdual bul ding component, not truss system. Before use, the building tlesigner must verify the appllcablllty of tleslgn parameters antl properly Incorporate this tleslgn Into the overoll building tleslgn. Bracing Z111coted is toprevont buckling of individuol truss web and/or chord membersonly. Additional temporary and permonent bracing MOW always requvetl far stability antl to prevent collapse with possible personal lnlury and property damage. For general guidance regarding me fobrlcotlon, storage, delivery, erection and bracing of trusses and imss systems, I.-ANSU711 QUIT y CReda, DSB419 and SCSI Building Component 6904 Parke East Blvd. Safety mfomtaf aravolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 2231d. Tampa. FL 33610 7-5-14 I 14-8d I 18 1-12 I z3.'4 W 7-2.6 4.3-8 a 23-2 Scale - 1:44.8 5.00112 415 = 2x 11 3.6 = 3x4 = 3.4 = 4xe = 1 16 2 3 17 41B 19 5 20 6 30 7 14 12 - 4 = 13 4x10 - 4x8 = 2x3 = 11 10 9 8 3x4 II axe = 3x4 = 34 II LOADING (Pat) SPACING- 2-0-0 CSI. 'EFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 7.0 LumherDOL 1.25 BC 0.41 Vert(CT)-0.2212-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.65 Hoa(CT) 0.10 8 n/a ri BCDL 10.0 Cade FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1412-13 >999 240 Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puriins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 4-11: 2.4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2.4 SP No.3 *Except. 6-5-7 oc bracing: 12-13. 1-15: 2x4 SP M 30 WEBS 1 Row at midpt 1-13 REACTIONS. (lb(size) 8=934/Mechanical, 15=934/Mechanical VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). Max Horz 1--54(LC 12) Max Uplift8=-570(LC 12), 15=-594(LC 12) FORCES. (lb) - Marc Comp./Max. Ten. -AU forces 250 (Ila) or less except when shown. TOP CHORD 14-15=-9347746, 1-14=-866/752, 1-16=-1519/1119, 2-16=-1519/1119, 2-3=-1519/1119, 3-17=-1519/1119,4-17=-1519/1119,4-18=-1742/1345,18-19=-1742/1345, 5-19= 174211345, 5-20=-789/662, 6-20=789/662, 6-7=-386/321, 7-8=-914/745 BOT CHORD 12-13=1291/1777, 9-10=-245/323 WEBS 1-13=-1250/1628,2-13=-436/507,4-13=-284/286,6-9= 662/579,7-9=-6097799, 6-10=-5667702,5-10=-992/817,10-12=-651/894,5-12=-878/1224 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45tt; L=26ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 23-3-4, Extedor(2) 23-3-4 to 25-4-10 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 Ib uplift at joint 8 and 5941b uplift at joint 15. LOAD CASE(5) Standard Michael S. Magid PE No.53681 MITek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 Q WARNING-V,41y Oeslgnpafemef .dREADN01E50NTN/SAND/NCLUO£OMREKNEFENANCEPAGEMM17479mv. 10DYJ0156EFoREUSE. �'- Design volid for use only with M6el' cannectars. ltas tlesign Is based only upon parameters shown. and Is for an Individual building component not Muss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buldC .n rlesign.&acing Indicatedbtop,eventbucelingoflndNlduolVussweband/or chard memberaonly.Adolt naltemporaryandpermanenibracing MiTek' isalways required for stability and to prevent collapse with possible parsonalinluryand prop rty domage. For generalguldonce regarding Me robrication. storage, delivery, .racoon and bracing of trusses and truss systems.seeAN3I/IP11 Cua1XV CM.dO, D964W and SCSI eu0dh10 Gmppnmi s904 Palle East BNd. 3ably Nfarmalbrgvailable from truss Plate InsBlute, 218 N. Lee Street Suite 312, Nexantlrla, VA 22314. Tampa, FL 33610 1M1I� MiTek' RE: 76597 Lumber desigrrvalues are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: A GREAT HOME Project Lot/Block: MITek USA, Inc. Im 6904 Parke East Blvd. i Tampa, FL 33610-4115 2020 , Address: UNKNOWN City: ST LUCIE COUNTY Stater ,-; o Name Address and License # of Structural Engineer of Record, f them one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 85 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19568344 A 3/4/20 23 T19568366 D2 3/4/20 2 T19568345 Al 3 T19568346 A2 3/4/20 3/4/20 24 25 T19568367 E T19568368 FLA 3/4/20 3/4/20 l0 4 T19568347 A3 3/4/20 26 T19568369 FLB 3/4/20 RECEIVED 5 T19568348 A4 3/4/20 27 T19568370 FLC 3/4/20 6 T19568349 A5 3/4/20 28 T19568371 FLD 3/4/20 7 T19568350 A6 3/4/20 29 T19568372 FLE 3/4/20 8 T19568351 A7 3/4/20 30 T19568373 FLE1 3/4/20 MAR 0 9 2020 9 T19568352 A8 3/4/20 31 T19568374 FLF 3/4/20 10 T19568353 Ag 3/4/20 32 T19568375 FLG 3/4/20 yT, Lucie County, 11 T19568354 A10 3/4/20 33 T19568376 FLH 3/4/20 Permitting 12 T19568355 All 3/4/20 34 T19568377 FLI 3/4/20 13 T19568356 AA 3/4/20 35 T19568378 FLJ 3/4/20 14 T19568357 AB 3/4/20 36 T19568379 FLK 3/4/20 15 T19568358 AC 3/4/20 37 T19568380 FLL 3/4/20 16 T19568359 AD 3/4/20 38 T195683B1 G 3/4/20 17 T19568360 ATA 3/4/20 39 T19568382 G1 3/4/20 D 18 T19568361 C 3/4/20 40 T19568383 GFA 3/4/20 GOP* 19 T19568362 Cl 3/4/20 41 T19568384 GFB 3/4/20 C1� 20 T19568363 C2 314/20 42 T19568385 GFC 3/4/20 21 T19568364 D 3/4/20 43 T19568386 GRA 3/4/20 22 T19568365 Dl 3/4/20 44 T19568387 GRID 3/4/20 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: Magid, Michael My license renewal date for the state of Florida is February 28, 2021. 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 ANslfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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 property incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. CLE No 53381 STAT OF ' 4U ' i�0�Cc c4 O R 10 P' CaN�t`�• Michael S. Magid PE No.63681 MiTek USA, Inc. Fl- Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: March 4,2020 Magid, Michael 1 of 2 TI 12 1 6.330 s F1 ID:ck7YnnIU?L9OHB06 12.0.0 16-0-2 1 4-0.2 4.0.2 I 5,00 12 5x6 II 4x12.= 4x12 = 7 8 23 22 21 20 18 17 16 3x5 Il 4x4 = 3x4 = 5xB MT18HS = 3x4 = 4x4 = 3x5 Scale = 1:46.4 3j6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) VdeB L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.65 Vert(LL) -0.36 18-20 >806 360 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.75 VeIf CT) -0.6118-20 >471 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mor YES WB 0.74 Horz(CT) -0.05 12 hi n/a BCDL 10.0 Code FBC2017/TP12014 Magi Wind(LL) 0.2718-20 >999 240 Weight: 1581b In 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 •Except• TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc pudins. 5-7,7-9: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. Except: BOT CHORD 2x4 SP M 30 *Except* 10-0-0 ac bracing: 22-24, 14-16 19-23,15-19: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Ho¢ 2=104(LC 11) Max Uplift 2=658(LC 12), 12=-652(LC 12) Max Gmv 2=1226(LC 20), 12=1237(LC 20) FORCES. (Ib) - Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-404311755, 3-4=-3213/1442, 4-5=-2064/891, 5-6=-1887/918, 6-7=-555/1969, 7-8=544/1970,8-9— 1887/926,9-10=-2064/900, 10-11= 3220/1437,11-12= 4054/1750 BOT CHORD 2-24— 1596/3851, 3-24=-224/611, 11-14= 225/612, 12-14— 1612/3862, 21-22=175/417, 20-21=-764/1713,18-20=-700/1936,17-18=-772/1715,16-17=177/418 WEBS 5-20-0/409, 9-18=0/409, 4-21=-1101/432, 4-20=-127/441, 10-17=-1101/425, 10-18=-129/439,21-24=-725/1599,14-17=-733/1592,4-24=-635/1638,10-14=-645/1644, 6-8=4073/1574 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Er¢ C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 1-1-0. Interior(1) 1-1-0 to 12-0-0. Exterior(2) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 26-M zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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. 6) Ceiling dead ]Dad (5.0 psf) on member(s), 3-26, 5-6, 8-9, 11-29, 12-29, 6-8 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.01 applied only to room. 18-20 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=658, 12=652. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Michael S. Magid PE No.53681 MIT.' USA, Inc. FL Cart 8034 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 AWAIVING -Verify tleslgnpeamerora,adREADNOTESONMISAND/NCLUDEDNynexREFERANCEPAGEa1/F747arcx,iN0,14015BEFOREUSE. �' Design volld for use only with Mlrekle connectors. fill tleslgn Is based only upon parameters shown, and Is for an Individual building component, not truss system. Before use. the bulltling designer must verify iha appllcvbllity of design Porvmeters antl properly Incorporate this design Info the Overall bulltling design. Brccing intlicatetl is mprevent buck ling of individual truss web and/or chord mamba only. Additional temporary and permanent bracing MiTek' Is always required for stability, and to Dravent collopse with possible personal lnlury, and property damage. For general guldonce regarding me fabdCaton storage, tleii ery, esecflon and bsacing of trusses and truss syatemA saeANSUiPl1 CwI1ry Cd1"M, OSed9 and S(31 Building component 6904 Parke East BNO. Safely IOfoonolbmvolloble ham Tnrss %ate InstiNte, 21B N. lee Street. Suite 31 2,Alexandria VA22314. Tampa, FL 33610 Truss, Inc, Fort pierce, FL d u a reD ld-U Mi I eK Inausal Inc. m rage r ID:s9obtaODPRznh3iWkEOmGMzgaFA-7kR9nCkjgdyl eONjwis4lAMsc4UNNW g3VgFisHzexHB -2-0-0 i 3-4-12 4-8-2 7-11-14 9-0-0 14.9.15 20.7-14 24-8.5 2.0-0 3-4-12 1-3.6 33.12 1-0-2 6.9.15 5-9-15 4.0-10 Seale=1:47.2 5.00 12 4x8 2x3 II 3.4 = 3x4 = 3.00 12 4x4 6 22 7 23 6 24 9 Id 3x4 = Sx8 % 8x10 = 3x4 II 5.6 = LOADING (psf) SPACING- 2-0-0 C.I. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.26 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT)-0.4915-16 >598 240 BCLL 0.0 ' Rep Stress Incr YES WE0.34 Horz(CT) -0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Will0.51 15-16 >583 240 Weight: 257111 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 2.4 SP M 30 *Except* except end verticals. 8-11: 2x4 SP No.3, 16-17:2x6 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=243(LC 12) Max Uplift 10=-830(LC 9), 2=969(LC 12) Max Grav 10=909(LC 1), 2=1047(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4050/3124, 3-4=-4246/3319, 4-5=-3929/3213, 5-6=-3152/2614, 6-7=-3086/2691, 7-8=-3086/2691, 8-9=-1663/1520, 9-10=-852/819 BOT CHORD 2-17=-3186/3938, 15-16=-3026/3709, 14-15=-3203/3818, 13-14= 2475/2958, 12-13- 1610/1763, 8-12=-671/728,16-17= 3250/4040 WEBS 5-15=-2921397, 5-14=-1463/1224, 6-14=-796/1069, 6-13=357/342, 7-13=-329/489, 8-13=-1192/1381,9-12=-1656/1810,4-16=-6421916,4-15=-325/292, 3-17=-915l793 NOTES- 1) 2-ply truss to be connected together with IOd (0.131 nx3n) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 Go. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced mot live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35f1; B=45ft; L=25ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-7 to 1-0-15, Interior(,) 1-0-15 to 9-0-0, Extenor(2) 9-0-0 to 13-2-15, Interior(,) 13-2-15 to 24-6-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ot=lb) 10=830,2=969. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2020 Q WARNING - Verify design ParemeM, end READ NOTES ON MIS AND INCLUDED M!/EK REFERANCE PAGE M&747a rev. laVaAWI5 BEFORE USE. ��- Deslgn valld for use only with MMekla connectors. This tlesign Is based unity upon parameters shown, and Is far on Individual building component, not truss system. Before use, the build no designer must verity the appI cobllity of tlesign parameters antl properly Incorporate this tlesign Into the overoll bulltllno tlesign. Broclno lno atetl is toprevontbuokling of lntlividual hussweb antl/orchard mamba only. Addiflonoltemporaryandpermanentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance tagalong the fobdcoHon storage. delN.w. em.fion and bracing of trusses and huts systems, seeANSUM91 Cuir CIS M. DS849 and SCSI Balding Component 6-Parke East BNd. Sobly tnferm,afbmvallabie hum Truss plate InsfiMe. 218 N. Lee Sheet. Suite 312, Alexandrla, VA T.. Tampa. i. M610 ID:s9ebta0DPRznh3i W kEOmGMzgaFA-Tx_YTYILbx4uGAmUONJHNu1 LTgi6_DCkN -20-0 3-4-12 4-6-2 7.11-74 { 11.0.0 15.9.15 20.7-74 24.6.E 2-0-0 3-4-12 1-3-fi &3-12 3-0-2 4-8.15 4-9.15 4.0-10 Scale = 1:47.2 5.00 FIT 4x4 = 3x4 = 3x4 I 3x4 = 6 21 7 B 22 9 Id to 3x4 = Sx8 % 8.10 3x4 II 5xfi = 5.00 FIT LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Verl(LL) -0.25 14-15 >999 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.65 Vert(CT) -0.48 14-15 >617 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.49 14-15 >598 240 Weight: 264 lb 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 *Except* except end verticals. 8-11: 20 SP No.3, 15-16:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 10=10echanical, 2=0-8-0 Max Hom 2=307(LC 12) Max Uplift 10=-802(LC 9). 2=-961(LC 12) Max Grav 10=909(LC 1). 2=1047(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4067/3118, 3-4=-4265/3317, 4-5=-3829/3141, 5-6=-2349/1894, 6-7=-2171/1823, 7-8- 1177/1000,8-9=-1142/982,9-10=-874/799 BOTCHORD 2.1fi=-3246/3955, 14-15=-3076/3715, 13-14=-3222/3732, 12-13>1736/1948, e-12=-247/364,15-16=-3315/4059 WEBS 5-14=-203/270, 5-13=1743/1554, 6-13=-489/716, 7-13=-116/368,7-12=-871/852, 9-12=118411375. 3-16=-921/806,4-15=-689/960, 4-14=-256/150 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3r) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-7 to 1-0-15, Interior(1) 1-0-15 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 24�6-12 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=802, 2=961. Michael S. Magid PE Ne.53681 Mill USA, Inc. FL Cedfi634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 AWARNING. Verify &dgaperemefe,sendB NOTES ON Thi MmLUOEOM r-REFEBANCEPAGEMIP74 si-laT3Ret5BEFOHEUSE Design valld for use only Win MOeI� connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not buss system. Before use. the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to Or buckling Individual hussweband/orchord members only. Addltlanal temporary and perm anent bracing �iTe1c' Is alwaysmculred for stability and to prevent collapse with possiblepersonal injury and property damage. For general guidance regarding the fobdcotion storage, delivery, erecaon and bracing of trusses and huts systems, seeAN5UN11 GYaIBy CM�M. DSBd9 and SCSI Wltllnp Cemponant 69M PaA East Blvd. Satisfy fnformationavallable from Truss Mate InsBNta. 21B N. Lee She6t Sulfe 312. Alexo VW VA22314. Tampa, FL M61D Job Truss Truss Type Ory Ply T79568363 76597 C2 HALF HIP 1 2 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 2 14:14:48 2020 Page 1 ID:s9obtaODPRznh3iW kEOmGMzgaFA-OJ610Dmc7YKcVU5lcgPnNo_MsHW AauzVBeUMTczexH5 12-0-0 3.4.72 4.8-2 7.11-14 13.0.0 20.7-14 24.8.8 2.0.0 3-4-12 1-3-6 7-1-12 5.0-2 7-7-14 4-0.10 Scale = 1:47.2 5.00 12 418 3x4 11 3x4 = 6 21 22 7 23 a 3.00 12 4x4 5 20 2x3 [I 4 3 2 11 b1 14 13 12 4x Bx10 = ]b 15 18 4.4 = 1.4 = 10 = 9 3x4 - 5x8 i 3x4 II SIB = 5.00 12 LOADING (pso SPACING- 2-0-0 C51. DEFL in (too) Vdefl LiePLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -p.26 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.4913-14 >597 240 BCLL 0.0 Rep Stress ]net YES WE 0.31 Horz(CT) -0.15 9 n/a Na BCDL 10.0 Code FBC2017?PI2014 Matiix-MS Wind(L-) 0.51 13-14 >573 240 Weight: 272 lb FT=20% LUMBER- BRACING - TOP CHORD 214 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 7-10; 2x4 SP No.3, 14-15: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 214 SP No.3 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Harz 2=371(LC 12) Max Uplift 9=-784(LC 12), 2=-952(LC 12) Max Grav 9=909(LC 1), 2=1047(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4070/3118, 3-4=-4267/3321, 4-5=-3816/3130, 5-6=-1831/1504, 6-7=-939/834, 7-8=-8967796, 8-9=866/807 BOT CHORD 2-153324/3957, 13-14=-3140/3717, 12-13=3291/3715, 11-12- 149811672, 7-117394/573, 14-15=-3398/4062 WEBS 5-13=-153/338, 5-12=-2143/1873, 6-12=421/701, 6-11=-8011726, 8-11=-1076/1210, 3-15=-921/823, 4-14=-735/963 NOTES- 1) 2-plytmss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasdl24mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-7 to 1-0-15, Interior(1) 1-0-15 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, li terior(1) 17-2-15 to 24-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) - 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=784, 2=952. Michael S. Magid PE No.53681 Mil USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 AWARNING-VedfydesfgaperemererseedREDNOTESONTN/SAND INCLUDEOM?EKNEFENANCEPAGE-4ifs-1DNAU)IS REUSE. �� Design valld for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an IndrOdual building component, not truss system. Before use, the bulding designer must verify Me 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. Addltlonol temporary and permanent bracng WOW is always required for stability and to pm t collapse with possible personal Injury antl propony damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hu- one it=systems. seeANS91P11 CuolXXyy CdNdo, DSB419 and BC51 Building Component 69N Parke East Blvd. Safely Informoficrx, labia from TrHot , ata InsSlute. 218 N. Lee Sheet, Suite 312. Alexondda VA 22314. Tampa, FL 33610 -2.0.0 7.11-14 9.0.0 16.10-2 24.8.4 2.0.0 7-11-14 b0.2 7-10-2 7.10-2 Scale =1:45.8 5.00 12 4xe = 2x3 11 We = 3.00 12 5x6 4 15 16 5 17 6 9 3�r = 2x3 II 3x4 = 3x6 = 4x12 = 3x6 11 LOADING (pst) SPACING • 2-OU CSI. OEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.73 Vert(LL) -0.16 a-10 >999 360 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ved(CT) -0.34 8-10 >854 240 BCLL 0.0 Rep Stress Incr YES W B 0.81 Horz(CT) -0.05 7 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.32 8-10 >926 240 Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 1 Row at midpt 6-6 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Hom 2=243(LC 12) Max Uplift 7=-831(LC 9), 2=-975(LC 12) Max Gray 7=903(LC 1), 2=1022(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2a=-2628/2099, 3-4=-2315M942, 4-5=-2110/1899, 5-6=-2110/1899, 6.7=-829/842 BOTCHORD 2-11=-2126/2508,10-11=-2122/2496, 8-10=-1837/21fi6 WEBS 3-10= 756/634, 4-10= 489/698, 5-8=-471/694, 6-8=-1921/2138 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.CpsF h=35ft; B=45ft; L=25ft; eave=oft; Cat. It Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Interk"(1) 1-1-0 to 9-0-0, Exterior(2) 9-M to 13-2-15, Intedor(1) 13-2-15 to 24-6-8 zene;C-C for members and fames & 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 7=831. 2=975. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING- Ver/ryrleslgnparamef lmdBEADNOTESONMMANDWCLUDEDMIrEKREFERANCEPAGEM 74"mr rNOYJOfa BEFOBEUSE Deslgn valld for use only with MaekO connectors. Mrs design Is based only upon parameters shown, and Is for an Indlviduol building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing the laced is to prevent buckling of individual Uuss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Isalways required forstclarry and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricationbusses e . storage. delivery, erection and bracing of sses and trusystems, sQwkNSVIPII Gu Cm -do, DSB49 and 6CSI Sark uldli Component 69p4 Pe Easl Blvd. Sef.tP m"Mrso br noble from Truss Plate Immure, 218 N. Lee Sheet Suite 312 Alexandra, VA 22 14. Tampa, FL 33610 am I=a, Ina., front rrerce, rL a.33U s rep ld ZUZe MI I arc Inapamea, IrIG. m ra9e . ID:sgobtaODPRznh3iWkEOmGMzgaFA-uWggdZnEusST7dgU9YwOvOWWchuaJGkeOIDw?3zexH4 7-11-14 11-0-0 17-10-2 24.6.4 2-0-0 7-11-14 3-0-2 6-10.2 I 6-10.2 Scale =1:45A 5.00 12 4xS = 2x3 11 axe = 4 15 5 16 6 I iu o 7 3z5 — 2x3 II 3x4 = 3x6 = 4x8 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl LL) -0.15 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Veff(CT)-0.3111-14 >937 240 BCLL 0.0 ' Rep Stress Incr YES WB 060 Hors(CT)-0.05 7 Na Na BCDL 10.0 Code FBC2017/rP12014 Mattix-MS Wind(LL) 0.2811-14 >999 240 Weight: 12016 FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc puffins, BOT CHORD 2.4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS. (size) 7=Mechanical, 2=0.8-0 Max Horz 2=307(LC 12) Max Uplift 7=-803(LC 9), 2=-968(LC 12) Max Grav 7=903(LC 1). 2=1022(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2610/2055, 3A=-1843/1532, 4-5=-1441/1244, 5-6=-1441/1244, 6-7=-842/814 BOT CHORD 2-11=-2156/2490, 10-11=-2155/2478, 8-10=-1483/1694 WEBS 3-10=-963/824,4-10=-405/591, 4-8=-291/281, 5-8=-421/618, 6-8=-1352/1567 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0psf; h=35ft; B=45ft; L=25ft; eave=4f; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exteffor(2) -2-0-7 to 1-1-0, Inteffor(1) 1-1-0 to 11-", Extedor(2) 11-0-0 to 15-2-15, Intedodl) 15-2-15 to 24-6-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt 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) Refer to girder(s) for hiss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(.) except (jt=lb) 7=803, 2=968. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 QWARNING- V1dgdeelSnparamefemend,-1dMTESON WMAND/NCLUDEDMaTKNEFEaANCEPAGEMIF)479re1 1nMt SBEFOHEUSE �!- Design valid for use only withMRek®connector..Mlsdesign`.based only upon parameterssh wn, and is far an Individual building component not `■ hus. system . Bar ore use, Me bulltling am, pr x must verify the applicabllity of tleslgn parameters antl properly Incorporate this design Into the overall p� qq building tleslgn, Bracing Indicated is to prevent buckling of intlivltlual truss web and/or chord members only. Additional temporary and permanent bracing Ivl)10k• Is '`ways requiretl for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabrication, .forage, deiNery, erection and bracing of trusses and pusssystems. seevuss PI I Qua IaV CM ft. D3349 and SCSI Buldhp Component 69N Parke East Blvd. Safety Information avoiloble from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexonddo. VA 22314. Tampa, FL 33610 -2-PO 7-11-14 13.0.0 18-10.2 24-e-4 2-0-0 7-11-14 5.0.2 5-10-2 5.10-2 Scale = 1:45.8 5.00 12 4.13 = 2x3 II 3.5 = 4 16 17 5 16 6 „ 0 7 3.5 = 2x3 11 3x4 = 3x6 3x10 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.15 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 VeR(CT)-0.3211-14 >933 240 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(CT) -0.06 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.29 11-14 >999 240 Weight: 125 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-11 cc puriins, BOT CHORD 2x4 SP M 30 except end verticals. W EBB 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-15 cc bracing. REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2-371(LC 12) Max Uplift 7=-784(LC 12), 2=-958(LC 12) Max Grav 7=903(LC 1), 2=1022(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2602/2038, 34=-1511/1247, 4-5- 1018/901, 5-C-1018/901, 6-7=-852/823 BOTCHORD 2-11=-2215/2491,10-11=-2215/2479,8-10=-1250/1363 WEBS 3-11=-1/281, 3-10=-1220/1053, 4-10=349/539, 4-8=422/427, 5-8=-363/527, 6-8=-1091/1234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=25ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0. Interior(t) 1-1-0 to 13-M, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-6-8 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=lb) 7=784, 2=958. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33810 C,W: March 4,2020 OWARNING- Vedtydeslgn pvamerereend READ NOTES ON TNISANO MCLUUEO M77EKREFERANCEPAGEMRT4Tarev, raWO.T¢OISBEFOREUSE. Design valid for use Only with MReconnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not truss system. Before use, the bull 19 designer must verify the applicability of design parameters and properly Incorporate rats design Into the overall bulltling design. siccing indicated is to prevent buckling of lndlvitluai truss web and/or chard members only. Addieonal temparary and permanent bracing MiTek' Is always rcaused for stcblllt, and to prevent collapse with posvbie parsanal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and inns systems, eANSVTPil Quo"ItlyCmodo, OSS-89 and SCSI S09dhig Component 6904 Parke East Blvd. Safety tnfamlatrxrravalloble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ID;s9obtaOD P Rznh3i W kEOmGMzgaFA-quoR2FpUOTBMxgtHuU_RmYUYNnFJxtbiO4xzexH2 -2-0-0 7-11-14 9-0-0 15-0-0 16-0-2 24-0-0 2-0-0 7.11-14 1-0-2 6-0-0 1-0.2 7-11-14 Scale =1:44.7 5.00 Fl2 4x8 = 4x6 = 3.00 12 5x6 4 19 5 66.I jP d 10 3x5 = 2.3 II 3.4 = 3x6 = 3.8 = 2x3 It 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) -0.17 8-15 >999 360 MT20 244/190 TIC 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.34 8-15 >845 240 BC LL 0.0 ' Rep Stress ]nor YES W B 0.27 Horz(CT) 0.07 7 n/a n/a BC DL 10.0 Code FBC2017?PI2014 Matdx-MS Wind(LL) 0.34 8-15 >857 240 Weight: 1021b 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 4-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max HDrz 2=105(LC 8) Max Uplift 7= 741(LC 12), 2=-968(LC 12) Max Gray 7=883(LC 1), 2=1003(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2551/2071, 3-4=-2217/1911, 4-5=-2075/1816, 5-6=-2233/1939, 6-7=-2578/2145 BOT CHORD 2-12=-1913/2433, 11-12=-1909/2418, 9-11=-1610/2083, 8-9=-1980/2454, 7-8>7988/2470 WEBS 3-12=-56/261, 3-11=-804/666,4-11=-519/691, 5-9=-559l711, 6-9=-849/773, 6-8=-117/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=35ft; B=45tt; L=24tt; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C.0 Exterior(2) -2-0-7 to 1-1-0, Intedor(1) 1-1-0 to 9-0-0, Exterior(2) 9-0-0 to 12.0-0, Interior(1) 12.0-0 to 15-0-0, Exterior(2) 15-0-0 to 16-0-2, Interior(l) or(i) 16-0-2 to 24-0-0 zonfor members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=741,2=968. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 Q WARNING -Verity desi9nparamefars and BEAD NOTES ON THISAND INCLUDED MREKNEFEBANCEPAGEMIFTUa rev. 14=r0f5 BEFORE USE. �,- Deslgn valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not bulrlding deslgn.eBradng Intllcateltlllsgto pent buckling of ntlMthe tluall t un web anli-brity of d/or chord crhord parameters o perl Addltlonal teen e inIs design Into ire overt Ibracin Is always required for stoblllty and to prevent collapse with possible personol Injury and properly damage. for general guidance regarding Permanent g MiTek' fabacofi., storage, tlelivery, erection and bracing of trusses antl truss systems, seeANSI/IPII Guaolplry Crtlads. DSO49 and BCSI Building Component 690a Parka Ease BNd. Safety Informe8oudmicble from Taus %ate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA22314. Tampa, FL 33610 hambers Truss, Inc., Fort Pierce, I-L a.;14u s veD 1a zueu MI r ex inausmes, mc. monma, e age , ID:s9obtaODPRznh3i W kEOmGMzgaFA-15MpGbg6Bng2_5P3rgUiXeBuutOW Ya56FSaLNze%HI 2-6-0 1 5 9 2-0-0 $ml1l 2-6.12 2-6.12 1-2 0 1-9-8 17 9 8 ' Scale=1:52.8 2x3 II 3.4 11 46 = 2x3 11 3x4 = 2x3 11 3x4 = 44 = 3x6 FP= 4x5 = 2.3 11 502 MTISHS = 3x4 II 4.6 = 46 = 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 m IN d 28 27 26 25 24 23 22 21 20 19 18 17 6x8 = 6x8 = 5x8 II 3x6 II axe II 3.6 FP= 6x12 = 6x10 = 6x8 = 6x8 = 6xB = 3x6 FP= FASTEN TRUSS TO BEARING(S) FOR THE GRAVITY UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. G&Z-1 LOADING (psf) SPACING- 2-0-0 CSI, DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 VeIt LL) -0.24 25-26 >999 480 MT20 2441 90 TCDL 20.0 Lumber DOL 1.00 BC 0.65 Ved(CT)-0.4025-26 >769 360 MT18HS .190 BCLL 0.0 Rep Stress Incr YES WE 0.91 Hom(CT) 0.04 19 n/a n/a BCDL 5.0 Code FBC20177rP12014 Matdx-S Weight: 224 lb FT=20%F, II%E LUMBER- SPACING - TOP CHORD 2.4SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(8at) except end verticals. WEBS 2x4 SP No.3(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-20: 2x4 SP M 30(flat) REACTIONS. (size) 28=Mechanical, 18=1-8-0, 17=Mechanical, 19=1-8-0 Max Uplift 18=-699(LC 3), 17=-927(LC 3) Max Grant 28=1395(LC 3), 19=3922(LC 3) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3055/0, 3-4= 3055/0, 4-5=4153(0, 5-6=-0153/0, 6-7=3923/0, 7-8=3456/0, 8-10=3456/0, 10-11=-955/0,11-12= 955/0,12-13=0/3592,13-14=0/35B9,14-15=0/2162 BOT CHORD 27-28=011801. 26-27=0/3833, 25-26=0/3923, 24-25=0/3923, 22-24=0/3923, 20-22=0/2438, 19-20=-1069/0, 18-19=-2162/0, 17-18=-1031/0 WEBS 6-25=-553/0, 7-24=01710, 13-19=-303/0, 14-18=0/1731, 2-28=-2189/0,2-27=0/1536, 3.27= 289/0,4-27=-952/0,4-26=0/457, 5-26=-302/0, 6-26=-205/615, 11-20=305/0, 10-20=-1817/0,10-22=0/1248, 7-22— 1207/0,12-20=0/2455,12-19=-3050/0, 14.19= 2296/0,15-17=0/1420,15-18=-1687/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 18=699,17=927. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each i mss with 3-10d (0.131' X 30) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 ®WARNING-VeHty0es19nparamele 1d READNOTES ON THISANDINCLUDEDMREKREFERANCEPAGEM674T mro.. MAKIA?015BEFOREUSE. �� Design valid for use only with M9ekO connectors. lnls design Is based only upon parameters shown, and Is for on IndiAd ual bullding component, not truss system. Before use. Me bulldIng designer must verify the oppllcolo 0y of design parameters and properly Incorporate this d%lgn Into the overall building design. Bracing use, is to prevent buckling of individual truss web and/or chord mamba only, Additional temporary and permanent bracing MiTek' h always mail for stability and to prevent collapse with passible personal Inlury and property damage. For general guldance regartling the fobilcolion, storage, deWery, erech'on and bracing of 1msses and% —systems. seeANSVTPII Quail CMnla, OSS49 antl SCSI bolding Campon.nt 69" Parke East Blvd. Safety mfomrotbnwollabie from Tmss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Temps, FL 33610 ID:s9obtaODPRznh3iWkEOmGMzgaFA-mHvBTxgky4yvbF_G007y4shCSIEOF _tELvC78gzesdl0 2-6.0 1 5.8 { 2.0-0 1-7-0 2-54 1 2-5-4 Scale=1:44.5 2x3 II 3x4 II 5.8 MT18H5= 2x3 II 3x4 = 3x6 FP= 3x4 = 3x4 = 2x3 II 3x5 = 2%3 II 5xB MT18HS= 3x4 = 1 2 3 4 56 7 8 9 10 11 12 13 m IN axis = Side = 3X6 FP= 3x6 II axis = 6x10 = 6.8 = 2x3 SP= 3x6 FP= 6, = 3.6 II 2.3 SP= LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.33 18-19 >930 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.61 Ve I CT) -0.54 18-19 >571 360 MT18HS 244/190 BCLL C.0 Rep Stress Incr YES WB 0.97 ..a(CT) 0.07 14 Na n1a BCDL 5.0 Code FBC2017/TP12014 Matrix-% Weight: 1831b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc puriins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 23=Mechanical, 14=0-8-0 Max Gray 23=1685(LC 1), 14=1685(LC 1) FORCES. (lb) -Max CompdMax. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-3886/0, 3-4=-3886/0, 4-6=-5775/0, 6-7=-5775/0, 7-8=-5984/0, B-9=-5751/0, 9-10=-5751/0, 10-11=3815/0, 11-12=-3815/0 BOT CHORD 22-23=0/2222, 21-22=0/5064, 19-21=0/5984, 18-19=0/5984, 16-18=0/5984, 15-16=0/5017, 14-15=012174 WEBS 7-19= 300/333, 8-18= 289/320, 2-23— 2701/0, 2-22=0/2038, 3-22=-287/0,4-22=-1444/0, 4-21=0/870, 6-21=.272/0, 7-21=-766/198, 11-15=-284/0, 10-15=-1472/0, 10-16=0/899, 9-16=-278/0, 8-16=-775/174, 12-14=-2663/0, 12-15=0/2027 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 20 =11%, joint 17 = 11 4) Refer to girder(s) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S. Magid PE No.53681 MiTak USA; Inc. FL Cart 6634 8604 Parke Eall Blvd. Tampa FL 33610 Bale: March 4,2020 Q WARNING- Vedy d1119e paremerera endHEAO NOTES ON MIS AND INCLUDED NIFEK REFERANCE PAGE N 4Ty rev. 1WD42015 BEFORE USE. '- Design valid for use only with MOekO connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not trusssystem, Before use,thebuilding designer mustverify the appllcoto yard esign parametersand properly Incorporate MIStleslgnInto Meoverall building design. Bracing lndimtetl is to prevent buckling of Individual truss web antl/ar chord members only. Atltlitlonal temporary antl permanent bracing MiTek' aalwaysrequiredforstabilityantlto prevent collapse withpossible personal Injury and property damage. For general guidance regarding the Miperks East BNtl. fabrication. storage.O."ary,erechon and bracing a trusses and L. system% seeANSVIPIIG CrtlrrM, DSBd9 and SCSI Bultlhp Componind 69 Safety Infoanatlanavolloble from Truss Role Institute, 218 N. Lee Street. Suite 312. Alexandria. VA22 14. Tampa, FIL 33ato RE: 76597 - Site Information: Customer Info: A GREAT HOME Project Name: BAILEY Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 45 T19568388 GRD 3/4/2( 46 T19568389 GRE 3/4/2( 47 T19568390 GRF 3/4/2( 48 T19568391 GRG 3/4/2( 49 T19568392 GRH 3/4/2( 50 T19568393 GRK 3/4/2( 51 T19568394 GRL 3/4/2( 52 T19568395 GRM 3/4/2( 53 T19568396 GRN 3/4/2( 54 T19568397 GRP 3/4/2( 55 T19568398 GRP1 3/4/2( 56 T19568399 J1 3/4/2( 57 T19568400 J1G 3/4/2( 58 T19568401 J3 3/4/2( 59 T19568402 J3A 3/4/2( 60 T19568403 MG 3/4/2( 61 T19568404 J5 3/4/2( 62 T19568405 J5A 3/4/2( 63 T19568406 J5G 3/4/2( 64 T19568407 J7 3/4/2( 65 T19568408 VG 3/4/2( 66 T19568409 JC5 3/4/2( 67 T19568410 JC7 3/4/2( 68 T19568411 KJ7 3/4/2( 69 T19568412 KJC 3/4/2( 70 T1956B413 KJG 3/4/2( 71 T19568414 M 3/4/2( 72 T19568415 M1 3/4/2( 73 T19568416 M2 3/4/2( 74 T19568417 M3 3/4/2( 75 T19568418 M4 3/4/2( 76 T19568419 M5 3/4/2( 77 T19568420 M6 3/4/2( 78 T19568421 M7 3/4/2( 79 T19568422 M8 3/4/2( 80 T19568423 MV4 3/4/2( 81 T19568424 MV6 3/4/2( 82 T19568425 MVA 3/4/2( 83 T19568426 P 3/4/2( 84 T19568427 PBA 3/4/2( 85 T19568428 PBB 3/4/2( 2of2 ID:s9obtaODPRznh3iWkEOmGMzgaFA-1glxuds?TiCcrZ8eW p109HmZs6uJJXoDhEDizexH_ 0-1-8 H r 2-6-0 oI 8-01 2-0-0 1 I-G-12 1-8-4 Scale =1:az.a 2.3 11 4x5 = 3.5 = 2x3 11 3.4 = 5x6 = 2x3 II 3x6 FP= 3x6 = 2X3 11 3x4 = 3x4 11 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 6x10 = 6x8 = 3x6 FP= 3x6 II 4. II 3x6 FP= axe = 5x6 II 5x6 11 1W� 6 14 6.8 = 13-7.8 11-6-o 11-s-o 12 6-0.13-6-0 H 1-0-0 1-0.0 17.9�12 4.24 25-oU 7-24 Plate Offsets (X,Y)-- o-1.8 f1:Edge,0-1-81.16:0-1-8,Edge1,17:0-1-8,0-0-01,116:0-3-0,Edgo1.118:0-3-0,Edge7,124:0-1-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (roc) Vde9 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.15 19-20 >999 480 MT20 244/190 TCDL 20.0 Lumber COL 1.00 BC 0.77 Verl -0.24 19-20 >867 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.02 16 WE n/a BCDL 5.0 Code FBC2017/TPI2014 Matdx-S Weight: 1811b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(Bat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 15-16,14-15. REACTIONS. (size) 23=0-3-8, 14=Mechanical, 16=0-3-8 Max Grav 23=1079(LC 3), 14=380(LC 4), 16=1831(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2192/0, 3-0=-2192/0, 4-5=-2402/0, 5-6=-2402/0, 6-7— 1860/0, 7-8=-1860/0, 8-10=0/629,10-11=-157/264, 11-12=-157/264 BOT CHORD 22-23=0/1382, 20-22=0/2523, 19-20=0/1860, 18-19=0/1860, 16-18=0/1022, 15-16=-629/0, 14-15=-43/339 WEBS 6.19=.1070/0, 7-18=-017/0, 10-16=-843/0, 2-23=-1662/0, 2-22=0/993, 3-22=-290/0, 4-22=.405/0,5-20=-380/0, 6-20=0/1320, 8-16=-1946/0, 8-18=0/1268, 12-14=-412/52, 12-15=-369/0, 11-15=-254/0, 10-15=0/767 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Michael S. Magid PE No-536al MiTek USA, Inc. FL Cert6634 6904 Parke East BNB Tampa FL 33610 Data: March 4,2020 OWARNING- Veflrydesfgn peremetera end READNOTES ON THIS AND INCLUDED MREKREFERANCEPAGE MIP— rev. 1Na9I1015BEFOREUSE. ��- Design valid for use only with MRekw connectors, This tleslgn IS basetl only upon parameters shown, and Is for an Individual building component, not puss system. Betare use, me building designer must verify the appllc.1,11 t, bids f tleslgn parameters and �roperly Incorporote mis tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord me only. AtltllNanal temporary and permanent bracing MiTek' Is always requlred for stabllhy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNry. 6. eroc8on and bracing of busses and truss systems WbANSIMII QuaT CmMa, D3349 and BCSI Building Component 6904 Parka Easl BNd. Safety mfomnafbnevallable from Thus Fare Institute. 218 N. Lee Street Suite 312, Alexandra, VA 221114. Tampa, FL 33610 Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MITek Indusmes, Inc. Mon Mar 2 14:14:58 2020 rage 1 ID:s9obtaODPRznh3iW kEOmGMzgaFA-BsbKSztdE7LTSiir4W YfhUJkxVDmSOEgItOnk9zexGz 0.1-8 H H �•6 0 2-4-12 I—y, 2-0-0 t—ti Scale = caz.a 3x4 11 3x4 II 24 11 3x4 = 3x5 = 30 = as 11 3x4 = 5x6 = 5x6 = 3x6 FP= 2x3 11 3.4 = 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 \ qw. 1,E ml sd 5x6 = 5x6 11 3x6 FP = 3x6 II 3x6 II 5x6 11 3x6 FP= 5x6 11 6x8 = 6x8 = 6-0 104-12 10 1260 13 _a 25 PO tOd-12 0- -8 1-PO 1-0-0 1160 0-11-/2 Plate Offsets (X Y)-- [1:Edoe 0-1-81 [6:0-1-8 Edge] [7:0-1-8 Edge] [18:0-3-00-0-0] [23:0-1-8Edge] [24:0-1-80-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) War Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0,49 Ven(LL) -0.13 17-18 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BIC 0.73 VSri -0.21 17-18 >840 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Hom(CT) 0.02 14 n/a Na BCDL 9.0 Code FBC2017/TPI2014 Matdx-S Weight: 181 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 23=0-3-8, 14=Mechanical, 20=0-3-8 Max Grav 23=675(LC 8), 14=960(LC 4), 20=1588(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-1028/0, 3-4=-1028/0, 6-7=-1041/0,7-8=-1701/0,8-10=-1701/0, 10-11=-1816/0, 11-12=-1816/0 BOT CHORD 22-23=0/786, 20-22=0/781, 19-20=0/1041, 18-19=0/1041, 17-18=0/1041, 15-17=0/1983, 14-15=0/1173 WEBS 6-19=011169, 7-18=-1150/0, 2-23=-943/0, 2-22=0/297, 3-22=-290/0, 4-22=0/361, 4-20=904/0, 6-20=-1819/0, 12-14=-1426/0, 12-15=0/787, 11-15=-291/0, 10-17=-379/0, 8-17=-365/0, 7-17=0/1418 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6994 Parke East Blvd. Tampa FL 33610 Oat.: March 4,2020 O 'ARMING -Verify Oesrgnpar.m.rers end READ NOTES ON TNISANO INCLUDEOMREKREFERANCEPAGEMIFT4T3 rev. IMSOVIS BEFORE USE. �' Design vold for use only with MITek® connectors. this design IS based only upon parameters shown. and Is for an Indlvlduol building Component, not two system. Before use, the bullding designer must verify the aprsto.billN of design corameters and properly Incorporate this tleslOn Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only' Addltlonal temporary and permanent bracing MiTek' Is oWaysrequied for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the fobdcotion. storage, delivery. erection and bracing of trusses and truss systems seeANSUIPII G990h/ Cdt9do, DSB419 and SCSI BAding Cemp9n9nt s904 Parke East Blvd. Sof9W Infomurtio rwllobie afrom Truss Plate Institute. 218 N. Lee Street Suite 312, Alex aft VA 22314. Tampa, FL 33610 0.3.8 H H �•6--0 3x4 = axis = 1 2 3 22 21 ,.to = 8.330 5 ID:s9obtaODPRmh3 2-0-0 2-0-0i 2-0-8 3x5 = 3x4 = 3x4 = US FP= 4 5 6 7 8 9 Ora 9 =1:36.6 6x8 = 3x5 = 3x4 = 10 11 12 13 20 19 18 17 16 15 3x6 = 3.6 FP= 3.8 = 5.10 = 3.6 SP= LOADING (psf) SPACING- 2-0-0 CSI. I DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Ven(LL) -0.24 18-20 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.87 Vert(CT)-0.3718-20 .710 360 BCLL 0.0 Rep Stress Incr YES W B 0.48 Ho.(CT) -0.08 13 We rda BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 127 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat)'Excepr BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. 1-21,13-15: 2x4 SP M 30(flat) REACTIONS. (size) 1=0-3-0, 13=0-3-0 Max Gray 1=1427(LC 1), 13=1427(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 1-3--1003/0, 3-4=-1797/0,4-5=-3850/0, 5-6=-3850/0, 6-7=-4157/0, 7-9=.3850/0, 9-10=3850/0, 10-11=-1797/0, 11-13=-1803/0 BOT CHORD 20.21 -0/3041 , 18-20=0/4157, 1 7-18=0/4157,16-17=0/4157, 15-16=0/3041 WEBS 1-21=0/2184, 3-21=297/0,4-21=-1540/0,4-20=0/1003, 5-20= 351/0, 6-20= 734/33, 13-15=0/2184, 11-15=-297/0, 10-15=-1540/0, 10-16=0/1003, 9-16=-351/0, 7-16=-734/33 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Ali plates are 2x3 MT20 unless otherwise indicated. 3) The Fabrication Tolerance at joint 19 = 11 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 op and fastened to each truss with 3-10d (0.131° X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord beading and first diagonal or vertical web shall not exceed 0.5001n. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Pa1ke East Blvd. Tampa FL 33610 ,)ate: March 4,2020 AWARNING -VIdlydesf9AParem M,MdREADNOTESONTHISANDINCLUDEDMREKBEFERANCEPAGEMa-T4T3rev.104131VI6B£FOREUSE. Design valld for use only with MOek® connectors, This design Is based only upon parameters shown, and Is for on Individual building component, not huss system, Before usethe buildng designer must verify the appllcabll8y of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated' is to prevent buckling of Indlvldual huss web and/or chord mamba only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and prop cry damage. For general gultlance regartling the fabrication, storage, delivery, erection and bracing of Trusses and huss systems, seeANSt"P11 Cm9do. DSB419 and SCSI Buldhp Component 6904 Palle East Blvd. Sably Infoenatlasar oaoble from Truss Plate InsSMe. 218 N. Lee sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 0-3-8 H 2-6-0 2-0-8 � . 2D-O r 2-0-8 3.6 FP= 3.6 FP= 6.8 = 5x6 II 5x6 II 1 2 3 45 6 7 22 89 10 20 19 18 17 16 15 5x12 = 3.10 = 3x6 FP= 2x3 II 3x10 = 3xB WB= 2x3 II 0r�3118 'SGIe=1:39.1 6xB = 11 12 �mb 14 13 Sx12 = 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Wefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.18 16-17 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.W BC 0.89 Vert(CT)-0.3216-17 >829 360 BCLL 0.0 Rep Stress [nor NO WB 0.56 Ho2(CT) -0.05 12 nta nta BCDL 5.0 Code FBC2017/fP12014 Matrix-S Weight: 155 lb FT=20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(8at) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-20,12-14: 2x4 SP M 30(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (size) 1=0-3-0, 12=0-3-0 Max Grav 1=1508(LC 1), 12=1497(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1989/0, 2-3=-1989/0, 3-5=4320/0, 5-6=-4320/0, 6-7=-4638/0, 7-8=-4281/0, 8-10-4281/0, 10-11=-1973/0, 11-12=-1973/0 BOT CHORD 19.20=0/3359, 17-19=0/4638, 16-17=0/4638, 15-16=0/4638, 14-15=0/3324 WEBS 1-20=0/2417, 2-20=-362/0, 3-20=-1678/0, 3-19=0/1177, 5-19=-488/0, 6-19=-794/81, 12-14=0/2397, 11-14=-364/0, 10-14=-1655/0, 10-15=0/1173, 8-15=-447/12, 7-15=-802/19 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise Indicated. 3) The Fabrication Tolerance at joint 18 = I I 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 13-21=.10, 1.12=.120 Concentrated Loads (lb) Vert: 4=-75 22=75 Michael S. Magid PE Na.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2020 A& WARNING -Vedfy design peramefem end READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MI4)4YJ rev, la=015 BEFORE USE. ��� Design valld for use only with MOekO connectors. fils tleslgn Is based only upan parameters shown, and Is for an Individual building component, not truss system. Before use, the bulloing tleslgn., must verify Me appllcablllty f tleslgn parameters and properly Incorporate fhb tleslgn Info the overoll building tleslgn. Bracing Indicated is to prevent buckling ofindivldual trussweb and/or chord mombe only. Addi9onaltemporaryand permanent bracing MiTek' h Ow""requIr for stabllity and to prevent collapse with possible personal injury and property damage. For general gu11.rce regarding the fabrlca=storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPi1 Dopy Cm flo, DS949 and 6CSI But Component 690a Parke East Blvd. Saf.ty Informatbrpvoilabie from Truss Fate InstlNte. 218 N. Lee Sheet . Suite 312, A..ndro. lVA 22314. Tampa, FL 33610 0-1.8 2-6-0 H r 3x4 II 3x5 = 3x4 = 1 2 E%Q8 o-3-4 I 2-0-0 0� 12 2x3 11 4x4 = 2x3 II 3 4 53x4 = 6 Scale: 12•=1' 3x4 = 3x4 II 7 B 13 12 11 10 9 05 = 2x3 11 2x3 11 arts = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Ii Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.07 10-11 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -113-14 >999 360 BCLL 0.0 Rep Stress [nor YES WB 0.41 HOrz(CT) 0.02 9 n/a Na BCDL 5.0 Code FBC2017rFP12014 Matrix-S Weight: 90 lb FT=20%F, II%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flot) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2.4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 9=Mechanical, 14=0-3-8 Max Gmv 9=930(LC 1), 14=923(LC 1) FORCES. Ila) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1681/0, 3A---1681/0, 4-5=-1752/0, 5-6=-1672/0, 6-7=-1672/0 BOT CHORD 13-14=0/1119, 12-13=0/1752, 11-12=0/1752, 10-11=0/1752, 9-10=0/1100 WEBS 2-14— 1359/0, 2-13=0/696, 3-13=-262/57, 4-13=-050/100, 7-9=-1352/0, 7-10=0r709, 6-10=-262/35, 5-10=-429r77 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X 3-) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33810 Date: March 4,2020 AWARNING. Vedtydeel91pov feraendREAONOTESOilMSANDINCLUDEDMREKREFERANCEPAGE1110-7479—leAr ifirs9EFOREUSE. �� Design valid far use only wlrh Mwek®contractors, This design Is based only upon parameters shown, and Is for an Individual building component, not buildifruitsng systemBefore BiddngIndlcateso the edlIsvto prevent bucklingmust oMtllvltlPllaall trust so and/or chard rmemberproperty only, Additional temporary ary designIntoperm nerd,t g uir g prevent collapse go poraeard permanent bracing WOW Is always In atom e, stability and erection tracing of with possible per5pnal ln)ury and property damage. For SIM9general guidance rewarding the fabrication, storage, tlelNery, erection and bracing of trusses and hors systems. seeAN31/IPI7 QuplBy Cdteda, DSBdY vnd BC31 BuldYrp Companenl 6904 Parke Ent Blvd. spr.tr InrurmOdprovalli from truss Rare Institute. 218 N. tee Street. Suite 312. AlexanM VA 22314. Tampa, FL 33610 as Truss, Inc., Fort Pierce, FL B.a3u s — 1 J —u m1 I ex industries, me. m rage I I D:s9obtaODPRmh3i W kEOmGMzgaFA-bRHSk_vVXwj2JARPle6MJ7xlEjLM816jrf RLUzexGw 2-5-4 22�0.12 22i 4 1.4-14 i 1-4-14 2-1-0 �1-2.0� ' Scale=1:23.1 a 4x6 II 3x6 II 5 6 4x8 = 3x4 11 3x5 = 3x4 II 4x6 = 3x6 = 7 B 9 d 10 4x6 = 3x6 = 3x4 = FASTEN TRUSS TO BEARING(S) FOR THE GRAVITY UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (led) all Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.29 Vert(LL) -0D4 14 >999 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.35 Vert(GT) -0.06 14 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.78 HOr4(CT) 0.01 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matdx-S Weight: 110 Ib FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2.4SP M 30(flat) TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 11-12. REACTIONS. (size) 16=0-8-0, 10=1-8-0, 11=1-8-0 Max Uplift 10=-880(LC 1) Max Grav 16=1040(LC 1), 11=2050(LC 1) FORCES. (lb) - Max. Comp lMax. Ten. -All forces 250 (lb) or less except when shown. ' TOP CHORD 1-16=-1030/0, 9-10=0/877, 1-2=-1419/0, 2-3=-1419/0, 5-6=-113910, 6-7=-306/0, 7-8=-3D4/0, 8-9=0/699 BOT CHORD 14-15=0/1787, 13-14=0/1719, 12-13=0/768, 11-12=-699/0 WEBS 8-11=-109110, 8-12=0/1301, 9-11=-1159/0,3-13=-642/0,3-5=-936/0, 6.13=0/590, 6-12=-736/0, 1-15=0/1642, 2-15=-575/0, 3-15=-433/0 NOTES- 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 10=880. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13V X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increas-1.00, Plate Incre to-1.00 Uniform Loads (ell) Vert: 10-16— 10, 1-3=-220, 4-9=-120 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 A WARNING -VeNfydesl9m puemeters—READ NOTES ON Tma AND INCLUDED MmEKREFERANCEPAGEMIF74>3mit IG=?015BEF0RE USE. Design valid for use Only with M6ek® connectors, This design Is based only upon parameters shown, and Is for on Individual building component, not truss system. Before use, the bulltling designer must verify the applicability of tleslgn parameters and �roperI Incorporate }his tleslgn Into me overall bulldIngdeslgn, Bracing Indicated is to prevent buckling of lndlvidual truss web and/or chord memb0 only. Additlonal temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tomes and truss systems seeANSVIPIl Cuoil8yCmMc. DS349 and IIC61 Building Compnn inf. 69N Parke East Blvd. Safisty bsformallorgvolable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa, FL M610 2-54 3x4 = 1 3x6 = 8.338 s Feb 13 2o2U MI I K maustnes, Mo ID:s9obtaODPRznh3i W kEOmGMzgaFA-3drgxKw7lEmKOa 2-0-0 :M7 2x3 II 4x4 = 2x3 II 3x4 = 3 4 54x4 = 6 7 Scale=1:23.1 3x4 = B 4x5 = 2x3 II 2x3 II 4x5 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL AD.0 Plate Gdp DOL 1.00 TC 0.26 Ved(LL) -0.06 12 Z9 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.39 Vert(CT)-0.081314 >999 360 BCLL C.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 9 rVa n/a BCDL 5.0 Code FBC2017/TPI2014 Matdx-S Weight: 86 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2-SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end vedicals. WEBS 2x4 SP No.3(Bat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 14=0-8-0, 9=0-8-0 Max Gmv 14=894(LC 1), 9=894(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1555/0, 34=-1555/0, 4-5=-1616/0, 5-6=-1555/0, 6-7=-1555/0 BOT CHORD 13-14=0/1029, 12-13=0/1616, 11-12=0/1616, 10-11=0/1616, 9-10=0/1029 WEBS 3-13=254/61, 4-13=436/102, 6-10=-254/61, 5-10=436/102, 2-14=-1274/0, 2-13=0/658, 7-10=0/658,7-9=-1274/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2020 AWARNING-Ved/ydes190yaremel 1dREADNOTES ONTHISAND INCLUDED MREKREFERANCEPAGEMIFT4T3—aPoY1015BEFOREUSE. Design v011tl for use only with M9ek®connectors.lhls tleslgn Is basedonly upon'oro ""'shown. and Is for"IndNltlucl bulltling component, not buss system. Before use, the buIl01ng tleslgner must verify the oppllcpb" of tleslgn parameters Ono properly Incorporate this tleslgnInto Me overall bulltling design. B'.Cing lntllcptetl lsto prevent buckling of lndNldual truss web and/orchortl mamba o ly. Additional temporary and permanent bracing MiTek' b always requl ad for stOblllty and to prevent collapse with possible personal lniury and propedy tlamage. For general guld no. Ig drtl . the fabricpll storage. tlelNery, erectlpn and bracing of Cusses and trans systems, seeAN41/IPI I Duo1pyCdbM, DSk-09 and !(31 lWldbO Gmp0nwl 6904 Parka East BNd. SaIs Inbrmattmm'0a0ble hom Truss Rafe Institute. 213 N. Lee50eet Sulfa 3, 2, Alexontlrl0, VA 22314. Tampa, FL W610 2-0-12 3x4 = TIMER 2-54 2-5-4 14-14 i 1-4-14 1-9.0 1-9.0 S le = 1:23.1 3x6 II 6x8 = 3x6 II 3x4 = 3x5 = 3x4 = 4 5 6 7 8 9 E%IO = p d 3x6 = 13 3.4 II 12 3x5 = 11 3x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Ven(LL) -0.06 12-13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.48 Ven(CT) -0.10 12-13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.98 HDR(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 105 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 15=0-8-0, 10=0-8-0 Max Grav 15=1251(LC 1). 10=959(LC 1) FORCES. (lb) - Max Comp- Mex. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1241/0, 1-2=-1778/0, 2-3=-1778/0, 4-5=,314/0, 5-6=-1964/0, 6-7=-1435/0, 7-8=-1431/0 BOT CHORD 13-14=OP2491, 12-13=0/2386, 11-12=0/1767, 10-11=01853 WEBS 8-11=0/832,8-10=-1206/0, 1-14=0/2059, 2-14=-572/0, 3-14= 837/0, 3-12=-467/0, 3-5=-1678/0, 6-12=0/314,6-11=-532/0 NOTES- 1) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1,00 Uniform Loads (tali) Vert: 10-15=-10, 1-3=-220, 4-9=120 Michael S. Magid PE Np.53631 MiTek USA, Inc. FL Cen 6634 6904 Parke East Bivd. Tampa FL 33610 Date: March 4,2020 ,&WARNING-Veraxd1W9nperemeaM=dBEAD NOTES ON TN/SAND INCLUDED MREKBEFERANCEPAGE MI — rev. la=rV15 BEFORE USE ��- Oesign valld for use only with MOek9 connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not hu, system, Be tore use, the bulltling designer must verity the appllcabillty of tleslgn parameters and properly Incorporate this tleslgn Info the overall bulldIngdesign. BradnglntllcatatllsroprevenibucWingoflndMdualtrunweband/or chord members only. AddltlanaItemporaryantlpermonembrocing MiTek- Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcatlor6 storage, delNery, erection old bracing of trusses and truss systems. socANS"' Pl1 Cu-TDWCdtolxl, DSB419 and BCSI Building Compenont 69N Parke East BNd. Sabty Infoanatbnavolloble from Truss Plate Institute, 218 N. Lee street sure 312. Alexandria, VA 22314. Tampa, FL 33610 2 5.4 0�7� 2-0-0 1.2.0 Scale=1:23.1 3x4 = 3x4 = 2x3 II 3x4 = 2x3 II 3x4 = 3x4 = 1 2 3 4 5 6 73x6= 8 GRAVIN UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD ' MOVEMENT OF THE BEARING. 6-0-0 70 00 H-B 12-5-8 1 6-0-0 4-4.0 14-fi0l.l0 I Plate Offsets (X,Y)-- 14:0-1-8,Edgel, 15:0-1-8,0-0-01, 18:0-1-8,Edge1. 111:0-1-8,Edgel, r12:0-1-8,Edoe1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grp DOL 1.00 TC 0.32 Ved(LL) -0.06 12 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.45 Verti -0.10 12 >999 360 BCLL t' Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 10 n/a We BCDL 5.0 Code FBC2017/TPI2014 Matrx-S Weight: 881b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2-SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 do pudins, BOT CHORD 2.4SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. (size) 10=1-8-0, 9=1-8-0, 14=0-8-0 Max Uplift 91 8) Max Gray 10=1209(LC 8), 9=372(LC 7), 14=796(LC 1) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-1295/0, 3-4=-1295/0, 4-5=-1251/0, 5-6=-1251/0 BOT CHORD 13-14=0/895, 12-13=0/1256, 11-12=0/1251, 10-11=01878 WEBS 5-11=-308/0, 7-10=-6161126, 3-13=-286/0, 6-10=-1085/0, 6-11=0/545,7-9=-380/404, 2-14=-1109/0, 2-13=0/500 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001le uplift at joint(s) except Qt=lb) 9=286' 3) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data: March 4,2020 O WARNING- VeUtytleslgnp=.awrsanOBEAONOTESONTN/SANOINCLUOEOM REFEBANCEPAGEM&74] ,re pa=a015BEFOREUSE �■' Design did for use only with M6ek®connectors.7hiscall is based only upon parameters shown, and is for an lntllvlduai building component, not `w huss system . Before use, the building designmr jlt verity the coal loablllly itleslgn parameters and prorperly Incorporate this tleslgninto me overall building tlesign. Bracing lntlicatetl l5 to prevent buckling of Individual fruss web and/or chard membe o ly. Additional temporary antl permanent bracing MiTek' Is always r. redtor stabllity antl to prevent collapse with possible personal Injury and property Courage. For general guldan—agarding Me fobrlcotlam storage, dellvery, erection and brocing of trusses and truss systems,—ANSUIPII Guo'y Cdfedo, DS9479 and SCSI Building Component 69N Parke East M. Safety mformallonwcicbus le from TaPlate Institute, 218 N. Lee street. Suite 312 Alexandrlo. VA 22314. Tampa, FL 33610 3x6 = ID:s9obtaOD P Rmh3i W kEOmGMzgaFA-OOybMOxOgr5dBdA_Onf3AZrgwlws9hZPpt6yozuGt 2-5.4 2-1-9 2-0.13 2-5-4 1-4-14 1 1-4-14 �1-2-0� ' Scale=1:232 5x6 II 3x6 II 6 7 4x6 = 3.4 = 8 9 d 2.3 II 3.8 = 3x4 II 45 = 44 = 3x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.08 13 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC O.fi2 Vert(GT) -0.14 13 >999 360 RCLL 00 Rep Stress [net NO WB 0.61 Horz(CT) 0.04 10 n/a n/a SCDL 5:0 Code FBC2017/rP12014 Matdx-S Weight: 1101b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2.4 SP M 30(flat) TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 ad pudins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. REACTIONS. (size) 10=0-8-0, 16=0-B-0 Max Gtav 10=1050(LC 1), 16=1393(LC 1) FORCES. (lb) - Max. CompJi Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3064/0, 3-4=-3064/0, 5-6=-359/0, 6-7=-1867/0, 7-8=-713/0 BOTCHORD 1 5-16=0/2049,14-15=0/2049, 13-14=0/3172, 12-13=0/3049, 11-12=0/1338, 10-11=0/711 WEBS 8-11=01793, 8-10=-1214/0,4-12=-1310/0,4-6=-1532/0, 7-12=0/839, 2-16=-2355/0, 2-14=0/1183,3-14=-514/0, 7-11=-996/0 NOTES- 1) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) 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 +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) ert V: 10-16=-10, 1-4=-220(F=-100), 5-9=120 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33010 Data: March 4,2020 OWARNING- Verity dest9apare1erere a ad HEAD NOTES ON TNISAND INCLUDED avrEKHEFEHANCEPAGEM6—nn,. rdtUdD1SBEFONEUSE 0eslgn vclltl for use only with MOelda connectors, This design Is based only upon parameters shown, and Is for an inclAdual building component, not husS system, Before use. the bulltling designer must verify the oppllcabllity of tlesign parameters and properly Incorporate this tlesign Into the overall bulichtidealgn. Bracing indicated is to prevent buckling of dud mu web antl/archortl members only. Additional temporary and permanent bracing MiTek' Is always required forstabill-d.1opre-- collapse with posside personal injury and property damage. For general guidance regarding the fab6caflon storage, delNery, or.Chon and bracing of frusses and muss systems seeANSUTI'll Cypmy CMrrM, DS6d9 and BCBI Building Component 69W Palle Eest Blvd. Sartain, tn/onnatbrnva0obie from Taus Plate Instrute. 218 N. Lee Sheet. Suite 312, Alexandria. VA22314. Tampa, FL 33610 6-11-4 734 10.7-4 11-34 18-8.1 25.6.6 6-11-4 0-0-0 3-0.0 8- 6.11-13 7-3-5 3x6 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY Scale=1:61.0 5.00 12 3x4 11 BRACED BY PU RUNS APPLICABLE 2-BL O.C. SS DESIGNS 2 3 17 a TYPICAL FOR ALL APPLICABLE TRUSS DESIGNS 4x8 - IN THIS JOB. 6 15 1B 46 4 3x4 5 19 46 6 44 - PP 13 1 20 4.12 _ Iv 10 I B 3x6 II 2.3 11 14 921 f8 3x4 11 3.8 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.1712-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) 0.48 7 nula rule BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.0712-13 >999 240 Weight: 1911b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 3-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Ezcept' 6-0-0 oc bracing: 10-11. 1-14: 2x4 SP M 30 1 Row at mdpt 3-12 WEBS 1 Raw at midpt 1-14, 4-12, 4-10, 5-10 REACTIONS. (size) 7=Mechanical, 14=Mechanical Max Hom 14---185(LC 12) VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Uplift 7=-534(LC 12), 14=-630(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Maz Grav 7=939(LC 18), 14=934(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-708/604, 2-3=-590/657, 3.4=586/654, 4-5=-741/677, 5.6=-883/643, 1 3-14=.934/845,1-13=-859/835, 6-7=-882l708 BOT CHORD 12-13=-1981251, 3-12=-1491257, 8-10=-504/754 WEBS 5-8=-239/315, 6-8=-551/826, 10-12=-270/692, 5-10=-315/272, 1-12= 610/725 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 6-11-4, Esdedor(2) 6-11-4 to 15-6-3, Interior(1) 15-6-3 to 25-4-10 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip COL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load -concurrent 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 7=534, 14=630. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 0WARNNG-Verify"e"'pe-efereendREADNOTESONTN/SANDWCLUDEDMR KREFERANCEPAGEM 74Mmre D 102015BEFOREUSE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and Is far an lndMdual building component not a truss system. Before use, Me building designer must verify the applicabllliy of design parameters and "roperly Incorporate this design Into me overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or choltl mamba oNy. Additlonal temporary cnd permCnent bracing Welk' always required for stability and to prevent collapse with possible personal InIM and properly damage. For general guidance regarding the fabrication. storage. do lvery. erection antl bracing of hustes and bust systems, seeANSUR11 psro6ly CMnlo, DSS419 and SCSI Building Component e904 Parka Easl Blvd. Safety Info mationavollable horn Truss %ate Institute, 278 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 3361a as, Inc., Fen Flame, rL a u a rep -eu- Nil I as madames, me. M rage r ID:s9obtaODPRmh3iWkEOmGMzgaFA-UCWzZMy0b9DUon1B UAITS_BKIFbgeieTdfUFzexGs 0-1-8 Fi 0.9-0 l 0.10.0 2-7.0 2-0.0 1 2.6-0 Seale=1:17.7 3x6 = 2x3 11 3x4 = 2x3 11 12x3 11 2 a 3x6 = 4 5 6 3x4 II 3x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) VIUd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.23 VeIt(LL) -0.01 7-8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 RC 0.16 1/en(CT) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress their YES Will 10.00 7 r1/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 601b FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or6-0-0 oc bracing, Except: 10-0-0 oc bracing: 7-8. REACTIONS. (size) 10=14-0, 7=Mechanical, 9=1-4-0 Max Grav 10=175(LC 3), 7=466(LC 4), 9=649(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=541/0, 4-5=541/0 BOTCHORD 7-8=0/530 WEBS 5-7=-619/0,4-8=-279/0,3-9=-626/0,3-8=0/656 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131' X 3') nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Michael S. Magid PE No.63681 MITI ek USA, Inc. FL Can 6834 69" Parke East Blvd. Tampa FL 33610 Date: March 4,2020 QWARNING- l4shry design parameters antl READ NOTES ON THISANDINCLUDED N—REFERANCE PAGEMI17413 , 1aN.2WtaflEFOREUSE �'- Design valid for use only with MRek®ccnnectors. Als design Is based only upon parameters shown, and Is for an iha t dual bulltling component, not truss system. Before use, the building designer muss verify the appll—bilry of desion parameters and properly Incorporate this design Into Me overall building design Bracing use, is to prevent buckling otlndIlIduOl truss well antl/or chord membe only, the -.'.If MiTek' 6 always regueed for stability and to prevent callapso with possible personal Injury and property damage. For general guidance regarding the fobrlcotbn, storage, delNory, erection and bracing of trusses antl truss sysrems, seeAN5VTPII Quao�y Cot do. DSld9 and IICSI Building Component 69N Parke East BNd. Saf.ty Infemtationavalobie from Then Rate Institute. 218 N. Lee Street. Suite 312 Alexonddo. VA22314. Tampa, FL W610 Job Truss Truss Type �Qty Ply T19568381 76597 G Hip 2 1 Job Reference (optional) - Chambers Truss, Inc., Fort Pierce, FL 6.330 s Feb 13 2020 MiTek Industries. Inc. Mon Mar 2 14:15:04 2020 Pace 1 Scale=1:47.1 5.00 ri2 A. = Sx6 = 4.12 4x12 3.00 12 5 28 28 6 7 20 19 18 17 16 15 14 13 12 3x4 = 3x4 = 2x3 II 3x6 = 3.4 = 3.4 = 3x4 = I 2-0.0 7-11-14 9-0-0 15-0.0 16.0.21 22.0-0 24-0.0 2-0.0 5-71-14 1-0-2 6-0-0 1-0-2 5-11-14 2-0-0 Plate Offsets (X,Y)- [2:0-0-8,Edge], [3:0-1-12,0-0-7], [3:0-7-4,0-3-11,[5:0-5-4.0-2-0],16:0-3-0,0-2-4], [8:0-1-12,0-0-7], [8:0-7-4,0-3-1], [9:0-0-8,Edge], [13:0-0-8,0-1-81. [19:0-0-0 0-1-e1 LOADING (ps1) SPACING- 2-0-0 CST. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.14 18-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.2718-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 HOrz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.21 13-14 >999 240 Weight: 1521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 19-21, 11-13 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Hors: 2=-63(LC 10) Max Uplift 2=a14(LC 12), 9= 714(LC 12) Max Gmv 2=1024(LC 1). 9=1024(LC 1) FORCES. (ITT) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2893/1977, 3d=-2324/1714, 4-5=-1378/1133, 58>1315/1093, 6-7=-1378/1118, 7-8=-2324/1709, 8-9= 2893/1977 BOT CHORD 2.21- I825/2795, 9-11=-1866/2794, 18-19= 316/474, 17-18=-879/1306, 15-17= 881/1315, 14-15=-901/1307, 13-14=-317/474 WEBS 4-18=-367/328, 5-17=-106/276, 6-15=-94/277, 7-14=-368/331, 18-21=810/847, 11-14=-590/847,4-21=-683/984,7-11=-696/984 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45N; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 1-1-0, Intedor(1) 1.1.0 to 9.0-0, Exterior(2) 9-0-0 to 13-2.15, Interior(1) 13-2-15 to 15-0-0, Exterior(2) 15-0-0 to 16-0-2, Intefior(1) 16-0-2 to 26-0-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=714, 9=714. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 QWARNING - Verify deslgn paremafera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX74T3 rev. 14=I f56EFORE USE. w Design valltl for use only w m MOeI� connectors. This deslgn Is based only upon parameters Shown, and Is for an IncMdual building component, nat truss system. Before use. the buiiding designer must verity the appllcoblllty of deslgn parameters antl properly Incorporate this tleslgn Info the overall builtling design. Bracing indicated 6 to prevent buckling of lndNldual truss web and/or chord membe o ly. Addl6onal temporary antl permanent bracing MiTek' Ls alwaysrequlred for stability andtopreventcollapsewim possible personal Injury and property damage. Forgeneral guidance regording the fabrlca6on, storage. delNery, erecaon and bracing of busses and tnas systems. seeAN"vlT` i CualX8yy CMaM, D5E8D and SC518uidbp Cempenrrnt 6904 Parka East Blvd. Sally Inlprmalbnwoiloble ham Truss Poole Institute, 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 � OlY Ply T79568382 2 1 Job Reference(optionap 8.330 s Feb 13 2020 MiTek Industries. Inc. Mon Mar 2 14:15:05 2020 Pace 1 Scale=1:47.1 5.00 FI2 44 = 4.4 = 5 6 0)m d b 20 19 18 17 15 14 13 3x4 II 3x4 = 3x6 = 3x4 = 3x4 II 3x4 = 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell Vd PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TIC0.35 Vert(LL) -0.11 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.21 15 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB I Horz(CT) 0.04 9 r✓a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.16 15 >999 240 Weight: 158 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc puffins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 19-21, 11-13 REACTIONS. (size) 2=0-8-0, 1 Max Harz 2=93(LC 11) Max Uplift 2=-714(LC 12), 9=-714(LC 12) Max Grav 2=1024(LC 1), 9=1024(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23--2885/1978, 3-4=-2313/1708, 4-5=-1219/1014, 5-6=-1097/977, 6-7=1219/1020, 7-8=-2313/1706, 8-9=-2885/1978 BOT CHORD 2-21=-1845/2784, 1B-19=-284/431, 17-18=-933/1354, 15-17=-709/1097, 14-15— 944/1354, 13-14=-286/431, 9-11=-186512784 WEBS 18-21=-663/950, 4-17=-440/366, 5-17=243/346, 6-15=-246/346,7-15=-440/363, 11-14=.673/950,4-21=-637/918, 7-11=-644/918 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2j Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-1-0, Interior(ij 1 -1 -0 to 11-0-0, Exterior(2) 11-0-0 to 16-0-2, Inte for(1) 16-0-2 to 26-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) except 61=11b) 2=714, 9=714. Michael S. Magid PE No.63681 MIT.' USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2020 Q WARNING -Ved/ydeslge paramaramaed READ NOTES ON THISAND/NCLUDED MREKREFERANCEPAGEMIM"nsv ilar0Y20159EFOREUSE ��- Design valid for use only with MBekla connectors. Ihb design Is basetl only upon parameters shown, and Is for an Intlivltlual bulltllnB component, not huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn.&o""I'tlicatetl is to prevent buckling of lntllvltlual huss web and/or chord mamba only. Atltll11on01 temporary and permanent bracing MiTek' is alwaysrequlredfar stablllty antl to preveni collapse with possible personal Injury and property damage. For general gultlance regarding the Safety Bon, storage. delivery, erection and bracing of husses and truss systems, seeANSI/IPII Qyp��ty Cdt"da, DSa419 and 6CSI Isuldhg Component 6909 Parke East BNd. Safety At. from Truss Plate InsttMe. 218 N. Lee Street. Suite 312. Alexandda. VA 22314. Tempe. FL W610 40o Truss Truss type my rry A T19568383 76597 GFA GIRDER 1 4Reference (optional) Chambers Truss. Ina.. Fort Pierce. FL 8.330 s Feb 13 2020 MiTek Industries. Inc. Mon Mar 214:15:07 2020 Paqe 1 Scale-1:49.6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 II 4x12 = 3X10 = 3X5 = 4x6 = 3XB = ax4 II 3xIO = 4x12 = 1 2 3 4 5 6 7 8 9 1819 20 21 2217 23 24 25 26 16 27 28 29 15 30 31 32 14 13 33 34 35 12 36 37 38 119 40 41 42 4310 3xB 11 Special 3X12 = Special 3XIO = Special 3X10 = SX12 MT16HS= Special 5X10 = Special ax12 = THD46 3.8 11 THD46 THD46 Special TH046 Special THD46 Special Special Special 3x4 11 THD46 Special THD46 Special Special TH046 THD46 TH046 THD46 TH046 Special THD46 THD46 THD46 "Special" Indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selec8on of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Ved(LL) -0.71 13-15 >488 480 TCDL 20.0 Lumber DOL 1.00 BC 0.63 Ved(CT) -0.8313-15 >418 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Ho.(CT) 0.08 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matdx-MS LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2.6 SP 2400E 2.0E WEBS 2x4 SP M 30 Except* BOT CHORD 1-18,9-10: 2x6 SP No.2, 2-17,3-16,4-15,6-13,7-12,8-11: 2x4 SP No.3 REACTIONS. (size) 18=Mechanical, 10=Mechanical Max UPI ift 18=-1085(LC 3), 10=-1085(LC 3) Max Gmv 18=5627(LC 1). 10=5627(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-5438/87, 1-2— 13029/1715, 23=-22057/2796, SA=-26293/3203, 4-6=-26293/3203, 6-7=-21784/2787. 7-8=-21784/2787.8-9— 13077/1716, 9-10=-5452/87 BOT CHORD 17-18=-84/741, 16-17=-1715/13029, 15-16=-2796/22057, 13-15=-3224/26836, 12-13= 3224/26836,11-12— 1716/13077, 10-11=-84/732 WEBS 1-17=-1743/13142, 2-17=-4564/0, 2-16=-1154/9631,3-16=-2951/0, 3-15=-434/4519, 4-15=-1339/0, 6-15= 579/22, 6-13=-1497/610, 6-12=-5389/466, 7-12=-1307/0, 8-12=-1143/9289,8-11=-4499/0,9-11— 1745/13202 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 7721b FT=20% Structural wood sheathing directly applied or 5-11-12 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 4-ply truss to be connected together with 1 Od (0.131 k3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 Go. Webs connected as follows: 2x4 -1 row at 0-9-0 GO. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 Go. Attach BC w/ 1/26 diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 5 = 20 % , joint 14 = 20 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=1b) 10=1085, 10=1085. 8) Required 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X 30) nails. Strangbacks to be attached to walls at their outer ends or restrained by other means. 9) Use LISP THD46 (With 18-16d nails into Girder 8 12-1 Od nails into Truss) or equivalent spaced at 28-0-0 oc max. starting at 0-8-0 from the left end to 28-8-0 to connect truss(es) to front face of bottom chord. 10) Use LISP THD46 (With 18-16d nails into Girder 8 12-1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-12 from the left end to 27-5-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Oats: March 4,2020 AWARNING -Verity design parameters end READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGE MIP-1—hVisY4e15BEFORE USE. �� Design wild for use only with Mgek® connectors. this design Is based only upon parameters shown, and Is for an Indlvldual building component, not truss system. Before use, the bulltling designer must verify me appllcablllN of design parameters and properly incorporate this tlesl9n Into the overall bulltling design. Bracing Indicated b to prevent buckling of Indlvldual truss of and/or chord membersonly, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII QualBXryy Criteria. OSB-89 and SCSI Building Component 6904 Pa" East BNd. Sal Inlotmotbrxrvollobla from Truss Plate Imfiturm. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 NOTES- 12) WA 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 937 lb up at 2-8-0, 937 Ih up at 4-8-0, 937 lb up at 6-8-0, 937 lb up at 8-8-0, 937 lb up at 10-8-0, 937 Ib up at 12-8-0, 937 Ib up at 14-8-0, 937 lb up at 16-8-0, 937 Ib up at 18-8-0, 937 Ib up at 20-8-0, 937 Ito up at 22-8-0, and 937 lb up at 24-8-0, and 937 It, up at 26-8-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of Others. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-9= 320, 10-18=-10 Concentrated Loads (Ib) Vert: 16=311IF) 15=311IF) 13=311(F) 12=311IF) 19=308(F) 20=-456(B) 21=311IF) 22=-456(B) 23=311IF) 24=456(B) 25=311IF) 26=456(8) 27=456(B) 28=311(F) 29=-456(B) 30=-456(B) 31=311IF) 32=-456(B)33=456(B)34=311(F) 35=-456(B)36=-456(B)37=311(F) 38=-456(B) 39=311IF) 40=-456(B)41=311IF) 42=-456(B) 43=308(F) QWARNING-Vedfydesl9nparemefereamd NERD NOTES ON TNISAND INCLUDE mM EKREFERANCEPAGEMx74y ,v. sNBY2015BEFOREUSE �' Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Indivltlual building component, not truss syslem.Before use. Ma bulltling tleslgner must verify the appllcablllty of design parameters an properly Incorporate Mis tlesign Into the overall bulltling tlesign. Bracing lntlicatetl lsto pre vent buckling of individual truss web and/or chortl mamba sonly. no' MI, temporaryand permanent bracing MiTek' Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regording the fobricotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrpjl Cuapplyy CM Ia. DSB49 and BCSI Building Component 6904 Parke Easl Blvd. Safety tnt—Wbrgvaioble from Truss Plate Institute, 218 N. We Street. Suite 31Z Alesondrla. VA. Tampa, FL 33610 2-34 4.2-7 8-2.4 8-3-0 11.0-9 IF"I-0 2-3-2 1-11.6 1-11-13 2.0.13 2-9-9 2-11-7 Scale=1:24.3 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 II 4x5 = 3x4 II 3x4 = 3x4 II 6x10 = 3x4 II 3.4 II 1 2 3 4 5 6 7 16 8 LOADING SPACING- 2-0-0 CSI. OEFL, in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.09 12-14 >999 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.1212-14 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 333 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 9-15: 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3'Except' 1-15,8-9,5-12:2x6 SP No.2, 6-12: 2x4 SP M 30 REACTIONS. (Ib/size) 15=40 10/0-8-0. 10=6075/0-8-0 Max Grav15=4020(LC 3), 10=6075(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 1-15=-446/0, 1-2=-352/0, 2-3=-8619/0, 3-4=-8619/0, 4-5=-12788/464, 5-0=-12788/464, 6-7=-367/40, 7-16=-367/40, 8-16=-367/40, 8-9=-277/0 BOT CHORD 14-15=0/5009, 13-14=0/11462, 12-13=0/11403, 11-12=-15815983, 10-11=.163/6050, 9-10— 40/367 WEBS 3-14=-561/33, 6-10— 7764/169, 6-11=197/902, 5-12— 801/426, 2-15=5749/0, 2-14=-44/4523,4-14=-3540/277, 4-12=-964/1890, 6-12=-333/7471, 7-10=-401/0 Ii Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-" oc bracing. NOTES- 1) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3') nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with tOd (0.131'x3') nails as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc. Web connected with 10d (0.148")3") nails as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 3 rows staggered at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Use LISP THDH6710 (With 46-16d nails into Girder 8 12-16d nails into Truss) or equivalent at 6-3-0 from the left end to connect ,.sales) GFA (4 ply 2x6 SP) to front face of bottom chord. 6) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber lncreas-1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-8=-320, 9-15=-10 Concentrated Loads (lb) Vert: 12=-5617(F) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6034 699 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 O WARNING - Verity deelgnparpmetemend BEAD NOTES ON THISAND INCLUDED MREKBEFEBANCE PAGEMIN470rev. I04a31Y0t5 BEFORE USE ��- Design valid far use only MM Yffea connectors. This design Is based only upon parameters shown. and Is for on Individual bulltling component, not truss system. Before use, the building designer must verity the applicability of dedgn peromaters and properly Incorporate this design Info the, he overall builtlin8 tleslgn. Bracing intllcatetl is to prevent buckling of lndNidual inks web antl/orchord members only, Additional temporary antl permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance mgCroing the fabrication, storage, cl,W,ry, erection and bracing of trusses and truss systems. seeANSUi9It Q-1 Crtl�M, 040-89 and BCSI Building Component 6904 Parke East BNtl. safety tnfamrafbnavo0oble from T61ss Plate Insfitute, 218 N. Lee Sfteet. Suite 312, Alexondda. VA22314. Tampa, FL 33610 Job Truss Pas Type , Oty Ply T795fi83B5 76597 GFC 1 3 Job Reference o 8onal DER Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 214:15:08 2020 Page 1 ID:s9obtaODPRznh3iWkEOmGMzgaFA-gAJsG30BPhrmvYd8m1 mTA0pmXLLSGn0RnIK093zexGn 4-7-7 9-1-2 136-14 18.0.9 22-8-0 4-7-7 4.5.11 4-5.11 4-5-11 4.7-7 1 Scale=1:38.2 3x10 = 3x4 II 30 = 5x6 = 3.10 = 5x12 = 2 3 4 5 6 7 14 13 12 11 10 9 8 4x4 II 6x10 = 7x8 W6= 3x10 = 6.1. = 4x4 II 5x12 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert ILL) -0.36 10-11 >743 480 MT20 244/190 TCDL 20.0 LumberDOL 1.00 BC 0.67 Vert(CT) -0.5810-11 >457 360 BCLL D.0 Rep Stress ]nor NO WE 0.94 Hom(CT) 0.06 8 n/a n/a BCDL 5.0 Code FBC2017/FPI2014 Matrix -MS Weight: 4531b FT=20% LUMBER- BRACING - TOP CHORD 2.6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-14,7-8: 2x6 SP No.2, 2-13,3-11,4-10,6-9: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 14=Mechanical, B=Mechanical Max Grav 14=6996(LC 1), 8=6996(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-6658/011-2=-15793/0, 2-3=-23834/0, 3-0=-23834/0, 4-6_ 23872/0, 6-7— 15786/0, 7-8=-6657/0 BOT CHORD 13-14=0/1064, 11-13=0/15793, 10-11=0/23872, 9-10=0/15786, 8-9=0/1065 WEBS 1-13=0/15610, 2-13=-5433/0, 2-11=0/8504, 3-11=-2727/0, 4-10=-2735/0, 6-10=0/8552, 6-9=-5439/0, 7-9=0/15602 NOTES- 1) 3-ply truss to be connected together with 10d (0.1311x31) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. action, chordsconnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) The Fabrication Tolerance at joint 5 = 20%, joint 12 = 20% 4) Refer to girder(s) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.1311 X 31) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-620, 8-14= 10 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 6904 Padre East Blvd. Tampa FL 33610 Date: March 4,2020 A WARNING- Verify Eeslgnparemefe.,dREADNOTESONTHISANDWCLUDEDM?EKNEFEHANCEPAGEM 7473mv loNlrzCiSBEFOBEUSE ��- Design volltl for use only with MBekG connectors. fill tleslgn Is based only upon parameters shown, and Is for an Indlvldual building component, not buss system..Before use. Me bUlltlin0 tleslgn., must verity the oppllcablllty, of design parameters and properly incorporate this design Into the overall bulltling tlesiDn. Bracing lntlicatetl lsto prevent buckling of lntllvltlual buss web and/or chortlmembe o ly, Atltllilonol temporary andpermanent bracing MiTek' Is always recurred brstability and to prevent collapse with posdbie personal Injury and property tlamage. Far general guidance regarding the fobtlor storage, delivery, erection and bracing of bastes and truss systems, 3eeAN5U1P1i Cool6y CrtlM, DSB419 antl IICSI Buitlhp Cempen�nl 6904 Parke East aNd. Sef.1y mtormolbnarollable from Trust Plate Institute. 218 N. Lee Sheet Suite 312. Alexondd.. VA 22374. Tampa, FL 33610 I D:s9obtaODPRmh3i W kEOmGMzgaFA-nVRc112PxJ5Uesn%uSoxGRu7e9l lkhOkF3pXELzexGl 5-2-5 70-2-14 15.3.8 20-0-1 25-B-6 5-2-5 5-0-9 5.0-9 5.0.9 5-2-5 Scale=1:43.4 4x10 = 3x4 = 2K3 II 4x6 = 3.4 = SO = 410 = 14 27 28 1329 30 31 12 11 32 10 33 34 35 9 36 37 8 3.6 II 4x10 = 3x10 = US = 3x4 = 400 = 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vern ) 0.51 10-12 >597 240 -20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 VedV-0.4910-12 >6211 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Hom(CT) -0.06 8 n s n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 252 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-6 or, puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. REACTIONS. (size) 14=Mechanical, 8=Mechanical Max Uplift 14= 1681(LC 4), 8=-1663(LC 5) Max Gray 14=1947(LC 1), 8=1920(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14= 1822/1654, 1-2=-4641/3988, 2-3=-6859/5864, 3-5=-6859/5864, 5-6=-6858/5884, 6-7=-4632/3992, 7-8=-1805/1639 BOT CHORD 12-13=-3988/4641, 10-12=5884/6858, 9-10=-399214632 WEBS 1-13=-4106/4780, 2-13=-1335/1372, 2-12= 2099/2352, 3-12=-526/665, 5-10=-528/681, 6-10= 2101/2360,6-9= 1335/1375,7-9=-4113/4774 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'xX) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=35ft; S=45ft; L=26ft; eave=4ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 14=1681, 8=1663. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Itodown and 205 lb up at 1-7-2, 104 lb down and 205 Do up at 3-7-2, 104 lb down and 205 lb up at 5-7-2, 104 Its down and 205 Do up at 7-7-2, 104 lb down and 205 Ib up at 9-7-2. 104 lb down and 205 Its up at 11-7-2. 104 lb down and 205 Ib up at 13-7-2, 104 Itsdown and 205 lb up at 15-7-2, 104 Ib down and 205 lb up at 17-7-2, 104 lb down and 205 lb up at 19-7-2. and 104 lb down and 205 lb up at 21-7-2, and 104 Ib down and 205 lb up at 23-7-2 on top chord, and 81 lb down and 33 So up at 1-7-2, 81 Ib down and 33 Its up at 3-7-2, 81 Ib down and 33 Do up at 5-7-2, 81 lb down and 33 Ito up at 7-7-2, 81 Itsdown and 33 Ib up at 9-7-2, 8111, down and 33 Ib up at 11-7-2, 81 Itsdown and 331b up at 13-7-2, 81 lb down and 33 lb up at 15-7-2. 81 Its down and 33 to up at 17-7-2, 81 lb down and 33 So up at 19-7-2, and 81 Its down and 33 lb up at 21.7-2, and 81 lb down and 33 Its up at 23-7-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Michael S. Magid PE N9.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING -I., destsm pemmerenend READ NOTES ON TM AND INCLUDED MI/EK REFEHANCE PAGE MIP74M rev. feNY2015 BEFORE USE Design valid for use only with MSI� econnectors. This design Is based only upon parameters shown, and Is for an IndMtlual buildIng component, not truss system. Before use, the building designer must verify the applicability of design parameters and rproperl Incorporate Mls design Into the overall bulltling tlesign. Bracing Indic is to prevent bucklingof lndt di -I truss webantl/or chord membe only. Add tionaltemporaryond permanent bracing MiTek' Is always requked fcrstobllity antl to prevent collapse witn pos4ble parsonpl Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection antl bracing of musses antl miss systems seeANSVTPl1 StuarItSs, Ct te", DSS-09 and SCSI Building Component 6904 Parke East Blvd. Safety Nfmmallonovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Aiexonoda, VA 22314. Tampa. FL 33610 B.33U S Feb 13 2020 MI I eK In' ID:s9obtaODPRmh3i W kEOmGMzgaFA-nYRc1 LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7— 54, 8-14=20 Concentrated Loads (lb) Vert: 11=-63(F) 15=-104(F) 16=-104(F) 17=-104(F) 18=-104(F) 19=-104(F) 20=-104(F) 21=-104(F) 22=-104(F)23— 104(F) 24— 104(F)25= 104(F)26=-104(F) 27=-63(F) 28— 63(F) 29=63(F) 30=-63(F) 31=-63(F) 32=-63(F) 33=-63(F) 34=-63(F) 35=-63(F) 36=-63(F) 37=-63(F) O WARNING -Verifyd9sign paremefers9nd READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGE MI474nmin fOMi2015HEFORE USE Design valid for use only with MReI� connectors. this tleslgn Is based! only upon parameters shown, and Is for an IndMU-1 bulltling component, not truss system. Before use, the bulltling deslgner must verify Me applicability of tleslgn parameters and Prop erly Incorporate this design Into Me overall bulltling design. Bracing indicated lsto prevent buckling of lndNiduai truss web and/or hard membe o ly. Additlonor lamp—, and permanent bracing MiTek' Is always required for stability antl to prevent collapsewth passiblepersonal injury and property damage. For general guidance regarding the fabricotlort storage, delivery. erection and bracing of trusses and buss systems. seeANSVrPI1 Cap1ys. Cdtnb, D3549 antl IIC31 Eu3dYr9 Component 6964 Palle East Blvd. 3aroty Informatio vallable hom Truss Plate lns te.218 N. and Sheet, Sulte 312, Alexandria. VA22314. Tampa, FL M610 s] GRC Half Hip-1-1 1 4 Job (optMiTeknah T1956838] amEers Truss, Inc., Fod Pleme, FL, W W. Tmss Company Inc, Feb13 020 8.330 s 202a MiTek I4Z4edes, Inc. Wed Mar :49 2020 Page 1 e 3-1.1 4-8-2 ]-0.e 10.fi-11 ID:s9obtaODPRznh3iW 13-9-IS kEOmGMzgaFA-SZ4Z4edhr8yhBaJgNVdgdl2mipp8n6ZVGItzeH3 EO G qdt: 16 a-11 1]-1-2 18-1.11 127-14 22-11 246-6 0 31.1 1-]-1 2-&14 38.11 3.3-3 21-12 1.0.] 1.0.9 2-G3 1-9-9 2.3.1 scale=1:44.0 3.00 Fl2 12xa0 3x6 = 2x3 II 3x4 = 3x6 = 3 25 4 26 27 5 6 7 28 629 30 9 10 31 11 I 2 1 `l 4x6 = 6z8 =1 RIo '7 21 32 20 33 1934 1 B 35 17 36 16 37 5x6 = 14 13 3B 12 2x3 I 3zB = 3x4 II LOADING SPACING- 1-9-0 CSI. 'EFL. in (lac) "" Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.36 Ven(LL) 0.45 18-20 >638 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.46 18-20 >628 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.19 HomjCT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 5341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except 1-3:2xB SP 240OF 2.0E end verticals. BOT CHORD 2x6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-14: 2x4 SP M 31 WEBS 2.4 SP M 30 *Except* 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 1=1758/0-8-0, 12=1940/Mechanical Max Horz1=123(LC 8) Max Upliftl=-1370(LC 8), 12=-1562(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=421/245, 2-3- 10025l7924, 3-25=-11110/8776, 4-25=-11110/8776, 4-26=-11189/8812, 26-27- 11189/8812, 5-27= 11189/8812, 5-6=-10237/8082, 6-7=-10237/8082, 7-28=-8647/6840, 28-29= 8647/6840, 8-29=8647/6840, 8-30=-621514939, 9-30=8215/4939,9-10=-5936/4724,10-31=-2069/1654, 1181=-2069/1654, 11-12=1866/1528 BOT CHORD 2-21=-7824/9866, 21-32=-7986/10086, 20-32= 7986/10086, 20-33=-8776/11110, 19-33=8776/11110, 19-34=-8776/11110, 18-34= 8776/11110, 18-35= 8812/11189, 17-35=-8812/11109, 17-36=-8082/10237, 16-36=-8082/10237, 18-37=6840/8647, 15-37=-6840/8647, 13-14=-335/420 WEBS 3-21=-1162/1568,3-20=-932/1171,4-20=-359/391,10-13=-2422/2008,11-13=-2132/2670, 13-15- 1430/1787,10-15=-3540/4459,7-17=-448/616,8-16=-507/704, 5-17=-1050/871, 7-16=-1774/1447, 8-15=-2628/2076 NOTES- Continued on page 2 1) WA 2) 4-plytruss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 ad. Attach TC w/ 1/2' clam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=25ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Data: 7) All plates are 4x4 M 120 unless othervnse indicated. March 4,202C 8) This truss has been designed for a 10.0 psf be am chord live load nonconcurrent with any other live loads. ®WARNING-Veu,:deslgnpereme and HEADNOTESONTHISANDINCLUDEDM/TEKNEFENANCEPAGEM14T4M,re IWWOMBEFONEUSE �' Da51gn valid for use only with MRek®connecters. lhls tleslgn Is basetl only upon parameters shown, and Is for an IntlNltlual building component not truss system. Before use. the bulltling tleslgner must verity the appllcobllity of design parameters entl properly Incorporate this tleslgnlnlo the overall bulltling tleslgn. Broch8Indicated is to prevent Duckling of lndivltluat truss web an or chord members only. Atltlitlonaitempoh, entl permanent bracing MiTek' 8 always mquired for stability and to prevent collapse with possible personal Injury and p perry damage. For general guidance regarding the fabrication, storage, delHery, erection wd bracing of fusses and truss systems, seeAN5UIP1t Gaap�y Cdl�do, D38-0g and EC61 BWdbp Component 6904 Parke East Blvd. Saf�ry Nfortnatbrpvalloble tom Truss Plofe Im11N1e. 218 N. Lee Bfee1. Suite 312. Alexandria, VA22314. Tampa, FL 33610 4xE am 2x3 = 14 6.11-0 744 10.7-4 11-3i4 1B3-1 25-fi-6 r 6-11-0 0-4-0 3-0�-B-b &11-13 7-3.5 3x6 = Scale=1:61.0 5.00 12 3x4 II 4. 8 = 2 3 17 4 3x4 11 3xB = 3x6 _ 3.4 = LOADING (par) SPACING- 2-0-0 C51. DEFL. in (lop) I/dell Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 062 Ven(LL) -0.08 12-13 >9SS 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 162 Ven(CT) -0.1712-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Hops(CT) 0.48 7 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.07 12-13 >999 240 Weight: 1911b 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'Except' except end verticals. 3-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 10-11. 1-14: 2x4 SP M 30 1 Row at midpt 3-12 WEBS 1 Row at midpt 1-14, 4-10, 4-12, 5-10 REACTIONS. (size) 7=Mechanical, 14=Mechanical Max Horz 14=-185(LC 12) VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Uplift 7= 534(LC 12), 14=-630(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Grav 7=939(LC 18), 14=934(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-708/604, 2-3— 590/657, 3-4— 586/654, 4-5= 741/677, 5-6=-883/643, 13-14= 934/845, 1-13=859/835, 6-7=-882ROB BOT CHORD 12-13= 198/251, 3-12=-149/257, 8-10=-504/754 WEBS 5-8=-239/315, 1-12=510/725, 6-8=-551/826, 10-12=-270/692, 5-10=315/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=451t; L=26h; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-11-4, Exterior(2) 6-11-4 to 15-63, Interior(1) 15-6-3 to 25.4-10 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL--; .60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=534, 14=630. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 4,2020 AWARNWG-VeritydeslgnPereme(emendREADN0TES0NTNLSANDWCLUDEOMDEKREFERANCEPAGEMM1l4Tdrev.TQVaAtnsSEF0REUSE. �� Design valid far use only with MBekaD Connectors. This design Is based only upon parameters shown, and Is for an Indlvldual bulltling component, not frusr system. Before use, the bulltling designer must vorlfy the cppllcablllty of design parameters and5ron aAy Incorporate this design Into Ma ovaroll building design, Bracing Indicated is to prevent bucking of lndMdual truss web antl/or chord membe o ly. Additional temporary ontlpermonent bracing MiTek' It ciwcys regWretl for slab6iN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ma (obrlcotlon. storage, delivery, erection and bracing of muses and inns systems, seeANSUIPII Goplity CM.do, D35419 and lt:Sl Spldere Component 6904 Parke East Blvd. Salty Nlormolbrgvollabletrom truss Plate Institute, 216 N. Lee Street Suite 312, AlexantlAo, VA 22314, Tampa, FL 33610 NOTES- 9) ' 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. 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13701b uplift at joint i and 1562lb uplift at joint 12. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2201b down and 3441b up at 7-0-0, 109 lb down and 165111 up at 9-0-12. 1091b down and 165111 up at 11-0-12, 10916 down and 165 Its up at 13-0-12, 109 Its down and 165 Its up at 15-0-12, 109 Its down and 165 Its up at 17-0-12, 109 Its down and 1651b up at 19-0-12, and 109 lb down and 165 It, up at 21-0-12, and 110 lb down and 203 Ito up at 23-0-12 on top chord, and 3781b down and 319 lb up at 7-0-0, 89 lb down and 61 Its up at 9-0-12, 89 lb down and 61 lb up at 11-0-12, 89 lb down and 61 lb up at 13-0-12, 89 Its down and 61 lb up at 15-0-12, 89 Ito down and 61111 up at 17-0-12, 89 Its down and 61 lb up at 19-0-12, and 98 Its down and 61111 up at 20-9-10. and 1031b down and 30 lb up at 23-0-12 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-23=-65, 3-23=-47, 3-11=-47, 15-22=-17, 12-14=-17 Concentrated Loads (lb) Vert: 3=-178(B)6=-109(B)21=378(B) 9=-109(B) 15=-87(B)25=-109(B) 26=-109(B) 27=-1 09(B) 28=-1 09(B) 30=-109(B) 31=-110(B)32_ 87(B) 33=-87(B)34— 87(B) 35=-87(B)36=-87(B) 37=-87(B)38=-65(B) Q WARNING-Verlrydesign paremaromand READ NOTES ON TN/SAND INCLUDED MlrEl(REFERANCEPAGENIF)4YJre1 14219(I0156£FOREUSE. Design valld for use only with Meek® connectors. This design is bosed only upon parameters shown, and is for on Individual loading component not �� truss system. Before use, the bulltling tleslgner must verity the applicablllty of tleslgn parameters antl prarperly Incorporate Mls tleslgn Into }he overall building design. Bracing lndlcotetl kto prevent buakling of lndMltlual truss web and/or chord memba o ly. Atldillonaltemporary and parmonont bracing M!Tek' Is always required for stability and prevent collapse wrth possible personal Injury and properly damage. For general guidance regarding the fobticoflon, storage, delivery erection and bracing of musses and muss systems, seeMURPIT Gualtly ON ra, DS&e9 and SCSI Building Component 6964 Palle East BNtl. Ii Infoenatbrgvolloble mom Truss Plate Institute, 218 N. Lee Sheet. Sulte 312, Al—drla, VA 22314. Tampa, FL 33610 Job Truss Truss Type .Oty PIY T19568388 76597 GRID Half Hip Girder 1 2 Job Reference o ional t Chambers Truss, Inc., Fon Pierce, FL 8.330 a Feb 13 202U IIIek In as, Inc. Mon Mar 2 14:15:16 202U Page 1 ID:s9obtaODPPtmh3iWkEOmGMzgaFA-biollo6Ax9sesnEhElvLVi89xZ4g8Rxdd_GrR_z Gf -2-0.0 40.8 7-0-0 11-5-15 15-10.2 20-2-5 24-8-0 2-0-0 4-0-8 2-11-8 4-5.15 4.4.3 4-4-3 4-5.75 Scale = 1:45.0 2x3 II 3.0012 4x10 — 3x4 = 4x6 = 3x4 = 3X8 = 3 18 194 20 21225 6 23 24 7 25 26 8 27 13 28 " 29 30 " 31 32 .- 33 34 9 3x5 = 2x3 II 4.6 = 3x4 = 3x70 = 3.8 = 3x6 LOADING (psf) SPACING- 2-0-0 CS 1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.48 12 >609 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.45 11.12 >652 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(CT) -0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purilns, BOT CHORD 2x4 SP M 30 except end verticals. W EBB 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Ho' 2=191(LC 24) Max Uplift 9>1708(LC 5), 2=-1797(LC 8) Max Grav 9=1933(LC 1), 2=1869(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-6100/5456, 3.4=-7015/6261, 4-5=-6366/5632, 5-7=-6366/5632, 7-B=-4081/3602, 8-9— 1826/1682 BOT CHORD 2-14=-5340/5879, 12-14=-5375/5931, 11-12=-6261l7015, 10-11=-360214081 WEBS 3-14=-435/684, 3-12-1056/1166,4-12=-212/369,4-11=-714/804, 5-11=-447/559, 7-11=-2211/2469, 7-10= 1411/1445, 8-10— 3792/4296 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurant with any other live loads. 6) ' This truss has been designed for alive 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) Refer to girder(s) for buss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=lb) 9=1708, 2=1797. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 346 lb up at 7-0-0, 104 lb down and 205 lb up at 9-0-12, 104 lb down and 205 lb up at 11-0-12, 104 Ib down and 205 lb up at 13-0-12, 104 lb down and 205 lb up at 15-0-12, 104 lb down and 205 lb up at 17-0-12, 104 to down and 205 Ib up at 19-0-12, and 104 Ib down and 205 lb up at 21-0-12, and 104 lb down and 205 It, up at 23-0-12 on top chord, and 524 lb down and 488 lb up at 7-0-0, 81 lb down and 33 to up at 9-0-12, 81 lb down and 33 lb up at 11-0-12, 81 lb down and 33 lb up at 13-0-12, 81 Ib down and 33 lb up at 15-0-12, 81 Ib down and 33 Ib up at 17-0-12, 81 Ib down and 33 Ib up at 19-0-12, and 81 lb down and 33 lb up at 21-0-12, and 81 lb down and 33 lb up at 23-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Atandard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 Q WARNING -Veley Beelgn paremerere Ano READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MIF74T3 rev.taro xi, 1 BEFORE USE. ��- Design volltlfor use only with MRelconnectors . This desighe based only upon parameters shown, and is for an individual building component, not truss system, Before use, the bullOing designer must verify the applicability of design parameters and Cmi edy Incorporate this design Into the o er II 1, [way, design. Bracing Indicated is to prevent buckling oflndNldualtruss web and/or chord members only. Add itional temporary antlper anent bracing MiTek- Isalwaysreallforstabllityandtopmventcollapsewlihposslblapersonallnlury and property damage. For general guidance regarding the fobricatlon storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII CualBByy CMnlo, DSB-09 and SCSI Bu9tlhsp Compon�nf 6904 Parks East Blvd. Sobfy Into rmafbrpvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Nekondrla, VA 22314� Tampa, FL 33610 ID:s9obtaODPRmh3i W kEOmGMzgaFA-biotlo6AX9sesnEhEjvLV i89xZ4g8Rzdd_G rFLzexGf LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-54, 3-8=-54, 9-15=-20 Concentrated Loads (lb) Vert: 3=-77(F) 14=-467(F) 18=-104(F) 19— 104(F) 20=-104(F) 21=-104(F)23=-104(F) 24=-104(F) 25=-104(F) 26=-104(F) 27=-63(F)28— 63(F)29=-63(F) 30=-63(F) 31 =-63(F) 32=-63(F) 33=-63(F) 34— 63(F) OWARNING-Vsdrydeaf9aparamafedaand READ NOTES ON TNISAND/NCLUDED MREKRE17ERANCEPAGEMII-74731- lalssf015ill USE. Design valid for use only with MRekO connectors, This design Is based only upon parameters shown, and Is far on Indlvldual bullding component, not fruss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullOing design. Bracing l^dicated is to prevent buckling ofIndividual truss web antl/or chord memberso ly. Additio^al temporary antl permanent bracing IViiTek' Is clwoysraqulred for stall and to prevent collapse with possible personal Injury and property damage, ForgeneralgUda^ceregadingthe 6904 Parke East Blvd. SaM1ity Ntormatb gvollable form Truss plane Institute, 218 N. Lee Street. Suite 312, Ale,a 1. Quart VA 22314 MMp. DS!-09 and BC51 Building Gomponmf Tampa, FL 33610 ID:s9obtaODPRznh3iWkEOmGMzgaFA-OHUOwg82g4ECjFzFwrT27LmeXn7ALwN3JyVV2Jze Gc -2-0-0 7-0-0 12-0-0 17-0-0 24-0.0 2-0.0 7-0-0 5-0.0 7-0-0 Scale = 1:43.2 3.00 12 SxB = 2x3 11 5x8 = 3 17 18 4 19 20 21 5 1�1 '- 22 9 23 24 25 4x5 = 2x3 II 4.6 = 3.13 = 2x3 II 4.5 = LOADING (pat) SPACING• 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOI. 1.25 TO 0.53 Vert(LL) 0.51 8 >564 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.54 Vert(CT) -0.47 8 >619 240 BC0.0 Rep Stress Incr NO WB 0.26 Hom(CT) -0.10 6 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 192 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8-0 Max Ho' 2=99(LC 4) Max Uplift 6 1629(LC 8), 2=-1856(LC 8) Max Gray, 6=1760(LC 1), 2=1879(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6154/5701, 3-4=-7139/6647, 4-5=-7139/6647, 5-6=-6184/5777 BOT CHORD 2-10=-5443/5932, 8-10=-5479/5985, 7-8=-5559/6025, 6-7=-5521/5971 WEBS 3-10=-439/695, 3-8=-1224/1380, 4-8= 583/739, 5-8=-1180/1362, 5-7=-4671705 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x33") nails as follows: ` Top chords connected as follows: 2x4 -1 row at 0-9-0 Co. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Co. Webs connected as follows: 2x4 -1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=35D; B=45ft; L=24ft; eave=41t; Cat. II; Eery C; Encl., GCp1 =0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 7) "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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=1629,2=1856. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 Ib down and 346 Ib up at 7-0-0, 104 lb down and 205 lb up at 9-0-12, 104 Ib down and 205 lb up at 11-0-12, 104 lb down and 205 lb up at 12-11-4, and 104 lb down and 205 lb up at 14-11-4, and 274 lb down and 346 lb up at 17-0-0 on top chord, and 524 lb down and 488 lb up at 7-0-0, 81 Ib down and 33 lb up at 9-0-12, 81 lb down and 33 lb up at 11-0-12, 81 lb down and 33 lb up at 12-11-4, and 81 lb down and 33 lb up at 14-11-4, and 524 lb down and 488 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33810 Data: March 4,2020 AWARNING-yer ydINS,Parea, f and READ NOTES ONMIS AND INCLUDED M?EKREFERANCEPAGEMIs-7-n-.10/o12015BEFOREUSE Deslgn valld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an hall building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B alwaysrequlredforstabllity and to prevent collapse with possible personal Injury and property damage. For general guldanceregording me fabrlcaaor storage, tlelNery,,erectlon and bracing of trusses and buss systems, seeAN5VIP11 Cgollly Call da. DSB49 and Ill Building Component 6904 Parke East Blvd. Saflty Infarmatlarpvolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrlo, VA 22314. Temps. FL 33a10 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-77(F) 5=-77(F) 10=-467(F) 7=-467(F) 17=-104(F) 18=-104(F) 19=-104(F) 20=-104(F) 22=-63(F) 23=-63(F) 24=-63(F) 25=-63(F) QWARNING- Verify✓eslpn Peramef11=d READ NOTES ON THIS AND MCLUDEDMITEKREFERANCE PAGE M/F7473— VI/M0f5 BEFORE USE. �' Design valld for use only with MrekS connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not truss system. Before use, Me building designer must ve6ty the applloabllity of tleslgn Parameters and roperly Incorporate this tleslgn Info the overall builtling tleslgn. Bracing Indicated is to prevent buckling of Individual buss web and/or chard membersonly. Additional temporary and permanent bracing M!Tek' Is always roculred for stability and to prevent collapse with possible personal injury and property damage. For general Fulda —regarding the fabrication, storage, delNery, erection and bracing of busses and huss systems, sseANSI/IP11 OU011ly CrBMa. OSBd9 and BCSI Building Component 6904 Parke East BNtl. Safety Infom atbnarydrable from muss Plate Institute. 218 N. Lee sheet, S09 312, Alexandria, VA 22314. Tempe, FL 33610 T19568390 Roof Special Girder 2 q �7 .Inh Rcfnranra lnntinnall -2-0-0 7.31.51-.714 210.3-3.7-80 138- 30e 2732 1 11741 323-8-0- IN 47 Scale = 1:46.4 5.00 12 40 = 4z4 = a _ 4 5 2z3 II 4z8 = 8 9 I IN n 3. 4 II 3.4 = 4.6 = 3z4 = HUS26 7z4 = HUS26 6x10 = 3z10 II HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DO 1.25 TC 0.49 Ved(LL) 0.40 15-16 >717 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.37 16-18 >769 240 BCLL 0.0 - Rep Stress Incr NO W B 0.91 Horz(CT) -0.0a 10 rl n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Weight: 397111 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 9-2-13 oc bracing. REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=184(LC 21) Max Uplift 10=-3019(LC 8), 2=-2771(LC 8) Max Grey 10=3903(LC 1), 2=3051(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-10916/9459, 3-4=-8284l7116, 4-5= 7775/6721, 5-6=-8274/7098, 6.7=-11543/9380, 7-8=-6579/5222, 8-9=-6579/5222,9-10= 3367/2707 BOT CHORD 2-16=-9207/10564, 15-16= 9109/10455, 13-15=-6621/7775, 12-13=-8397/10101, 11-12=9053/11152 WEBS 3-16=-1328/1520, 3-15— 3628/3341,4-15=-2582/3020, 5-13=-2499/3030, 6-13=-3163/2426,7-12=-620/543,7-11=-5080/4256,8-11=-181/309, 9-11=-5695/7167, 6-12==122311855 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vi160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 10=3019,2=2771. 9) Use LISP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 23-0-12 to connect truss(es) to back face of bottom chord. to) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING -yeH/ydeslgn Paremefersend READ NOTES ON TNIS AND INCLUDED MRERREFERANCEPAGE MIF747emv. 10,1022015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is hosed only upon parameters shown. and Is for on Indivitlual bulltling component, not hum system. Before use, the building designer must verify Me applicobllity of deslgn parameters and properly Incorpomm thla lesion Into the overall building design, Bracing Indicated is to prevent buckling oflndlvidual truss web and/or chord mamba only. Additlonal temporary and permonenf bracing MiTek' Is always required f—ft,bllity, and to prevent collapse with possible personal injury and property damage. For general guidance mgmaling the fobricoilon, storage,. delivery, erection antl bracing of husses and truss systems. seeANSUfP11 Cu.IByCdfeIts, DSl and SCSI Bull Component 6904 Parke East Blvd. Safety Infic motbrpvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlrla. VA 22314, Tampa, FL 33610 T19568390 Roof Special Girder LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increas-1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-4— 54, 4-5=-54, 5-6=-54, 6-7=-54, 7-9= 54, 2-10=-20 Concentrated Loads (lb) Veil: 19=-1050(B)20=-503(B)21=-503(B) 22=-503(B)23=-503(B)24=-503(B)25=-503(B)26=-503(B)27=-505(B) Q WARNING-Verl/y Cesrgnparametemand READ NOTES ON THISANDrNCLUOEGMREKNEFENAN-Gehiss )9rev. fa=0I5eEFONE USE. �� Design valid far u$e only wlih MReM connectors. This design Is based only upon parameters shown, and Is for on Indlvldual bulltling component, not busssystem. Before use, the bulltling designer muss verily the appllcabllllyofdesign parameters andrproperiy Incorporate In tleslgn Into the overall bulltling tleslgn. Bracing Indicated is to prevent buckling 0flntlividual truss web and/or chord membe o ly. AddlSonal temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delNery, erec}bn and bracing of trussas and truss systems, seeANSIMI Q.- CM`W, DS349 and SCSI Building Component 69N Parka East BNtl. Sisterlylnformotionavollobie from Truss Plate lnMfute, 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type y city Ply T19568391 76597 GRG Hip Girder 2 n G .Inh Rwfwrwnnw lnntinnall Scale=1:45.6 3.00.12 4x12 2.3 II 17 16 15 29 30 14 31 32 73 12 11 3x4 11 3x4 = 51 = 3x4 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) WellUd PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.27 Vert(LL) -0.12 14 >999 360 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT)-0.2413-14 >999 240 BCLL 0.0 ' Rep Stress Inc, NO WE 0.IS Horz(CT) 0.04 8 We n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.19 14 >999 240 Weight: 293 lb 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. Except: W EBB 2x4 SP No.3 10-0-0 oc bracing: 16-18, 10-12 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hom 2=-57(LC 5) Max Uplift 2= 1228(LC 8), 8=-1228(LC 8) Max Grav, 2=1846(LC 1), 8=1846(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5824/3340, 3-4=-4667/2808, 4-5=-3788/2415, 5-6=-3788/2415, 6-7=-4667/2808, 7-8_ 5824/3340 BOT CHORD 2-18=3135/5593, 3-18=-215/399, 15-16=-4091711, 14-15=-1854/3144, 13-14=-1854/3144, 12-13=-409/711, 7-10=-217/399, 8-10=3135/5593 WEBS 15-18=-1527/2563,4-15=-300/309,4-14=-490/826, 5-14=-605/531, 6-14=A91/826, 6-13= 300/309,10-13=-1527/2563,4-18=-790/1444, 6-10=-790/1444 NOTES- 1) 2-plytruss to be connected together with 10d (0.131nxfln) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 do. 2) All loads are considered equally applied to all plies, except if noted as front IF or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft{ eave=4ft; Cat. II; Exp C; End GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.01 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except (jt=lb) 2=1228, 8=1228. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 168 lb down and 276 Ito up at 7-0-0, 115 lb down and 159 lb up at 9-0-12, 115 lb down and 169 So up at 11-0-12, 115 lb down and 159 lb up at 12-11-4, and 115 It, down and 159 Ito up at 14-11-4, and 168 lb down and 276 Ib up at 17-0-0 on top chord, and 464 lb down and 2251b up at 7-0-0, 66 lb down and 23 lb up at 9-0-12, 66 lb down and 23 lb up at 11-0-12, 66 lb down and 23 lb up at 12-11-4, and 661b down and 23 lb up at 14-11-4, and 464 lb down and 225 lb up at 16-11-4 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Cart 6034 6934 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 QWABNING-Verily design parameters and BEAD NOTES ON THISAND/NCLUDED M?EKNEFERANCEPAGE MIN4Tarev. l0/eY1015BEFONEUSE ��- Design vend for use only with MIT09 connectors, fils design Is based only upon parameters shown, and Is for on Individual building component, not truss system. Before use, the building designer must verify the comicalof design parameters and properly Incorporate this tleslgn Into the overall bullding tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord membersonly, Additional temporary and permanent bracing MOW fabrication.reglod 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 t—es and truss systems seeANStMil Qua] NByy cat da. D$B419 and BCSI Building Component 6904 Parke East Blvd. Softy Nfonnp samor Noble from Truss Plcte Institute, 218 N. Lee Street, 3do 312. Alexandrlo, VA 22314. Tampa, FL 33610 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increas-1.25, Plate Increase=1.25 Unifonn Loads (plf) Vert: 1-4_ 54, 4-6=-54, 6-9=-54, 18-19=-20, 16-17=-20, 12-16_ 20, 11-12=-20, 10-22=-20 Concentrated Loads (lb) Vert: 4=-121(F) 6=-121(F) 15=-367(F) 13=-367(F) 25=-115(1 26= 115(F)27=-115(F) 28=-115(F) 29=-52(F) 30=-52(F) 31=-52(F)32=-52(F) Q WARNNG-Vedlyd.algnparemeter -d REAONOTESONTHISANO INCLUDED MREKREFERANCEPAGEMP74"— f0PoM015BEFORE USE. �' Design valid for use only with MliekO connectors. This design Is based only upon parameters shown, and Is for an IndNltlual building component, not hues system. Before use, the building designer must vents the appiic 1:1 of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indlvldual hues web antl/or chord mamba o ly. Addltlonol temporary and permanent bracing Tek' taIs always requlredfar stability and to prevent collapse with possible p... not Injury and property damage. For general guldonceregarding the MiMi Parke East 61v0. bncatlon, storage. delivery, erection and bracing of tureas and i systems, seeANII QuIl Cdtedo, DSB419 and !Gill Bull Components. I Safety Informaflarwvolioble from Truss Note Institute, 218 N. Lee Sheet. Suite 312, Alexono,[., VA 22314. Tampa, FL 33610 vvu wa uaa IYpe • � ury rry - T19568392 76597 GRH HALF HIP GIRDER 2 5 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6,330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 2 14:15:25 2020 Page 1 ID:s9obtaODPRznh3iWkEOmGMzgaFA-gRrHBtDpPw_MRAOPG6aSNc07xCAwlVSbuygG=exG W 2-0.0 4.6-7 7-17.74 11-8.2 16.5.11 21-5-4 24-8-10 28-0-0 2-0.o 4-fie a-ss 4-11-9 3-3-6 3a-s 44 = 5x6 = Scale=1:62.9 DO NOTAPPLV BOLTS 5 6 IN THIS SECTION OF 5.0�FIT THE TOP CHORD ('). 4x6 i 3 3.00( 12 7x8 MT18HS % �� _ nm nn n nn nn nn nn n nn nn nn � 15 12 16 1711 18 19 10 9 20 21 228 23 24 25 7 3x6 I 6x8 = 8x10 = HUS26 7.8 = HUS26 3X12 II HUS26 ,HUS26 HUS26 HUS26 HUS26 HUS26 HUS2fi HUS26 HUS2fi HUS26 HUS2fi THD26-2 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS2fi HUS26 4-fi-7 7-11-14 11-8-2 16-5-11 21-5-0 24.8.70 2]-11-1028 -0 4-6-7 3-5-7 3-8-4 4.71-9 3-3-6 33-0 0. -6 Plate Offsets (X,Y)-- [1:1-0-0 Edoel f8:0-4-0 0-4-41 [10:0-4-0 0-6-01 [10:0-0-0 0-3-10] [11:0-3-8 0-3-121 LOADING (pst) SPACING- 2-0-0 CSI, DEFL. in (loc)/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.98 Vert(L-) 0.5511-12 >601 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT)-0.4911-12 >670 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W I 0.80 Horz(CT) -0.07 7 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrii Weight: 10341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, GOT CHORD 2x8 SP 2400E 2.0E except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x6 SP No.2, 6-8: 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 7=0-2-0 Max Hoa 1=578(LC 8) Max Uplift 1=-7772(LC 8), 7=10708(LC 8) MaxGmv 1=8632(LC1),7=1139O(LC1) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-32374/29406, 2-3=-23604/21669, 3-4=-15051/13814, 4-5=-8163/7518, 5-6=-7519/7053, 6-7=-921218647 BOT CHORD 1-12=-29000/31361, 11-12=-28779/31104, 9-11=-20401/21785, 8-9= 12988/13841 WEBS 2-12=-2863/3297,2-11=-10445/9390,3-11=-7921/8563,3-9=-9736/9084, 4-9=-8365/9005, 4-8_ 9270/8702,5-8=-2730/2747, 6-8=-10932/11657 NOTES- Continued on page 2 1) 5-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 or. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC&BC w/1/2° diam. bolts(ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=28f; eave=4h; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 8) Provide mechanical connection by others) of truss to beadng place at joints) 7. 9) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 1=7772, 7=10708. 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 27-0-12 to connect truss(es) to front face of bottom chord. 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 7-1-8 from the left end to connect tross(es) to back face of bottom chord. 12) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4.2020 from the left end to 27-0-12 to connect truss es to back face of bottom chord. O WARNING- 111hay ealge parame(ere and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEW74-1.. 1WOJrz0f5eEFOREUSE. Design valld for use only with MRek® connectors. This design Is based only upan parameters shown, and Is for an Individual building component, not buss system. Before use,the catcaingdesigner-Cfkgtify the applicability f design parameters andproperlyIn corporate this design Into the overall bulldIng design. Bracing lntllcatatl is to prevent buckling of lndlvldual truss web and/or chord membersonly Atldiflonol temporary and permanent bracing MOW always required forstablllty and to prevenicollapse with possible personal Injury and property damage. For general guidoncomgarding the fabrication, storage, delivery, erection and bracing of busses and buss systems. meANS1m," Cue"6'y Cdl*rW, DSB-89 and BCSI Building Component 69N Padce East Blvd. SafbtV rearmall-loble from Truss plate Institute, 218 N. Lee Sheet, suite 312, Alexandlla, VA 22314, Tempe, FL 33610 61i1 M 4-11-4 ]-3-0 10-7-0 1&&4 19-1-B 25-6-fi 4-11-4 2-40 3-4.0 2-8-0 5-10-4 E4-14 5.00 12 5x6 = 3x4 II 48 = Scale = 1:54.2 2 3 17 18 4 3x4 II 48 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.1 1 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.1912-13 >999 240 BCLL O.O Rep Stress Incr YES W B 0.58 Horz(CT) 0.45 7 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.0612-13 >999 240 Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 •ExcepP 6-0-0 oc bracing: 10-11. 1-14: 2x4 SP M 30 1 Row at midpt 3.12 WEBS 1 Row at midpt 4-10, 5-10, 1-14, 2-13, 4-12 REACTIONS. (size) 7=Mechanical, 14=Mechanical Max Hoe 14=-185(LC 12) VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Uplift 7=-534(LC 12), 14=-630(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Grav 7=950(LC 18), 14=934(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=855/659, 3-4=856/664, 4-5=-7997719, 58= 850/624, 13-14=-934/855, 6-7=-897/709 BOT CHORD 12-13=-171/556, 3-12=-279/305, B-10=4987730. WEBS 5-11-304/342, 68=-567/832, 2-13=868"92, 2-12=-452/658, 10-12=-3577720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; 8=45ft; L=26ft; eave=411; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 4-11-4, Extenor(2) 4-11-4 to 9-28, Imedor(1) 9-2-3 to 13-3-4, Exterior(2) 13-3-4 to 17-6-3, Intedor(1) 17-6-3 to 25-4-10 zone;C-C for members and forces & MWFRS far reactions shown; Lumber DOL=1.60 plate grip 001-0.60 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, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11b) 7=534, 14=630. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Carl 6634 6904 Parke East Bird. Tampa FL 33810 Date: March 4,2020 0 WARMING -VedrydealSn Pammekmead READ NOTES ON THISAND INCLUDEDMREKREFERANCERAGEMI 7—rev. 10=2015 BEFOREUSE. Design valid for use only with MTek®connectors. This design is based only upon porameters shown and is for an lndlvltlual building component not �t buss system. Before use, the building designer mustverffy the applicability of tleslgn porameters and properly Incorporate this tleslgn Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndlvltlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stablity and to prevent collapse with posslblapenonal Injury and property damage. For general guldance regarding Me tabrko8on, storage. delivery. erection and brocing of busses and buss systems seeANSVINI G", CMMn. D31149 and BC9t Bu9dIrg company of 6904 Parke Eazt BNtl. Sably Nfonnalbrgv table from Luss Plate Inslilute, 218 N. Lee Street Suite 312, Ne=nd fa VA 22314. Tampa, FL 33810 T19568392 HALF HIP GIRDER NOTES- 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-2=-70, 2-5=-70, 5-6=-70, 1-7=-20 Concentrated Loads (lb) Vert: 15=-3065(F— 1138,B=-1927)16=-1417(F=-503, B=-914) 17=-1417(F=-503, B=-914)18=-1417(F=-503, B=-914) 19=-1417(F=-503, B=-914)20=-1417(F=-503 , B=914) 21>1532(F=-503, B— 1029)22=-1533(F=-503, B=-1030) 23=-1417(F=-503, B=-914)24=-1456(F=-543, B=-914)25=-1462(F=-545, B=-917) Q WARNING-9edrydesl9rperamehraendREAD NOTES ON ISANDINCLUDEDMREKREFERANCEFAGEMLL14Trev. mN. Is BEFORE USE. Design vclld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an IndMduol building component, not �`• truss system. Before use. Me building designer must verlry the appllcablllty, of design Barometers and prop eriy Incorporate this design Into the overall builtling design. &acing lndicatetl is to prevent buckling of Individual hum web and/or chord membe only. Addillanol temporary and permanent bracing MiTek' Is always requlretl for atobllity antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the Mi fabrication, storage, deWmy. eiecfion and bracing of inlues end truss systems, seeANSUtp11 Gulf lBtyy CdtMda, DSB-89 and BCSI Building Component Parke East BNtl. Safely lnfarmationavalloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandrla. VA 22314. Tampa, FL 3381D GRK Truss Type C FLAT GIRDER 1 ID:s9obtaODP 12-ao sal-2 3.4 = W 11 2 3 T19568393 5 3.6 = 3x4 = 5x6 = Scale=1:49.3 4 5 6 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) 0.13 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.11 8-9 >999 240 BCLL 0.0 ' Rep Stress Im NO WB 0.86 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1056 lb 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 2.6 SP 2400E 2.0E except end verticals. W EBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12,6-7: 2x6 SP No.2 WEBS 1 Row at midpt 1-12, 6-7 REACTIONS. (size) 12=0-2-0, 7=0-2-0 Max Uplift 12- 9301(LC 4), 7=-9301(LC 5) Max Grav 12=9801(LC 1), 7=9802(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forges 250 (Ib) or less except when shown. TOP CHORD 1-12=-7833(7458, 1-2=-6003/5693, 2-3=-7853/7437, 3-5= 7853/7437, 5-6=-6003/5693, 6-7=-7833!/45a BOT CHORD 9-11=-569316003, 8-9=-5693/6003 WEBS 1-11=-9143/9644, 2-11=-2762/2681, 2-9=-2898/2994, 3-9=-418/485, 5-9=2898/2994, 5-8=-2762/2681, 6-8- 9143/9644 NOTES- 1) 5-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC8BC w/1/2' diem. bolls(ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=35ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., 6 Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 12=9301, 7=9301. 9) Use USP HUS26 (With 14-16d nails Into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc Max starting at 1-0-12 from the left end to 22-11-4 to connect missiles) to front face of bottom chord. 10) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 22-11-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Michael S. Magid PE Np.53691 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 OWARNING-v-,rY aslgaparametenendREADNOTESONTHISANDINCLUDEDMREKREFERANCEPAGEMIP7-111fV0Y101SBEFOREUSE. Design valid for use only with Mffokb Connectors. This design Is based only upon parameters shown, and Is for an IndMdual bulldIng component, not busssystem.Beforeusethe bullding designer must verify Me applicability of design pa tars antl properly In corporate this designInfo the overall building design. Bracing ntllcatetlbto prevent buckling of Individualtnus web and/or chord memberso 1 Additional temporaryand permanent bracing MiTek' is always required far sfablllty and to prevent collapse with possible personal Injury and pr peM damage. For general guidance regarding the fobecaf[on. storage, tlelivery, erection and bracing of 4usses and Buss systems. seeAN81/IPII Qua]�I�. CM�M, DSB-09 antl lC3l WSdtrlD Camponmf 6904 Palle East BNd. Safety In/armaf on -tillable from Truss Plate Insflfufe, 216 N. Lee Street, Suite 312, Alexandrlo, VA 22314. Tampa, FL 33610 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-6=-70, 7-12=-20 Concentrated Loads (lb) Vert: 13=-1460(F=-544, B=-916)14=-1456(F=-543, B=-914) 15=-1456(F=-543, B=-914) 16_ 1456(F=-543, B=-914) 17=-1456(F=-543, B=-914) 18=-1456(F=-543, B=-914) 19— 1456(F_ 543, 8=-914)20=-1456(F=-543, B=-914)21=-1456(F=-543, B=-914) 22=-1456(F=-543, B— 914) 23=-1456(F=-543, B=-914) 24=-1460(F=-544, B=-916) ,&WARNING-Vedlydesign peramel 1 MdREAD NOTES ON TN/SAND INCLUDED M/TEKREFERANCEPAGEMII-7479 mv. faTY7015BEFORE USE tleslgn valid for use only with Mrek® connectors. This design Is based only upon parameters shown. and Is for an IntlNldual bulltling component, not Muss system. Before use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall lat building design, Bracing Indicated is to prevent buckling of Individual Muss web and/or chord membersonly Addil l temporary and permanentbrocing M!Tek' Is always recurred or stoblllN and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fab4coHon, sloroge. delNery, erecflon and bracing of trusses and truss systems, seeANSWII CunBls. COMM, DSSd9 and SCSI SUldhp Camponmf 6904 Parke East Bind. SObly Inlormpibnavolloble Mom Truss Plate InsHfute, 218 N. Lee Sheaf, Suite 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Jab Truss Trusts Type . • Oty Pty T19568394 76597 GRL Flat Girder 1 A Y InF Rufurcnro lnnl',nnall 5-1-13 70-1-75 15-2-0 I 20-2-1 25-2-3 30.4.0 5-1-13 &0.1 &0-1 &0.1 SO.1 5-1-13 Scale =1:52.3 3.4 II 6 = 5.6 = 3x4 = 5x8 MT18HS= 3x4 = Sx6 = 6x8 = 1 2 3 17 4 6 18 6 7 a H 1 1111 Hill 1111 -j 19 20 21 15223 24 25 26 14 27 28 29 13O 1231 32 33 11 34 35 36 103736 39 40 41 5x10 II aP -. -1. 7xB = aPs-, 7x8 = spade. apeciai 5x6 MTI8HS= nucee 718 = apeciai special 7x8 = epeclel 5x10 II Special HUS26 Special Special HUS26 Special HUS26 HUS26 ass = Special Special HUS26 HUS26 Specie, HUS26 Special HUS26 HUS26 Special HUS26 HUS26 HUS26 HUS26 LOADING (paQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) 0.52 11-13 >694 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT)-0.4011-13 >894 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 H..(CT) -0.09 9 We rVa BCDL 10.0 Code FBC2017/rP12014 Mafrix-MS Weight: 9101b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 24 SP 2400E 2.0E except end verticals. WEBS 2x4 SpM 30'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-16,8-9: 2x6 SP No.2, 2-15,3-14,5-13,6-11,7-10: 2x4 SP No.3 REACTIONS. (size) 16=0-3-9, 9=0-2-8 Max Uplift 16=-12961(LC 4), 9=-13001(LC 5) M.G., 16=12118(LC 1), 9=12138(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-1&= 10148/11101, 1-2=-14351/15642, 2-3=-23035/25108, 3-5=-26168/28607, 5-6=-26168/28607,6-7=-23117/25263,7-8=-14376/15689,8-9=-10165/11132 BOT CHORD 15-16=„346/315, 14-15=-15642tl4351, 13-14=-25108/23035, 11-13=-25263123117, 10-11=-15689/14376, 9-10= 348/316 WEBS 1-15=-18703/17162,2-15=-6121/6779,2-14=-11530/10560, 3-14=-2470/2831, 3-13=-4487/3810,5-13=-254/389,6-13=-4299/3710, 6-11=-2412/2721, 7-11=-11662/10629,7-10=-6162/6855, 8-10=-18757/17191 NOTES- 1) 4-ply tmss to be connected together with 10d (0.13lux3u) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chards connected as follows: 2x6 - 2 rows staggered at 0-7.0 do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. Attach BC w/ 1/2u diam. bolts (ASTM A-307) in the center of the member w/washem at 4-0-0 pc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35f ; B=45f ; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 16=12961, 9=1'9001. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-0 from the left end to 28-5-0 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes are hanger is in contact with lumber. Michael S. Magid PE No.53681 MTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Dale: March 4.2020 O WARNING-Vedryde IM. PmameteI=dREADNOTESONTNISANO INCLUDEDMfIEKREFERANCEPAGEU6MMrev. 1Wssicss 6EFOREUSE. ��' Design valld for use only with MEek® connectors. This design Is based only upon parameters shown and Is for an IndMdua, building component, not truss system. Before use, the building deslgner must verily Me applicability tdeslgn pommotm, and properly Incorporate this deslgn into the overall building design. Bracing indicated is to prevent bucldhgof lndMduoltrusaweb and/or chord membersonly. Addikonol temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse 1Na1 possible personal Inlury antl property tlamage. For generd gultlance regartlIng the fabricaeor storage, delivery, erection and bracln8 of fiusses and truss systems, seeANSVTPII Quell GM�M, D56-09 antl aC51 auldlnp Component 6904 Parke East Blvd. SaM1M Infonnelbnavollabie ham Truss Plate Institute, 218 N... Lee Sheet Suite 312. AlexondHc, VA 22~14. Tampa, FL 33610 T19560394 GRL I Flat Girder NOTES- 11) N/A 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 924 lb down and 739 lb up at 0-2-12, 914 lb down and 749 Re up at 2-2-12, 914 lb down and 749 lb up at 4-2-12, 914 Ile down and 749 lb up at 6-2-12, 914 lb down and 749 lb up at B-2-12, 914 Ile down and 749 lb up at 10-2-12, 914 Ib down and 749 lb up at 12-2-12, 914 Ib down and 749 lb up at 14-2-12, 914 lb down and 749 Ile up at 16-14. 914 lb down and 749 lb up at 18-1-4, 914 Ile down and 749 Ib up at 20-1-4, 914 lb down and 749 lb up at 22-1-4, 914 lb down and 749 Ile up at 24-1-4, 914 lb down and 749 lb up at 26-1-4, and 9141b down and 749 Ib up at 28-1-4, and 924 lb down and 739 lb up at 30-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=54, 9-16= 20 Concentrated Loads (lb) Vert: 16=-924(F) 9=-924(F) 12=-1407(F=-914, B=-494) 14=-1407(F=-914, 8=494) 11=1407(F=914, B=-494) 19=494(13) 20= 914(F) 21=-494(B) 22=-914(F) 23=-494(B) 24=-914(F) 25=-494(B) 26=-914(F) 27=-494(B) 26=-914(F) 29=-494(B) 30=-914(F) 31=-494(B) 32=-914(F) 33=-494(B) 34=-914(F) 35=-494(B) 36=914(F) 37=-494(B) 38=-914(F) 39=-494(B) 40=-914(F) 41=494(B) A WARNING- VedlFdeslgnparamefersend READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M11-74"-1aIX&II59EFORE USE. Design vollal for use only with MBelrD connectors. This design Is based only upon parameters shown, and Is for an IndflAdual building component, not huss system. Before use, the bulltling do gner must verify the opptcabllity of design parameters antl properly Incorporate this design Info the overall bulltling tlesig^. Bracing Indicated is fopreventbucWhgoflnclMdualtruss web and/or chord members only. Addl6onol temporary and permanent bracing MiTek' Isaiwaysrequiredfor stablty and top—ent collopsewith pmble personal Injury and propeaVdamage. Forgonoralguidonceregartling the fobricoflon storage, tlelivery, erection and bracing of trusses and huts systems. seeANSVTPi1 CualMy C@Mda. DSa4V and SCSI aulding Campanont Intel Parke East Blvd. SaI.M NfalmntbMvdicble ham Tract Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 leers i ruse, Inc., ran vierce, rL 6.33V s re0 13 zuzu MI I ef, Inauetae5, Inc. Man Mar 2 14:15:33 2020 Yage 1 ID:s9obtaODPRznh3iWkEOmGMzgaFA-bzKJsalgxN7DP01yknjKhIL090x7d6y7X8uFYVz GO 4.10.5 9-6-15 145-4 4-10-5 4-8-9 4-10-5 Scale = 1:24.3 NAILED NAILED 2x3 = = 3.10 = NAILED NAILED NAILED NAILED 3x4 NAILED 3xID 1 9 10 2 11 12 3 13 14 4 15 16 7 17 18 6 3%IO = 19 20 5 e NAILED NAILED 402 = NAILED NAILED NAILED NAILED NAILED 3x6 II 3x6 II LOADING fps' SPACING- 2-0-0 CIL DEFL. in (too) Well LJd PLATES GRIP TCLL 20.0 Plate Gffp DOL 1.25 TC I,._ Ved(LL) 0.16 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.16 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 HOrz(CT) -0.02 5 rife, n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 7311, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-8-4 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. REACTIONS. (size) 8=1irlechanical, 5=Mechanical Max Uplift 8=-937(LC 4), 5=-1014) Max Grav 8=1070(LC 1), 5=1158(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-965/920, 1-2=-2109/1838, 2-3=-2109/1838, 3-4=-2113/1842, 4.5=-1021/984 LOT CHORD 6-7=-1842/2113 WEBS 1-7=-1878/245, 2-7=517/660, 3-6=-5181661, 4-6=-1880/2156 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=4511; L=24ft; eave=4ft; Cat. II; E1t, C; Encl., GCpi=0.18; MWFRS (directional);.Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 8=937, 5=1008. 7) *NAILED' indicates 3-1Old (0.148'x3') or 3-12d (0. 14W,,3.25°) toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increas-1.25 Uniform Loads (pit) Vert: 1-4= 54, 5-8=-20 Concentrated Loads (Ib) Vert: 3= 104(B)6=-63(B) 9=-104(B) 10=-104(B) 11=-104(B) 12=-104(B) 13=-104(B) 14=-114(B) 15=-63(B) 16=-63(B) 17=53(9) 18=-63(B) 19=53(B) 20=-67(B) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2020 OWARNING- V11pydesl91 paamefers and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEM674Ta rev. 100WIiSBEFORE USE �� Design valid far use only with MrteeS connectors. This design Is based Only Upon parameters shown, and Is for an IntllNdual bulltling component, not buss system. Before use, the building designer must verify the appllcablllfy of design parameters and properly Incorporate Ins design Into the overall bdiongdeslgn. Bracinglndicotedlstopreventbucklingoflndivitluoltrussweband/or chordmembe o ly. AtldMonaltemporaryantlpermanentbracing MiTek' Is always requhatl for sfoblllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the folod-lion. storage, deli—y. erection and bracing of trusses and huts systems, seeANSVIPIi Cuol$y Cm�do. D5349 and ll Buldlrg Componmf 6904 Parke East BNd. $mefr mlom a b nrvailable hem TrussPlot. Institute. 218 N. Lee Sheet. Suite 312, A —etch, VA 22314. Tampa, FL 33610 a rypn . rsy Hip Girder 2 v,ry 4 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Mon Mar 214:15:34 ID:sgobtaODPRznh3i W kEOmGMzgaFA-4Auh4yKS 1g740YcelVEZEVuAPQBRMZ4Gm 14 11-1-6 14.2-14 19.6-7 24-10.0 i 3-7-8 3-1-8 5.3-9 5-3.9 6x8 = bxe _ 2KJ II 5xl4 = 5.00 12 5 18 6 7 3x4 II 3x5c= 4.6 3x6v= HUS26 4x10 = HUS26 HUS26 4x4 II THD26-2 HUS26 HUS2fi HUS26 HUS26 HUS26 T19568396 Scale = 1:47.1 LOADING (psf) SPACING- 2-M CS1. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.41 13 -29 240 MT20 24-190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.38 13 >787 240 BCLL 0.0 ' Rep Stress their NO WB 0.84 Horz(CT) -0.06 17 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 2400F 2.OE *Except* 8-11: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x8 SP 2400F 2.OE REACTIONS. (size) 2=0-8-0, 17=0-3-8 Max Horz 2=411(LC 25) Max Uplift 2=4471(LC 8), 17=-5196(LC 8) Max G. 2=4998(LC 1), 17=6465(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (I e) or less except when shown. TOP CHORD 2.3= 18777/16316, 3-4=-13409/11698, 4-5=-9565/8263, 5-6=-6340/5160, 6.7=-6340/5160, 8-14=.694/1068,7-14=-694/1068 BOT CHORD 2-13=-16086/18190, 12-13=-15919/17991, 10-12=-10952/12362, 9-10=-7840/8989, 8-9= 802/1001 WEBS 3-13=-2235/2648,3-12=6626/5847,4-12=-1334/4808, 4-10=-5003/4611, 5-10=-5202I5719,5-9=-3490/3532, 6-9=271/464, 7-9= 6163/7552, 7-17=-6552/5267 Weight: 6561b FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 4-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) In the center of the member w/washers at 4-0-0 do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=25ft; eave=oft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' 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. 8) Bearing at joint(s) 17 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjolnt(s) except (jt=lb) 2=4471, 17=5196. 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 69U Parke East Blvd. Tampa FL 3381D Data: March 4,2020 OWARHING-Vedrydesl9npemmeferaendREAONOTES ONMISANDWCLUDEDMREKREFERANCEPAGEMIF7473rev.faa3R0-EFOREUSE Design valid for use only with MBek® connectors, ihls design Is based only upon parameters shown, and Is for an In flAdual building component, not fruss system. Before use, the bulltling designer must verity the applicability of deslgnpar tars and properly lncorporotethbdeslgn lntofhe overall builtlhg design. &acing Indicated Is to prevent buckling of Indmduol cuss web and/or chord members only. Mdltlonal temporary and peenonent bracing MiTek' a always required for stability and to prevent cdlopse with possible perwnal Injury and properly damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of trusses and hums systems, seeAN3U8'II Cact8y Cdbd0, DSO-09 and BG31 auldkrp Component 69N Palle East 6Ntl. Safety Nfonnati-volloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T19568396 GRIN jHalf Hip Girder NOTES- 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-" oc max. starting at 9-0-12 from the left end to 23-0-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 2-8=-20 Concentrated Loads (Ib) Vert: 12=-914(B) 19=-1900(B)20=-914(B)21=-914(B)22=-914(B)23=-914(B)24=-1094(B)25=-1093(8)26=-914(B) QWARNING-Veritydesr9nperemefersend READNOrES ON TNISANDINCLUDED M1TEKNEFERANCEPA0EMI174la Mv. IDIMOMIIEFOREUSE ��- Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not huu system. Before use, the building tleslgner must verify Me appllcabJlry of design parameters and properly Incorporole this design Into the overall bdiding tleslgn. Bracing hdcated Is to prevent buckling of htlNldual truss web and/or chord members only. AdtllBonal temporary and permanent brochg MiTek' Isolwaysiequked for stab0lty and to prevent collapse with p=ble personal lnlury antl property damage. Far general gultlonce legartling the tobncatlon, storage, tlelNery, erection and bracing of trusses and trusssystems, seeANSUIPr Q-11 CM*do, DSB49 and BCSI Bulding Component 6904 Parka East BNd. Sooty Inforsnall enable from Truss Plate Institute, 218 N� Lee Street Suite 312. Alexandre. VA 22 . Tampa, FL 3361 D ,an YIBrLe, YL 6.33U 9 Feb 13 2U2U MI lek Industries, Inc. Mon Mar 2 14:15:35 2020 Page 1 ID:s9obtaODPRznh3iWkEOmGMzgaFA-OYORVeMjplNoGsmXPwGIJw Y7dpJgWuZD66v9gzexGL 7-11-14 10-11-10 14-2-14 2-0-0 4-B-7 I 3-5-7 2-11.12 I 334 Scale = 1:33.6 4x6 = 4x10 = S Ong 5 3.10 II HUS26 4,5 = 6" = THD26.2 HUS26 HUS26 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.29 8-11 >590 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.27 8-11 >621 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.69 Horz(CT) -0.03 12 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1781b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 ROT CHORD 24 SP No.2 WEBS 2.4 SP No.3 *Except* 5-6: 2x4 SP M 30 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Hoa 2=390(LC B) Max Uplift 2--1996(LC 8), 12=-3213(LC 8) Max Grav 2=2161(LC 1), 12=3526(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7155/6174, 3-4=-3053/2628, 4-5=-505/401, 6-9=-3266/3625, 5-9_ 3268/3625 BOT CHORD 2-8— 6226/6916, 7-8=-6044/6702, 6-7=2550/2786 WEBS 3-8= 2433/2844, 3-7=-4674/4170, 4-7=-3228/3627, 4-6=-3628/3323, 5-12=-3558/3242 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 ad. Webs connected as follows: 2x4 -1 now at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 - 4) This truss has keen designed fora 10.0 pet 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-" tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity 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 Qt=lb) 2=1996, 12=3213. 8) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 7-1-8 from the left end to connect tmss(es) to back face of bottom chord. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger Is in contact with lumber. LOAD CASE(S) Standard Michael S. Magid PE No.53661 MiTek USP, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4.2020 AIVARMNG-Verlrydeal9nperame endREADNOTES ONTNISANOWCLUOEOMNEKBEFEBANCEPAGEMIL747amv.10NacrOMBEFOREUSE Deslgnvalld far use onlywith Mge119cu.onnectors. This design is based only upon parameters shown, antl is far an Individual burdIng con mponent,not �t busdIngdesig BeBrcing lnalcafeid lIs to pent buckling of nalMdllal hull. webantl/or chord rhembasonlyrlAtltlitlor°o�emporary anitlipertn0anent lbracing rs� Is always required for slablllty and to prevent collapse wiM posvWI personallnlury and property damage. For Benerol guidance regarding the ivi1Tek fobncatton, storage, delNery, erection and bracing of busses and buss systems. seeAN31/IPI7 Gu0i6y Crhrrdo, DSa-09 and aC51 auldFp Component 6904 Palle Easr BNd. Safrrh Inlomlell0nc,voiiabie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Ales,ordrio, VA 22314, Tampa, FL 33610 T19568397 Morwpitch Girder LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1o=-54, 3-5=-54, 2-6=-20 Concentrated Loads (Ib) Vert: 7=-883(B) 13=-1913(B) 14=-883(B)15=-888(B) 0WARNING-V4Nfydeslgnparametersand READ NOTES ON TMSANO/NCLUDEOMNEKREFERANCEPAGE 74nmK 1W0 ISBEFOREUSE Daslgn valltl for use only with Mpells conneclom. This design Is based only upon parameters shown, and Is for on Individual building component, not ��• Truss system. Before use, the bulle designer must verify the appllcoblllfy of design parameters and properly Incorporate this design Into the overall bulldingdedgn. eracinglntlicatedlstopravan buckling oflntlivitlualpusswebantl/orchortlmembanonly, Additionaitempolorya dipennonentbracing MiTek' Isalways squired for stability antl to prevent collapse with possible personal injury antlp perry damage. For general gultlonce regarding the Safety I ott storage, delivery, erecMon and bracing of trusses and toss systems, seeANSWII Q.-M C18rdu, DS-9 antl SCSI Ird— --nmt 69N Parke East BNtl. Safety NfOrmaBanovallable from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexonone VA 22314. Tampa, FL 33610 Truss Type L 1 Oty Ply HIP 2 1 T19568347 5.00 52 5.6 = 2 3x4 IiE 8.330 s Fe ID:S9oblaODPRaeh31 VVkE0m1 15-3-4 20 8-0-0 4-1 30 II 48 = 3 14 15 4 3x4 II 4x8 = axis = Scale=1:52.0 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 Vert(LL) -0.30 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.53 7-9 >569 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.86 Horz(CT) 0.43 7 We n/a BCDL 10.0 Code FBC2017/TPI2O14 MaMx-MS Wind(LL) -0.0511-12 >999 240 Weight: 188 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc purtins, BOT CHORD 2x4 SP M 30'Except' except and verticals. 3-10: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Except' 6-0-0 op bracing: 9-10. 1-13: 2x4 SP M 30 WEBS 1 Row at midpt 4-9, 1-13, 4-11, 5-7 REACTIONS. (size) 7-Mechanical, 13=Mechanical VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Harz 13=-185(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 7=-534(LC 12), 13=-630(LC 12) Max Grav 7=978(LC 18). 13=934(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 754/697, 34=-7587706, 4-5=-858l730, 12-13=-934/864 BOT CHORD 11-12=-431403, 3-11=-409/477, 7-9=-484/633 WEBS 2-11=-6221778, 9-11=412/765, 2-12=-837/849, 5-7=-9297738 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 7-5-0, Intedor(1) 7-5-0 to 15-34, Exterior(2) 15-34 to 19-6-3, Interior(1) 19-6-3 to 25-4-10 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) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive 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 13CDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 7=534, 13=630. Michael S. Magid PE No.53681 MiTek USA. Inc. FL Carl 6634 6904 Parke East BNd. Tampa FL 33010 Date: March 4,2020 Q WARNING - Velllydeslgn peremeten eAd REAUNUTES ON THIS AND INCLUDED MmEKREF£RANCE PAGEMR747ii-1410=01ir—REUSE. ��' Design -lid far use only with MBek®cannecfors. rats tleslgn Is based only upon parameters shown, antl Is for an Intlividual bulltling component, not truss system. Before use, the bulltling designer mustveriry the appllcablllry of tleslgn parameters and roperly Incorporate 1Ms tleslgn Into the overall building design. Bracing Indicated Is to prevent buckling of IntlMOual fruss web and/or chord membersonly. Adtlitlonal temporary and permanent bracing MiTek' e always reauimd for stability antl to prevent collapse with Possible personal m ry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of husses ontl huts systems. seeAN5UfP11 QuietIky CIN rrdo, DS3419 Died 6CSI Balding Component 69M Parke East BNd. Sahty Informationevaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Al —dine. VA 22314. Tampa, FL 33610 -2-0-0 4.6-7 � 7-11-14 10-17-70 14-2-14 44,1aMlkME, 46 = 0- 5 50012 5 46 i 4 54 3.00 12 3 1 2 Id d1 5x14 6x10 - ifi B 17 7 18 6 7x8 = THD26-2 7x8 = 6xB = THOH6710 T11026-2 THD26-2 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.23 a-10 >732 240 MT20 244/190 TCDL , 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.22 8-10 >755 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.66 Horz(CT) -0.02 15 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purfins, BOT CHORD 2x8 SP 240OF 2.OE *Except` except end verticals. 2-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 "Except" 5-6: 2x4 SP M 30 OTHERS 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 15=0-3-8 Max Hom 2=390(LC 8) Max Uplift 2--1949(LC 8), 15=-3113(LC 8) Max Gray 2=2192(LC 1), 15=3513(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7168/5924, 3-4=-300212494, 4-5=-519/398, 6-9=-3171/3620, 5-9=-3171/3620 BOT CHORD 2-8=-5969/6945, 7-8=-5787/6721, 6-7=2434/2745 WEBS 3-8=-2335/2871, 3-7=4693/3957, 4-7=-2963/3465, 4-6=-3509/3110, 5-15= 3544/3141 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0,13VxT°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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.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) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=1949, 15=3113. 8) Use USP THDH6710 (With 46-16d nails into Girder & 12-16d nails Into Truss) or equivalent at 7-3-0 from the left end to connect truss(es) to front face of bottom chord. 9) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-1-8 from the left end to 13-1-8 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 8634 0904 Parke East Blvd. Tampa FL 33610 net.: March 4,2020 Q WARNING -Vedtydealgeperameferaend READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE MI47473rev. 10Ard,2016BEFORE USE �r- Deslgnvalidfor use only with MSel�connecfars.lhis design is basetl only upon parameters shown, and is for anintlividual bulltling M, net ■■ truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing IndicatedlstoprevembucklingoflndNldualtrussweband/or chord _rnbersonly. 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 fobrlcotlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVVII CualNByy CModo, DSB419 and I= Bull Component 6904 Parke East Blvd. Safety mfoena6orgvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo. VA 22374. Tampa, FL 33610 T19568398 GRP1 I Monopitch Girder a.aau S r-eD "a zum MI I eK ........... no. ry — ID:s9obtaODPRznh3iWkEOmGMzgaFA-Ulagi MLabVNOLjzdnGseVIR1A8ZzciSlsShHzmGK LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 2-6=-20 Concentrated Loads (Ib) Vert: 7=-889(F) 16=-1 914(F) 17=-889(F) 18=-894(F) Q WARNING-yentydeslgn pammelemanJ HEAD NOTES ON TNISAND INCLUDED MREK REFERANCE RAGEMIFT4TGrev. Iddedsa15 BEFORE USE. Design vaild tar use only with MRek®connectors. This design is based only upon parameters shown, and is fora Individual builtling component,naf truss system.Bafore use, the building designer must verify Me appllcabllity of design parametersantl properly Incorporate this tlesign Into in overall be ding design. Bracing lntlicated is to Proven, of individual buss web and/or chortl members only. Atltlitlonal temporary antl permanent bracing M!Tek' Is always requlretl for stability and to prevent collapse with possible personal Injury and property cortege. For general guldonceregortling th0 6904 Parke East Blvd. fobilcallon, storage, delivery, emctlon and bracing of trusses and truss systems, seeANSURII CualXy Critelli DSB-69 and BCSI Building Component Satety lfro otlonavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Style =1:6.1 LOADING (pso SPACING- 2-0-0 CSI. OEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(CT) 0.00 2 >999 240 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 3 n/a Na Code FBC2017/TPI2014 Matrix -MP Wind(LL) .0.00 2-3 >999 240 Weight: 5111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0 Max Hob, 2=78(LC 12) Max Uplift 3=-214(LC 1), 2=-732(LC 12) Max Gray 3=445(LC 12), 2=377(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=35ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=214, 2=732. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Michael S. Magid PE No.53681 MTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 D.I. March 4,2020 ,&WARNING - Verity design pemme(ers end BEAD NO TES ON THIS AND INCLUDED Uni REFERANCE PA Be M1174. rev. mAbVr015 BEFORE USE. Design vclld for use only with Mgek® Connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not truss system. Before use, the bulltling tleslgner must verify he appllcabllltY of design parameters and properly Incorporate this design 'tome overall bulltling design. Bracing lntllcatetl is to prevent buckling of lntlNltlual truss web antl/or chatl mamba o ly, Additlonal temporary antl permanent bracing Mjiek Is alway—coed for stability and to prevent collapse with possible personal lnlury antl property damage. For general gultlance regarding the fobrlcokon, storage, delivery, erectbn and bracing of fames and sews syslams weANSUIPII QuelIflryyy Cdlbdo. D3549 and BCSI BuSdYrp Componrrnt 6904 Parke East Blvd. Saf.fy fnfoonolbry Roble earn Truss Plate Imfil,te, 218 N. Lee Sheet, Suite 312. Alexantlrb. VA 22314. Tampa, FL 33610 Scale =1:6.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Verl 0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.co Vert(CT) 0.00 2 >999 240 Rep Stress "or YES WB 0.00 Hord(CT) 0.00 3 Na n1a Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 2-3 >999 240 Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0 Max Horz 2=64(LC 12) Max Uplift 3=-207(LC 1), 2— 586(LC 12) Max Grav, 3=356(LC 12), 2=368(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 3=207, 2=586. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 AWARNING-VldfydeslBnparamalenandREAONOTES ONTHIS AND INCLUO£DMREKREFERANCEPAGEMI4T4Tarev..id0Y10f5BEFORE USE. Design valid for use only with Ni connectors This tleslgn Is based only upon parameters shown, and Is for an IntlNldual bulltling component not truss syslem.Before use, me bulltling tleslgnor mustverlfy the applicablllty }tleslgn para tars and ptop erly Incorporate ruts tleslgnlnto the overoll building tleslgn, Bracing lntlicatetl is to prevent buckling of lntlI dual truss web antl/or ohortl members only. Atltllflpnal temporary antl permanent bracing MiTek' is always required far stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems..-ANSUIPII QnaaMyCi teda, DSO-69 and SCSI O09dirg Centso... t 6904 Parke East Blvd.Safety Informatbruvaaoble from Truss plate Institute. 218 N. Lee Sheet. Suite 312. All VA2231d. Tampa, FL 33610 Scale = 1:9.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 File rile BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) -0.01 7 >999 240 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Slructuml wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical Max H= 2=113(LC 12) Max Uplift 3=-41(LC 12), 2= 369(LC 12) Max Grew 3=48(LC 1). 2=257(LC 1), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Interior(l) 1-1-0 to 2-11-4 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 chard live load nonconcurrent with any other live loads. 3) • 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-M wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=369. Michael S. Magid PE Np.53681 MiTek USA Inc. FL Cart 6634 I Parke East Blvd. Tampa FL 33610 Data: March 4,2020 Q WARNING - Verity desl9npara-1 and READ NOTES ON THLSAND INCLUDED— REFERANCE PAGEJU T4 rev, 14=015BEFOHE USE. �'' Design did for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component. not huts system. Before use, the bulltling designer must verity the applicability of design parameters antl properly Incorporate this design Info the overall building design. Bracing lntllcatetlBbprevant buckling of lntllvhual hussweb antl/or <hortl membe o ly. Atldltlonal temporary antl permanent bracing MiTek' Is always required for stability and fo prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcolion storage, delivery, erection and brocing of husses and host aystemA saeANgl/IPIt Ca CRMa, pill and BCSI BW dli Componont 6904 Parke East BNd. SafrrM Iaformalbr I,IIIabIa him Truss Plata InstiMa. 216 N. Lee Sheet gu6e 312, Alexontlrlo. VA 22%4. Tampa, FL 33610 Scale = 1:8.1 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Veri -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n1a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(L-) 0.01 3-6 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2.4SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3--Mechanical Max Horz 1=56(LC 12) Max Uplift 1=-84(LC 12), 2=-78(LC 12). 3=-22(LC 12) Max Grav 1=109(LC 1), 2=66(LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opst h=35ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 1001b uplift at joint(s) 1. 2, 3. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Carl 6634 0904 Parke East Blvd. Tampa FL 33810 Date: March 4,2020 QWARNING-Vedlydesr9nparemeteaandaEAO NOTES ON THISANOINCLUDED MREKHEFEHANCEPAOEaUh74x7m,, 141721016OFFOREUSE. Design valid for use only with MIrelt® The s design Is based only upon parameters shown, and Is for an I'cMdual building component, not T'. system. before use, the bulltling deslgner must verify the oPpllc.bllIt, of design parameters and, properly Incorporate this design Into the overall bulltling design. [racing indicated is to prevent buckling of Individual truss web and/or chord membes only, Additional temporary antl permanent bracing MiTek' Is always mquaetl for stability and to prevent collapse with possible personal Injury and properlydamage. Far general gulden, regording the fabrkation, stora ge, delivery, erectlon and bracing of tomes and huss systems So ANS11111 Cuoexa1SSryy criteria. OSS49 and SCSI Building Component 6a04 Parke East aNtl. bty m Safo-Mnovailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alndria. VA 22314. Tampa• FL 33610 -2-0-0 2-0-0 3-0-0 24o1D 2-o-o t-aD Scale =1:15.8 N LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ved(LL) -0.01 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ved(CT) -0.02 7 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horill 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MR Wind(LL) .0.01 7 >999 240 Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=11viechanical Max Ho' 2=91(LC 12) Max Uplift 4_ 17(LC 9), 2=-287(LC 12). 5=-6(LC 9) Max Grav 4=100(LC 3), 2=268(LC 1), 5=3(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End" GCpl=0.18; MW FRS (directional) and C-C Extefior(2) -2-0-0 to 1-1-0, Intedor(1) 1-1-0 to 2-11A zone; cantilever left and right exposed; end vertical left and right exposed;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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4, 5 except (jt=lb) 2=287. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 69114 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 O WARNING -Vl design Parameters and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM/F7473 rev. 1Na3ssins BEFORE USE Design valid for use only with Mirada annect.a. This design Is based only upon parameters shown. and Is for an Individual building component, not truss system, Before use, the bull designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulIdIngdesign. Br acing Indicated lstoprevent buckling ofIndividual trussweb and/or chord members only AddlNonaltemporaryandpormanentbracing MiTek' Is always required for stablllN and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sesANSWIl III Carets. DSB49 and BC51 Building Component 6904 PeAe East Blvd. Safraty Informaflor avowable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Newndrla, VA 22514. Tampa, FL 33610 8.330 a Feb 13 202U M, I ek Industries, Inc. Mon Mar 2 14:15:41 2020 Page 1 ID:s9oblaODPRznh3i W kEOmGMzgaFA-M W pKYLQmg75MdfUCTsCO-gKyecOVwwl NNggg2zexGG Scale =1:13.8 3 3.00 12 6 2 1 4 3x4 = 5-0-0 6-0-0 Plate Offsets (X,Y)- f2:0-2-8,Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.85 Ven(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Inc, YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.06 4-7 >977 240 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-119(LC 12), 2=-396(LC 12), 4=-4(LC 9) Max Grav 3=105(LC 1), 2=315(LC 1), 4=83(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; EncL, GCpi=0.18; MW FRS (directional) and C-C EMedor(2) -2-0-7 to 1-1-0, Intedor(l) 1-1-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb) 3=119, 2=396. Michael S. Magid PE No.53681 MiTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 O WARNING- Wray design Parameter and READ NOTES ON MIS AND INCLaOEG MREK REFERANCE PAGE MII-74T3rev. 10N32e15 BEFORE USE. Design valid for use only withMBeIr01 connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not Is I russ system,Before usethebulltling designer musiverlfythe applicability of design parameters and properly Incorporate this dosignlnto Me overall building design. Bracing lntlicatetl S to prevent buckling of lndMal-I truss web antl/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stoblliN and to prevent collapse with possible personal injury and property damage, For general guldonce regarding the ' fobricotion, stora99, delN6ry, erection and bracing of trusses and tna9 systems seeANSMII Quo l8MIys. Cr1f9I". DS549 and IICSI Building Component 69N Parke East Blvd.Sai.ly Inks ationova0able from Truss Plate Institute, 218 N. Lae Sheet Suite 312, M—ntl la VA 22314. Tampa. FL 33610 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) -0.03 3-6 i999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.07 3-6 >911 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.08 3-6 >773 240 Weight: 15 I6 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=95(LC 12) Max Uplift 1— 142(LC 12), 2— 141(LC 12), 3=-26(LC 12) Max Grav 1=183(LC 1), 2=116(LC 1), 3=86(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 3 except (jt=lb) 1=142, 2=141. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2020 Q WARNING-V14rydeslgnprameferaeed READ NOTES ON MIS AND INCLUOEO MITEKREFERANCEPAGEMPT4Ta rev. 101p9M015BEFORE USE. Deslgnvolltl for use only with Mffek®connectors. ihlsdeslgn is based only upon paramatemshawn, antl is for an lndl,dual bullding component, not ��• truss system. Before use. Me building designer must verify Me applicability of design parameters and papery Incorporate this tleslgn Into me overall building design. Bracing Indicated is to buckling of MdMdual }rust web and/or chord mamba only. Additional temporary and permanent bracing MiTek' Is always requketl far stability and to pmvenf collapse wiM posUble personal lnluryandp1jollcomaga. For genemlgultlance recording Me tobacOHon, storage, tlelNery, erection and bracing of inssses and buss systems, seeAN5VIT, Cuelmpsy. CMedo. DSB49 and SCSI Building Component 6904 Parke East BNd. Sofrrty Nfoenafbrwalable from Taus Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 -z-o-o z-o-o 5.0.0 2.0-0 2-0.0 3-0-0 Scale = 1:18.2 6 T 3.4 II 5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ven(LL) -0.03 7 >999 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.47 Ven'CT) -0.07 7 >853 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 r✓a n1a BCDL 10.0 Code FBC2017?PI2014 Matrix -MR Wind(LL) 0.08 7 >786 240 Weight: 231b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 op bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Ho" 2=121(LC 12) Max Uplift 4=-82(LC 12), 2=-303(LC 12), 5=-3(LC 12) Max Grav 4=121(LC 1), 2=332(LC 1), 5=69(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-462/301 BOT CHORD 2-8=-385/482 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; B=45ft; L=24ft; save=4tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-1-0, Intedor(1) 1-1-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;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 fare 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 100 lb uplift at joint(s) 4, 5 except (Jt=1b) 2=303. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Can 6634 I Parke East Blvd. Tampa FL 33010 Data. March 4,2020 Q WARNING -wd/y design paametasand READ NOTES ON TNISANOINCLUDED M/fEKREFERANCE PA GEMIF70T9rev.taM22015BEFORE USE. �t Design volld for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not truss system, Before use, the bulltling designer must verity the applIcabilly of design parameters and properly Incorporate }his tlesign Into the overall building design. &atlng Indicated is to prevent buckling of individual huss web and/or chord mamba o Iy. Atldmonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Wien possible personal Injury and property damage. For general guidance regarding Me fobricokoR storage delivery, erecaon and bracing of innses and muss systems saeAll If Quart CM.da, 039419 and SCSI Buldhy Component fi904 Parke Eest aNd. Safety hlonnalbnwotoble ham Truss Rafe InsfiMe. 21S N. Lee Sheet. SLita 312 Alezontlrlo. VA 22314. Tampa, FL 33610 Job Titus Truss Type s r Cry Ply T19568348 76597 A4 HIP 1 1 Job Reference o clonal Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Indusides, Inc. Mon Mar 214:14:35 2020 Page 1 5.00 12 3x6 - 3.4 II 3.6 = 3.4 = 010 = 3x5 4 t 2 16 3 4 17 5 18 18 6 lip 12 11 23 10 9 .4 It 3xB = 3x6 = 3v4 = 19 a 3.6 II Scala = 1:58.2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) -0.12 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 led(CT) -0.24 8-9 >999 240 BCLL 0.0 ' Rep Stress Inc, YES WE 0.78 H_(CT) 0.45 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.06 13-14 >999 240 Weight: 190 lb 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 *Except* except end vedicals. 3-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 11-12. 1-15: 2x4 SP M 30 WEBS 1 Row at midpt 6-9, 1-15, 5-11, 1-13 REACTIONS. (size) 8--Mechanical, 15=Mechanical VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Herz 15=-165(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 8=-534(LC 12), 15_ 630(LC 12) Max Grav 8=936(LC 18), 15=950(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2- 862/709, 2-3=-848/68B, 3-5=-839/681, 5-6=-724/682, 6-7= 796/597, 14.15=-950/832,1-14=-860/822, 7-8- 861/716 BOT CHORD 13-14=-122/301, 3-13=-326/438, 9-11=-4191654 WEBS 6-9=-214/281,7-9=447/721,5-11=-421/257,11-13--A38//98,1-13=-922/1064 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=3.Opsf; h=15ft; B=45ft; L=261t; eave=.4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-1-12 to 5.2-3, Intedor(1) 5-2-3 to 17-3-4. Extedor(2) 17-3-4 to 21-6-3, Interior(I) 21-6-3 to 25-4-10 =ne;C-C far members and forces 8 MWFRS 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 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 8=534, 15=630. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 0WARNING -Vedrydeslg0pNamefelaendREADNOTES ONMIS AND INCLUDEDMIFEKREFERANCEPAGENLL Mrev.1ND119I5DEFOREUSE. Design -lid for use only with MgekO connectors. This design Is based only upon parameters shown and Is for an Intlivitluol building component, not �� truss system. Before use, the bulltling dedgner must verlN the appllcablllry of tleslgn parameters antl �ron e4y Incorporate this tled8n Info fine overall bulking design. aradinJ,hdicafetl lsto prevent buc1ding OilndiAdual cuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required stability and to prevent collapse with possiblepersonol Injury and property damage. Forgeneralguitlanceregartlingthe fabrication, storage, delivery, erection and bracing of buses and tress sWe s, seeANSMI] Cupp Caserta, OS11-09 and BCSI Building Component 6904 Parka Eea18Nd. Safety brformpBor avolloble from Truss Nate Institute, 218 N. Lee Street. Suite 312, Alexondda, VA22314. Tamp., FL 33610 8,330 S Feb 13 2U2U MI1 ex In' ID:s9obtaODPRmh3i W kEOmGMzgaFA-Jvx5z1 Scale = 1:17.4 3 3.00 12 B o d 2 1 4 3x4 = 7-0-0 7-0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) -0.07 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.16 4-7 >512 240 BCLL 0.0 Rep Stress I— YES W B o.0o Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 MaMx-MP Wind(LL) 0.15 4-7 >538 240 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=190(LC 12) Max Uplift 3=-189(LC 12), 2=-441(LC 12), 4— 13(LC 12) Max Grav 3=168(LC 1), 2=383(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35ft; B=45ft; L=24ft; save=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Intenor(1) 1-1-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=189, 2=441. Michael S. Magid PE No.53681 MiTek USA, Inc. FL chat 6034 6904 Parke East Blvd. Tampa FL 33010 Data: March 4,2020 A WARNING-Verlly—gn paremeters and BEAD NOTES ON THISAND INCLUDED MITEKNEFERANCEPAGEMIF747-1 10l01ROISBEFONEUSE. ��- Design valid for use only with Mliek6 conneGtors.lhls deslgn Is based only upon parameters shown, and Is for. on Intllviduol bulltling component, not truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this deslgn Into the ov..011 T bulltling deslgn. Brocing Indicated Is to Prevent buckling of Indlvidual truss web and/or chord mamba only. Addlflonal temporary and permanent bracing M� IBk• a always required far stability and to prevent collapse with possible personal Injury and property lamcge. For general guidance regarding the fabrlcallon. storage, delivery. erection and bracing of trusses and truss systems. seeANSVIPII QU-1Xy Cdtedo, DSB-89 and BCSI Building Comi p.r 6904 Parka East Blvd. Safety Infonnalloraovolloble from Truss Plate Inelltute, 218 N. Lee Street Suite 312, Alexonorlo. VA 22314, Tampa, FL 33610 7-0-0 z-o-o z-o-o 5-0.0 Scale = 1:20.4 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 csl, TC 0.41 BC 0.66 WB 0.00 Matrix -MR DEFL. in (loc) Udell L/d VerI -0.09 5-6 >877 360 Vert(CT) -0.19 5-6 >440 240 HOrz(CT) -0.08 5 n/a n/a Winal 0.19 5-6 >433 240 PLATES GRIP MT20 244/190 Weight: 27 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SpM 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigld ceiling directly applied or 7-9-15 oc bracing. REACTIONS. (size) 4-Mechanical, 2=0-8-0, 5=Mechanical Max Ho¢ 2=151(LC 12) Max Uplift 4--143(LC 12), 2=-341(LC 12), 5=-4(LC 12) Max Grav 4=169(LC 1), 2=380(LC 1), 5=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-589/366 . BOT CHORD 2-7=-489/619 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascll 32mph; TCDL=4.2psf; BCDL=3.Opsf; hl51t; B=45ft; L=24N; eave=off; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-1-0, Intedor(1) 1-1-0 to 6-11-4 zone; cantilever left and right exposed ; and vertical left and right exposed;C-Cfor 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 1001b uplift at joints) 5 except gt=lb) 4=143, 2=341. Michael S. Magid PE N9.53681 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING-VIdly tleslgn Peremelers and READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MII-7473 rev. fePoYl015 BEFORE USE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual builtling component, not Truss system. Before use, the bulltling designer must verify the applicability of design parameters antl properly incorporate Mls tleslgn Into the overall bulldingdeslgn. Bracing IndicatedlstopreventbucklingoflntlNltluoltrusswebantl/or chordmamba only, Ad flonaltemporaryandpermanentbracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regortling the fabrlccr on, storage, delivery, erection and bracing of trusses and truss systems, saeANSUIPI I Q"' CMMp, D'B-69 and BCSI Building Camp9o�n1 6904 Parke Easr all Safety Infannallo—Iloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexontlrlo. VA 22 1A. Tampa, FL 33610 T1956a409 Scale=1:14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.02 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven CT) -0.05 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES IN 0.03 HOrz(CT) 0.02 5 n/a rl BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) OAS 11 >999 240 Weight: 221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 on pudins. BOT CHORD 2.4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Hom 2-151(LC 12) Max Uplift 4=-73(LC 12), 2=-393(LC 12), 5=39(LC 12) Max Grav 4=85(LC 1). 2=326(LC 1), 5=122(LC 3) FORCES. (lb) - Max CompJMa%. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opst h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Intedor(1) 1-1-0 to 4-11-4 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 fora 10.0 psi 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-M wide will fit between the bottom chard and any other members. 4) Referto girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4, 5 except (jt=lb) 2=393. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 06M 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 Q"RNINO- Verify dealgn furemerere and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PARE MIF7473 rev. fWl BEFORE USE. 0eslgn valitl for use only with Mnek� connectors. This design Is based only upon parameters shown, and Is for an IndMdual bulltling component not truss system. Before use. the bulltling tledgner must verify Me appllcobllity f design parameters and properly Incorporate this design Into the overall p/1 bulltling design. Bracing Indicated is to prevent bucNing ofindividual truss web and/or chord mamba only, Additional temporary and permanent bracing IYIjTek Is always required to stabll8y antl to prevent collapse wnh possible personal lnlury and property damage. For general gultlance regartling Me fobdcoflon storage, tlelNery, arecnon and bracing of trusses and truss systems. seeANSI/1PI7 Quaff yy CdMda, OSS49 and lICSI Building Component 6904 Parka Esst BNd. Sabty Infaanalbrgvailable from Truss Plate Imill 218 N. Lee Sheet, Suite 312, All VA 22314. Tampa, FL 33610 Scale = 1:17.7 RM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) -0.08 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(CT) -0.18 13 >469 240 BCLL 0.0 ' Rep Stress "or YES WB 0.04 Horz(CT) 0.05 5 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.18 13 >474 240 Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Ho¢ 2=190(LC 12) Max Uplift 4=-152(LC 12), 2=-435(LC 12), 5=-44(LC 12) Max Gm 4=156(LC 1), 2=402(LC 1), 5=124(LC.3) FORCES. (lb) - Max. ComplMax. Ten. -All farces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45tt; L=240; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Interior(l) 1-1-0 to 6-11-4 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.Opst 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 was to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joints) 5 except (jt=lb) 4=152,2=435. Michael S. Magid PE N9.53681 MITak USA, Inc. FL Cen 66U 6904 Parke East Blvd. Tampa FL 33818 Date: March 4,2020 QWARNING- Ver/lydes/gnperemeteraend BEAD NOTES ON 7NISAND/NCLUDEDMREKHEFEBANCE MGEMIF74" rev. muses015BEFOBEUSE �'- Cesgn valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Indl, dual bullding component, not buss system. Before use, M bullding tleslgner must verity the appil lllty of design parameters and properly Incorporate this design Into the overall to design. Bracinglntlicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek- Is always mqulredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcm on storage, delivery, erection and bracing of trusses and truss system% seeAN31/IPII DuIsIByCdlada, DSB-89 and SCSI Building Component 69N Palle East Blvd. Sabty fnfonnotbMvarable from Truss Flare Instil 218 N. Lee Sheet. Suite 312, Alexandria. vA 22314. Tampa, FL 33610 ME T19568411 Hip Girder Fort Yleros, FL 8.3305 Feb 132U20 M1Tek Industries, Inc. Mon Mar 2 14:15:47 2020 Page 1 ID:sgobtaODPRmWi WkEOmGMzgaFA-BgAmPUcEgmE4Y6e2UzdGFwQn3hOmPBIJH_lhzexGA -2-9.15 7-9-1 9-10.1 2-9-15 7-9-1 Scale =1:24.8 ADEQUATE Sx6 - 2X3 11 5 SUPPORT Gas = REQUIRED �6 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.63 Vert(LL) -0.23 7-10 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ved(.T) -0.27 7-10 >436 180 BCLL 0,0 ' Rep Stress Incr NO WB 0.26 Hom(CT) 0.01 5 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 38 lb 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 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-6 op bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-10-15. (lb) - Max H— 2=193(LC 4) Max Uplift. All uplift 100 Ib or less at joint(s) except 1=-202(LC 20), 4=-104(LC 25), 2=-633(LC 4), 5=-427(LC 4) Max Gray All reactions 250 lb or less at joint(s) 1, 4 except 2=1300(LC 22), 5=535(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-9531608 BOT CHORD 2-7=-679/934, 6-7=-679/934 WEBS 3-7=-138/448,3-6=-1184/861 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Ench, GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This Imes 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) Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 1, 104 Ib uplift at joint 4, 633 He uplift at joint 2 and 427111 uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 52 It, up at 4-4-0, 37 Ib down and 521b up at 4-4-0, and 65 Ib down and 139 Ib up at 7-1-15, and 65111 down and 139 Ib up at 7-1-15 on top chord, and 4451b down and 2421b up at 1-6-1, 445 Ib down and 242 lb up at 1-6-1, 36111 down at 4-4-0, 36111 down at 4-4-0, and 41 Ib down and 18lb up at 7-1-15, and 41 Ib down and 18 Ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Von: i-9=-74, 4.9_ 54, 5-8=-20 Concentrated Loads (Ib) Vert: 10=167(F=B4, B=84) 12=-57(F=-28, B=-28) 13= 1(F=-1, B=-1) 14=-54(F=-27, B=-27) Michael S. Magid PE Na.53681 MiTek USA, Inc. FL Cad 6634 0904 Padre East Blvd. Tampa FL 33610 Date: March 4,2020 0 WARNING -Verity dealgnparemef me end READ NOTES ON THIS AND INCLUDED M-KREFERANCEPAGEMX74—.. rDN ldill-EFOREUSE. D.sIgntues valid for use only with MBBIs� connectors. ibis tlesign Is basatl only upon parameters shown, and Is for on Individual bullding component, not �I truss system. Before use, the IcAing tleslgner must verify me oppllcabllity of tlesign pars tern antl properly Incorporate Mls tleslgn Into me overall bulltling design. Bracing indicotedhbprevent bucking of Individual buss web and/or chord members only. Addihonal temporary and permanent bracing MiTek' kolrw required for stability and to prevent collapse with postible personal lnlury and property damage. For geneml guidance regarding rho tabrica6on. storage, delivery, erection and bmcing of freer, and buss systems, SeeANSUfPl1 CaalSy CdInN. DS689 and SCSI Bidding Component 6904 Parke East Blvd. Safety Infpanaib—Rclele from Truss Plate InstiMe, 218 N. Lee Street, Suite 312, A --ring. VA 22314. Tampa, FL 33610 Diagonal Hip Girder I I 1 I T19568412 1 -2-9-15 4-0.0 65-14 a -2 8-10.1 2.9-15 40.0 2-5-14 1-6-5 1-&13 3x6 = 3x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.41 8 >285 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.48 8 >244 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.76 Horz(CT) 0.13 6 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc pudins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. 2-8: 2x4 SP M 30, 4-8: 2x6 SP No.2 WEBS 2.4 SP No.3'Except' 4-7: 2x4 SP M 30 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=212(LC 4) Max Uplift 5=-159(LC 4). 2=-781(LC 4), 6= 233(LC 4) Max Grav 5=143(LC 28), 2=1015(LC 28), 6=395(LC 28) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2311/951, 34=-2484/1074 BOT CHORD 2-9=-1051/23If WEBS 3-9=-1100/690, 4-9=-1140/2537 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsh h=35N; 3=45ft; L=24ft; eave=4N; Cat. 11; Exp C; Encl., GCpi=018; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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-" wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1591b uplift at joint 5, 781 to uplift at joint 2 and 233 lb uplift at joint 6. 6) Hanger(s) .'.the' connection device(s) shall be provided sufficient to support concentrated load(s) 371b down and 52 lb up at 4-4-0, 37lb down and 52 lb up at 4-4-0, and 61 lb down and 92111 up at 7-1-15, and 61 Its down and 92 Ib up at 7-1 -1 5 on top chord , and 445 lb dawn and 242 Ib up at 1-6-1, 445lb down and 242 lb up at 1-6-1, 36 Ib down at 4-4-0, 36 lb down at 4-4-0, and 75111 down and 63111 up at 7-1-15, and 75 lb down and 631b up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 8-10=-20, 4-6=-20 Concentrated Loads (Ib) Vert: 12=167(F=84,8=84) 14=-38(F- 19, B- 19) 15= 1(F=-1, B=-1)16=-149(F=-75, B=-75) Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Data: March 4,2020 O WARNING - Vedlydaren parametarsand READ NOTES ON TN/SANDINCCUDED MREKREFERANCEPAGE MIP74M rev. iNA13015BEFORE USE Design volld for use only wlih Mliek® connectors. This design Is based only upon parameters shown, and Is for an IntlNltlual bulltling component, not hues system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate rule tleslgn In}o the overall bulltlingdesign. BrocIngIndicated lstopreventbucklingofindlvidualhussweband/orchordmembe o ly. Addlttonallemporarydndptmonentbracing MiTek' Is always required far dabllity, and to prevent collapse wim possible personal Injury and property damage.. For general guidance regarding me fabricotbn, storage, delivery. areclion and bracing of M1ustas and hues system& seeANS"ll Quallly Crlt Ad. DBB49 and BCSI Building Component 69N Palle East BNd. Spf�iy mlomsafbmvolloble ham Truss %Ne ImBfute, 218N.Ise Shoat Suite 312 Alexondno. VA 22314. Tampa, FL 33610 T19568413 Hip Girder Scale: 1/2-=1' 10 9 18 8 19 7 6 3x4 11 3.4 = 3x4 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.17 10 >686 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.2E BC 0.95 Vert(CT) -0.24 10 >493 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.51 Horz(CT) 0.05 6 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 58 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-1 oc purtins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 3-9: 2x4 SP No.3 10-0-0 oc bracing: 9-11 WEBS 2x4 SP No.3 REACTIONS. (size) S=Mechanical, 2=0-10-15, 6=Mechanical Max Hors 2=163(LC 4) Max Uplift 5= 85(LC 20), 2=-587(LC 4), 6=-174(LC 4) Max Gmv 5=82(LC 1), 2=969(LC 28), 6=466(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2955/602, 3-4=-2177/505 BOT CHORD 2-11=-646/2942, 7-8=-244/581 WEBS 8-11=-200/407, 4-7— 743/312, 4-11=-334/1720 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=3.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 it between the bottom chord and any other members. 4) Refer t0 glyder(S) for truss t0 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 5, 587 lb uplift at joint 2 and 174 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 164 lb down and 39 Ib up at 4-4-0. 164 lb do" and 39 lb up at 4-4-0, and 80 lb down and 104 lb up at 7-1-15, and 80 lb down and 104 lb up at 7-1-15 on top chord, and 35511, down and 235 lb up at 1-6-1, 355 Ib down and 235 Ib up at 1-6-1, 8 lb down and 35 lb up at 4-4-0, 8lb down and 35 lb up at 4-4-0, and 34 lb down and 15 Ib up at 7-1-15, and 34 lb down and 15 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increas-1.25 Uniform Loads (plf) Ved: 1-5=.54, 11-12=-20, 9-10=-20, 6-1 Concentrated Loads (lb) Vert: 14=164(F=82, B=82) 15=-70(F=-35, B=-35) 16— 89(F= 44, B=-44) 18=51(F=25, B=25) 19=-40(F=-20, B=-20) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 QWARN/NG-Ver/ty design paramefee and READ NOTES ON TII/SANO INCLUDED MITEKFEFEFANCE PAGEMl47479rev. leaYLafa9EFOHEUSE �'- Deslgn valid for use only wim M9el connectors. mis tleslgn Is based only upon parameters mown, antl Is for an Individual builtling component, not truss avnarn� Before use, the bullding designer must verify the a"rocolllN of tleslgn parameters andrprbperly Incorporate in s design Into Me overall builtling tleslgn Bracing indicated is to prevent buckling of Individual truss web and/or chord memo is only ly.. Additional temporary and permanent bracing MiTek- Isalways reculred for stoblllty and to prevent CollOpse with possible personal lnlury and property damage. For general guidance regarding the 6904 Pad<e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS"n" "U" Cdtedo, Bill l�9 and BCSI Building Component Sal Infermaf erovallable from Truss Plate Institute. 218 N. Lee Steei. SAG 312, Alexandria. VA22314. Tampa, FL 33610 ID:s9obtaOlDPRmh3i W kEOmGMzgaFA-cFskROXV W bepYlrDEsW KttYJHmw6wodRHVeeozexG7 -2-0-0 7-11.74 14-4-0 21-5-4 2-0-0 7-11-14 6-4-2 7-1-4 Scale=1:44.3 6 213 II 4zo 3.4 = 6sg = zr3 II LOADING (pso SPACING- 2-" CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TIC 0.40 Vert(LL) 0.15 11-14 >541 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.11 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) -0.01 7 n/a h1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7. 5-7 REACTIONS. (size) 7=1VIechanical, 2=0-8-0, 11=0-8-0 Max He. 2=636(LC 12) Max Uplift 7=-551(LC 12). 2=-482(LC 12), 11=-814(LC 12) Max Grav 1563(LC 1), 2=420(LC 1). 11=703(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/0.3-4=-594/0, 4-5=-621/193, 6-7=-151/270 BOT CHORD 2-11= 310/566, 10-11= 310/566, 8-10=-328/573, 7-8— 511/552 WEBS 4-10=-147/298, 4-8=-395/96, 5-8=0/301, 5-7=-653/603, 3-11=387/431 NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.0ps1; h=35tt; B=45ft; L=24tt; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Intedor(1) 1-1-0 to 21-3-8 zone; pinchleft exposed;C-C for membersand 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 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 551 lb uplift at joint 7, 482 Ib uplift at joint 2 and 814 lb uplift at joint 11. Michael S. Magid PE No.53681 MIT, ek USA, Inc. FL Cent 6634 0904 Parke East Blvd. Tampa FL 33810 Oats: March 4,2020 O WARNING - VedlydesfSa peremetenead REAGNOTES ON THISAND INCLUDED MREKNEFENANCEPAGEMs-7—rev, 10101V2015BEFOBEUSE. �r- Deslgnvalldfor use only with Mitek9 connectors. This design is based only upon parameters shown, and is for an individual bulltling component, hot ■■ truss system. Before use, the building designer must verify the applIca blllty of design parameters chat properly Incorporate this design Into he overall bulltling design. Bracing Indicated is to prevent buckling of lndNlduol truss web and/or chord membe only. Additional temporary and permanent bracing MiTek' Is oiwoys requlredfor stability and to prevent collapse Wh possible personal Injury and property damage. For general guidance regoraing the fabdcatlan, storage, lalNery, erection and bracing of tn/ses and thus systems. seeANSVWII GaaO�yy Criteria. DSB419 and BCSI Building Component 69N area East BNd. Sably Infermalbrxrvpaoble ham Russ Piote InstltWe. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 336110 • Oy Ply - T79568415 176597 M1 I Monopitch 12 1 1 3.00 aw V 7 6 5 3.4 = 3x4 = 6x8 = Scale=1:43.6 LOADING (psf) SPACING- 2-" CSI. DEFL in (lac) War! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.05 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vart(CT) -0.10 8-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Ho(CT) -0.01 5 Na Na BCDL 10.0 Code FBC2017/FPI2014 Matir Wind(LL) 0.02 6 >999 240 Weight: 891to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 1 Row at midpt 4-5, 3-5 REACTIONS. (size) 5=Mechanical, 7=1VIechanical Max Horz 7=442(LC 12) Max Uplift 5=-588(LC 12), 7= 296(LC 12) Max Grav 5=523(LC 1), 7=523(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/250, 4-5=-155/284 BOT CHORD 6-7=-604/389, 5-6=-5631517 WEBS 2-6--0/255, 3-6=0/266, 3-5=-609/664, 2-7=-539/435 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opst h=35ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 0-11-14, Interior(1) 0-11-14 to 14-M zone;C-C for members and tomes & MIfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 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 beading plate capable of withstanding 588 Ib uplift at joint 5 and 296 to uplift at joint 7. Michael S. Magid PE No.53881 MITak USA, Inc. FL Cart 0634 $904 Parke East Blvd Tampa FL 33810 Data. March 4,2020 AWARNING -VerlfytleslgnparametersendREAD NOTES ONTNISANDINCLUDWMREKREFERANCEPAGEM67,17arev.rNAYlo15BEFOREUSE Design volld for use only with Mmk® connectors. This design Is based only upon parameters shown, and Is for an Indiviclud building component, not buss system. Before use, the building designer must verify the apoilcobilty of design Parameters and properly Incorporate this design Into the overall bustling tleslgn. &acNglntlicatetl l5 to prevent bucNing of haMtlual buss web and/or chord members only For Additional temporary and permanent bracing MiTek' Is always required for stobaiN and to prevent collapse with possible personal injury and damage. general guidance regarding the fabrication. storage, tlelNery, erection and bracing of busses and buss systems seeANSVIPl1 Cual CM. OSa.89 and SCSI Sukding Component 6904 Pence East 8Ntl. Safety Nformati—olloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T19568416 M2 IHalf Hip 12 1 1 Fort Pierce. FL 8.330 s Fs FTA'R:gKfrxl C 7 6 5 SO = 3.4 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(L-) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0,22 ..(CT) -0.01 5 We n/a BCDL 10.0 Code FBC2017/rP12014 Matril Wind(LL) 0.02 6 >999 240 Weight: 89lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 1 Row at mil 4-5, 3-5 REACTIONS. (size) 5=Mechanical, 7=Mechanical Max Horz 7--"2(LC 12) Max Uplift 5=-588(LC 12), 7=-296(LC 12) Man G. 5o523(LC 1).7=523(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5701250, 4-5=-155/284 BOT CHORD 6-7=-604/390, 5-6— 563/516 WEBS 2-6=0/255,3-6=0/266, 3-5=-609/664, 2-7=-539/435 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 0-11-14, Interior(1) 0-11-14 to 14-3-8 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 lost bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 5 and 296 lb uplift at joint 7. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 QWARNING- VerNydeslgnparameMrsend NEADNOTESGN MISAND INCLUDED MREKREFERANCEPAGE All rev. taAa2ef5SEFOFEUSE Deslgn valid for use onlywith MRek0connectors. Thi design Isbased only upon parameters shown, and Is for an Individual bullding component,not huss system. Before use, the building designer must verity the appllcablllty of design Parameters andProperlyIncorporole this tlesign Into the overall Duill design, Small Indicated is topr—m bucNing of lndNlduol truss web and/or chord mamba orty. Additional temporary and permanent bracing MiTek' h always requtred for stability and to prevent collapse with d""ble personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses old truss systems. seeANSVrPII C_H7 CM*da, DSl and SCSI Sutderg ComPonent 69a4 Parke East Blvd. SONIy NlOrmalah Noble from Truss Plate Institute, 216 N. Lee Street, Suite 312. Atexandrlo. VA 22314. Tampa, FL 33610 I76197 IAS (ATTIC 1 1 Chambers Truss. Inc.. Fort Pierce, FL 8.330 s Fe T19568349 4x4 = 1 17 3x4 II 3x6 = 3x4 = 3x4 = 5x6 = 5.00112 18 2 319 4 20 52122 23 24 6 /2 11 to- 9 3x4 II 3x4 = Sx63x5 = Scale = 1:50.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Wall(ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LQ -0.21 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vgh CT) -0.39 11 >769 240 BCLL 0.0 ' Rep Stress [nor YES WB 1.00 Horz(CT) 0.37 8 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.23 11-12 >999 240 Weight: 203 lb 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 2x5 SP No.2'Except' except and verticals. 13-14: 2x4 SP M 30, 2-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 2x4 SP No.3'Except' WEBS IRow at midpt 1-17.1-13 1-17: 2x4 SP M 30 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) B=Mechanical, 17=Mechanical LOADS IMPOSED BY SUPPORTS(BEARINGS). Max Ho' 17=155(LC 12) , Max Uplift 8=-399(LC 12), 17=528(LC 12) Max Grav 8=1317(LC 19), 17=1126(LC 19) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-17- 1126/693, 1-14=-1045/686, 1-2=-1298/614, 2-4=-1286/604, 4-5=-1227/531, 5.6=-968/457, 6-7=-1177/439, 7-8=-1372/592 BOT CHORD 13-14=-85/251, 2-13=-419/461, 9-11=-310/1068 WEBS 1-13=817/1568, 11-13=-307/1210,4-13=-205/369, 9-16=-253/244,7-9=-353/1290, 11-15=-523/269,4-15=-384/256,15-16=-108/310,5-16- 521/176 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15N; B=45ft; L=26N; eave=4D; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 19-3-4, Extedor(2) 19-3A to 22-3-4, Interior(1) 22-3-4 to 25-4-10 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) i50.0Ib AC unit load placed on the top chord, 15-5-14 from left end, supported at two points, 3-0-0 apart. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 15-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Refer to girder(s) (or truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 8=399, 17=528. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Michael S. Magid PE No.53681 IdiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 QWARNING-Verity tleslgn pl-raramd READ NOTES ON TN/SAND/NCLUDEOMr KREFERANCEPAGEM1474M rev. 111=0159EFOREUSE �'- Design valid for use only with VI connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not truss system. Baton use, the building deslgnar must verily the appllcablllty pf tleslgn parameters antl �roperly Incorporate this tleslgn Into Me overall t Ulding tleslgn, Bracing Intlicatetl Is to prevent buckling of Individual truss web and/or chord mamba o ly. Adtlltlonal temporary antl permanent bracing MiTek' Is olways required for stability and to prevent collapse with possible personal Injury antl propertydamage. For general guidance regarding the fobli'm, storage. tlelNery, erection and bracing of trusses and bust systems, "aANSU1Pi1 Qu?pp1yCill DSB49 and 6CSI Building Component 6904 PeMe Easl Blvd. Sably InlemleN9rgvolloble ham Tmts Plate InsliMe, 218 N. Lee Street Suite 312, Al -dill.. VA22314. Tampa, FL 33610 Halt Hip 12 1 1 T19568417 3.00 3xr 4x4 = 3x4 = Scale = 1:39.6 4 5 93.5 = a 7 6 3.4 = 3x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Vde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Veft(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert CT) -0.12 8-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.54 Horz(CT) -0.01 6 n/a Na SIC OIL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.02 7.8 >999 240 Weight: 1041b FT=20% LUMBER- BRACING - TOP CHORD 2.4SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. REACTIONS. (size) 6=Mechanical, 9=Mechanical Max H.. 9=369(LC 12) Max Uplift 6=-552(LC 12). 9=-332(LC 12) Max Gmv 6=523(LC 1), 9=523(LG 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-552/294, 5-6=.500/637 BOT CHORD 8-9=562/374, 7-8=-549/484 WEBS 3-7=-463/502,5-7=-592/480, 2-9=-561/520 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35ft; B=45111; L=241t; eave=oft Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 0-11-14, Interior(1) 0-11-14 to 12-0-0. Extedor(2) 12-0-0 to 14-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(a) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5521b uplift at joint 6 and 332 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 69D4 Padre East BNd. Tampa FL 33610 Date: March 4,2020 QWABN..-VerlryCesr9npsrametersand BEAD NOTES ON TNISAND fNCLUDED NmEKBEFERANCEPA.E 2rrn3 rev.'"WOWBEFOBE USE Design valid for use only with M111111 nnectars. THIS design Is based only upon parameters shown, and Is for on Individual building component,not truss system. Before use, the bulltling tledgner must verity Me applicability of tledgn parameters and rsropedy Incorporole Ins design Into the overall bulltling design.Brocingindlcotedh to prevent budding of Indidual 1, web and/or chord mamba oNy. Adtllliond temporary and permanent brochg MiTek- Isalways required for sto"I_ and to Prevent collapse wish pos4bte personal In1ury and property damage. For general guidance regarding Me fobri<otlon, storage, delivery, erection and bracing of t ru s s as and truss systems, seeANS'll ""'yy CMeda, DSB-69 and SCSI Building Component 6rxx Parka East BWd. Safoty Informaf or avolloble from Truss Plot. Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 M4 I Half Hip 11 1 Faa pieme. FI 8.330 a Fe 3.0( 3x g 3x5 = 4x4 = 3x4 = Scale = 1:36.2 4 11 5 8 7 6 3x4 = 3.8 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.12 8-9 >999 240 BCLL 0.0 Rep Stress [nor YES WE 0.52 HorI -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/'r"2014 Matil Wind(L-) 0.02 8 >999 240 Weight: It. If. 1=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. REACTIONS. (size) 6=Mechanical, 9=Mechanical Max Ho. 9=305(LC 12) Max Uplift 6= 524(LC 12), 9=-360(LC 12) M. Gmv 6=523(LC 1), 9=523(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or loss except when shown. TOP CHORD 2-3=-547/370, 3-4— 340/333, 4-5=-269/329, 5-6=-481/626 BOT CHORD 8-9=-524/351, 7-8=-557/464 WEBS 5-7=-551/449,3-7=-381/436,2-9=-566/559 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=35ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 0-11-14, Interior(1) 0-11-14 to 10-0-0, Exledor(2) 10-0-0 to 14-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent Water ponding. 3) This truss has been designed for a 10.0 pat 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. 5) Refer to girde(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52411b uplift at joint 6 and 36011, uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Carl6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2020 Q WARNING - Vedfy deslgn Paremelersand HEAD NOTES ON THISAND WCLUDED MIrEKREFERANCEPAGEM-M rev. itV0.3tID15 BEFOREUSE. ��- Design valld for use only wlih MB6k® connepfors. This deslgn Is based only upon parameters shown, and Is for an Individual building component. not truss system. Before use, Me building designer must verify the oppllGablllty of deslgn parameters antl properly incorporate this deslgn Info the over II building deslgn. Bracing lndlcotedis to prevent bucld1ng of hdMdual}russ web and/or chord members only. Additional temporary and permanent bracing MiTek' bolwoys reai far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fi904 Parke EasiBNtl. fabricofion. storage, delivery. erection and bracing of trusses and loss systems..-ANSUIPII 42uo11fy Cmedo, DSB-09 and SCSI Bull Component Safely m/mmanis-0able ham Truss Plate InsfiMe, 218 N. Lee Sheet Suite 312, Alexandria, VA 223M. Tampa, FL 33610 ID:s9obtaODPRmh3iWkEOmGMzgaFA-OgXt3SZNpW WOoTZov_41 VN 8-0-0 14-54 8.0.0 6.5.4 7xS = 3x4 II Scale: 3/8'=1' 2 9 10 3 5 4 6 44 = 6x8 = 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) -0.08 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.17 5-6 >999 240 BCLL 0.0 - Rep Stress Incr YES W B 0.61 HOrz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(L-) 0.02 5 >999 240 Weight: 831b 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz 6=253(LC 12) Max Uplift 6=-383(LC 12), 4= 501(LC 12) Max Grav 6=523(LC 1), 4=523(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-540/381, 1-6— 449/464 BOTCHORD 5-6=-429/245,4-5=-491/427 WEBS 2-5=0/283, 2-4=-523/603, 1-5= 105/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35tt; B=451% L=24tt; e-4111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 8-0-0, Extedor(2) B-0-0 to 12-2-15, Interior(1) 12-2-15 to 14-3-8 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 pondmg. 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 alive load of 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 383 Ib uplift at joint 6 and 501 Its uplift at joint 4. Michael S. Magid PE No.53661 MiTak USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 Q WARNING -V-Y pesrgnparameters amIREAD NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MIF747a rev.lWD.'Y ""BEFOREUSE. ��- Deslgn valitl for use only wIM MOek® connectors. ihls tleslgn Is based only upon parameters shown. and Is for an Intllvltlu.1 bulltling component, net buss system.. Before use, the bulltling designer must verity me aPplicobllityof tleslgn parameters antl properly Incorporate Mls dedga Into the overall buadingdedgn, B-1,gintllcatetllstopreventbucialngotlndMducttAaaweb and/or chord mamba only. Addltlonaltemporary and og"Inentbracing M!Tek* Is always required for stabJity and to prevent collapse=possble personal V4ury antl propertydomaga. For general guidanceregortlNg Me fobricatloR storage. tlelNery, erection and bracing of trusses and tru55 systems. seeAN31/IPII Qualpy Cd1�M, 09k419 and SCSI Bu6dhrg Cpmlmnmt 6984 Parka East BNd. Safety Inlamralbnovoilobletrom Truss Plate InslkNe, 218 N. Lee Sheet, Suite 312, Alexandria, VA 2231 A. Tampa, FL 33610 T1 M6 1Half Hip 12 1 1 4.6 = Scale = 1:27.4 30 = U4 II 2 3 10 4 6 5 7 y � = axis 3x6 II LOADING (psf) SPACING- 2-0-0 cal. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.10 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.20 5-6 >857 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Hom(CT) -0.01 5 n/a rills BCDL 1.Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.02 6 >999 240 Weight: 82lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 7=Mechanical, 5=Mechanical Max Horz 7=189(LC 12) Max Uplift 7=-404(LC 12). 5=-489(LC 9) Max Grav 7=523(LC 1), 5=523(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_ 586/466, 2-3=A82/529, 1-7=-478/481 BOT CHORD 6-7=-319/151, 5-6=-429/376 WEBS 3-5=-502/594, 1-6=-239/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=35ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-0-0, Extedor(2) 6-0-0 to 10-0-14, Interior(1) 10-0-14 to 14-3-8 zone;C-C for members and farces 8 MWFRS 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 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 an 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 Ib uplift at joint 7 and 489 Ib uplift at joint 5. Michael S. Magid PE No.53681 fAiTex USA, Inc. FL Cert6634 6904 Parke East BNd. Tampa FL 33610 Data: March 4,2020 Q WARNING- V4dly 0esl9nparametcreend READ NOTES ON TMISAND INCLUDED MREKREFERANCEPAGEMIF747a rev.14-acISBEFOREUSE. ��- Deslgn valid for use only with MRekO connectors, This design Is based only upon parameters shown, and Is for an Inc Mdual building component, not huss system. Before use. the bulltling designer must veafy the applicability, f design parameters and roperly Incorporate this design into the overall bulldingdosign. Bracing Indicated is to prevent buckling oflnd--dual hum web and/or chard membersonly. AddlXonal temporary and permanent bracing MiTek- Isolwaysrequiredfor mol lllty and to prevent collapse with passable personal lNury and properly damage. For general guidon—egaming the fabrication. storage, delivery, eredil- and bracing of trusses antl huss sy4ems, seeAN6171Pi1 C CM�M, O6t1-0V and aCSI Bolding Compenint 6904 Parke East Blvd. Svbry ti/plmatbnwoiloble from 4uss Plate Institute. 218 N. Lea Sheet, Suite 312, AJexontlrio, VA 22 14. Tampa, FL 33610 7-2-14 14-5-4 -4- 6-10-14 7-2-6 Scale = 1:24.7 2a3 II 3.6 = 13 — 7 2 8 3 5 4 6 3sA = 3.6 II 3x6 II LOADING fps, SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) -0.05 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 'en(CT) -0.10 5-6 >999 240 BCLL 0.0' Rep Shess Incr YES WE 0.80 H=CT) -0.00 4 Na Na BCDL 10.0 Code FBC20 1 7JTP12014 Matrix -MS Wind(LL) 0.05 5 >999 240 Weight: 7811, FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 6=Mechanical Max Uplift 4=-515(LC 8), 6— 515(LC 8) Max Gmv 4=523(LC 1).6=523(LC 1) FORCES. (Ib) - Max. Comp:/Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-680/668, 2-3--680/668, 3-4=-461/526, 1-6=-460/527 WEBS 1-5= 698/710, 2-5=-442/649, 3-5=-699/712 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsh h=35ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-3-8 2one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 4 and 515 lb uplift at joint 6. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cell 6634 6984 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 AWARNING- V1dtydesxgnparemelenendREAONO7ESONTNISANDINCLUDEDUI/EKREFERANCEPAGEMIF)4TJ 14=05BEFOREUSE �� Design valid for use only with M6ekG connectors. Tits design Is based only upon parameters shown, and Is for an Indlvitlual building component, not truss system.. Before use, the bulltling designer must verify Ina appllccblllly of design parameters and properly Incorporate this tlesign Info the overall building design. Bracing indicated is to prevent buCkling of individual buss web and/or chord members only. AtltlIII i temporory and permanent bracing MiTek' is always required for TIality and to prevent collapse with possible personal NJury ontl property damage. For general guklance regarding the (obncotion,storage,delivery,erectonandbrocing of W..'.nd truss systems,seeANSV0Rl Q-01BMyy Cr9oda, DS349 and Bcsi Building Componanf 6904 Parke Easl Blvd* Safety Infomrationavailoble from Truss Plate Institute. 218 N. Lee 3ireet.3uts 312, Ale,,antlrla, VA22314, Tempe, FL 33610 Scale = 1:24.3 2x3 II 4x5 = i US = 2 3 7 B 0 4 4 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.11 5-6 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 5 >999 240 Weight: 74111 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Uplift 6= 515(LC 8), 4=-515(LC 8) Max Gravy 6=523(LC 1), 4=523(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 glo) or less except when shown. TOP CHORD 1-fi=-458/525, 1-2=-902/886, 2-3=-902I888, 3-4— 458/525 WEBS 1-5=-881/897, 2-5=-435/641,3-5=-881/897 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; EnoL, GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 14-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent Water pending. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed fora live load of 20.0pef 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5151b uplift at joint 6 and 515111 uplift at joint 4. Michael S. Magid PE No.53601 IdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 A WARNING - Verify older, paramefen and READ NOTES ON MIS AND /NCL UD£D MITEK REFERANCE PAGE 1110-747a rev. loOY101a BEFORE USE. D6s3gn valid for use only with MRekOconnectors. This design is based only upon parameters shown, and Is for on Individual building component not �t truss system. Before use, me bulld1ng tleslgner mustverify the applicability of design parameters and properly Incorporate this design Into the overall bulltling tledgn. &acing Indicated is to pre vent buckling of lndMduol truss web and/or chord members only, Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding me fabricall- storage, delivery, erection and bracing of muses and fuss systems, weANSVTPi1 Quom�yy CdMda. D3349 and SCSI Building Component 69M Parke East Blvd.Solely affosmaibrrwailable from Truss Plate Institute, 218 N. Lee street Suite 312, Ali VA 22314, Tampa, FL 33610 E 3 3x4 1 3x4 II R LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 "art(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 HOrz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 111b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Hors 1=51(LC 12) Max Uplift 1=-77(LC 12), 3=-90(LC 12) Max Grav 1=99(LC 1), 3=99(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL--3.Opsf; h=35N; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at joint 1 and 90 lb uplift at joint 3. Michael S. Magid PE Na.53661 MiTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33616 Cate: March 4,2020 Q wmNING-Ver/fydesr9n parameters and -ID NOTES ON THISAND MCLUDED MITEx BEFERANCEFAGE4rIFT4TJrex. 140YlOiSBEFOBEUSE. �� Deslgn volld for use only with Maek@ connectors, This design Is based only upon parameters shown, and Is for an Individual build hig component, not buss system. Before use, the building designer must verify the appllcablliN of design Parameters andproperly Incorporate this deslgn Into the overall is.l dig deslgn. 3racing Indicated is to prevent buckling of lncMdual truss web and/or chord membersonly . AtldlHanaI temporaNantl permanent bracing MiTek' way- requiretl far stablllN antl to prevent collapse wim possible parsonol iNury and propeM damage. For general 8ultlance regartling the fobricaeon, storage, delNery, erection and bracing of trusses and fiuss systems, seeANSVTFII Cualltlryy Cdlis DSS-09 and SCSI SuldklD C0mp0nrrnf 6904 Parke East Blvd. SolelyInlOmratbrxrvoJable ham Truss Rote Institute, 218 N. Lee Steel. Suite 312, AJexantlrlo, VA22314. Tampa, FL 33610 a 3 3x4 � 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) War - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) rate - n/a 999 BCLL 0.0 ' Rep Stress Incr YES Wall 0.00 Hom(CT) 0.00 We Na BCDL 10.0 Coda FBC2017/rP12014 Matx-P Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-0-0, 3=6-0-0 Max Ho¢ 1=90(LC 12) Max uplift 1=-135(LC 12). 3>157(LC 12) MaxGrev 1=173(LC 1), 3=173(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-144/289 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=35h; B=45ft; L=24h; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10'0 GO bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 1 and 157111 uplift at joint 3. Michael S. Magid PE No.53681 IAiTek USA Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 O WARNING - Verify des/91 paremetom and HEAD NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE M0.)4)a rev. samoss BEFORE USE Design valid for use only with M9ekO connectors. Ibls design Is based only upon parameters shown, and Is for an Ihalvidual bullding component, not husa system. Before use, the bullding designer must verify the act, lcpblllty of tlesign parameters and properly Incorporate this design into Me overall building design. Bracing Indicated is to prevent buckling of lndlAcluol huss web antl/or chord mamba only. Addlnonol temporary and permanent bracing MiTek' 6 always requae0 for stabuty and to prevent collapse with possble personal injury and property damage. For general guidance regardlng the fabaly th , staroge, delNary, erection and bracing of trusses and truss systems, seeAN3U1Pi1 Quo" u "6ry• Crdnln, DSO49 mud IIC51 eu6ding Component 69p4 Parke Eass BN4. Sohty Nfemralbnovailoble ham 4uss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 a.aau s reo 1a "a lulu en mousmes, Inc. M rage i ID:sgobtaODPRznh3iW kEOmGMzgaFA-NnLm6gdWe28gvESliXgCCZtOnVZGzc7oHXR3waoxG7 Scale = 1:6.9 E00FTT 2 El I LOADING (psf) SPACING- 2-0-0 CSI. "EFL, in (loc) Hall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Ven(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.03 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 op bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Hoa 1=41(LC 12) Max Uplift 1=-31(LC 12), 2=-52(LC 12) Max Grav 1=47(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=35N; B=45ft; L--24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This tmss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beading at joint(s) 2 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 52 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2020 AWARNING-Verifyd1WgnperamerereandFlEADNOTES ONTHISANDINCLUDED MfIEKREFERANCEPAGEM674xa v 1,M=615BEFOREUSE. Design valid for use Only with MRek® connectors, This design Is based only upon parameters shown, and Is for an IndNldual bulltling component, not t'a system. Before use, the bulltling designs must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling daslgn. Bracing Indicated is to prevent buckling ofinllvidual truss web and/or chord memberso ly. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guldonce regarding the MiTeMe Eest BNd. fabrication, storage, delivery. erection and bracing of trusses and truss systems SeaANSVrPD Cu" CmMdu, DS849 and SCSI Building CamponMf epbly Nlormotbrtwollable from Toss Note Institute. 218 N. Lee street. Suite 312. Alexandrlo. VA 22311. Tampa, FL 3361a T19568426 P IMONOPITCH 115 1 1 3x4 II Scale =1:29.6 5 lb 3x5 = 3x4 11 3.6 = LOADING (PSI) SPACING- 2-M CSI. DEFL. in (lac) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.42 9-12 >406 240 MT20 2-191 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.20 9-12 >833 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 70 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 4-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=10echanical, 2=0-5-4 Max Horz 2=451(LC 12) Max Uplift 6=-808(LC 12), 2=932(LC 12) Max ran, 6=514(LC 1). 2=639(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1085/2175. 3.4=-106412318 BOT CHORD 2Z-2649/1020, 4-7=-1780/695, 6-7=-2384/998 WEBS 3-9=-4051710,7-9=-2970/1187,4-6=-1063/2553 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=.4.2psf; BCDL=3.Opst h=35tt; B=45tt; L=24N; eave=4N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-7 to 1-1-0, Interior(1) 1 -1 -0 to 14-1-2 zone; porch left and right exposed;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 fora 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-M 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 8081b uplift at joint 6 and 932 lb uplift at Joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2020 Q WARNING- Verily tleslgn Rnnrererssnd NERD NOTES ON THISANDINCLUDED MITEKNEFENANCE PAGEM/N479 rev. fa=015BEFOBE USE. Design volitl for use only, MRek®connectors. 1111 tleslgn is based only upon parameters shown, and Is for an Indlvltlual bulltling comppnent not Tuss system. Before use, the bulltling designer must verify the appllcablllty of design Parameters and properly Incorporate this design Into the overall bulltlingdeslgn. Bracing indicated is to prevent buckling of lndlvldual truss web and/or chord membersonly, Additional temporary antlpermanent bracing MiTek' Is alwaysrequlred far stability and to prevent cellulose with possiblepersonal injury and property damage. For general guidance regarding the fcbrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANBURIt Cuall1ry1y Ca.6a, DSB-09 and BC31 euldmp Component 6904 Parka East Blvd. 6af0ty Informotbnavallobie from Truss Plate Institute, 218 N. tee Street, Suite 31 Z AlBxandrla VA 22314. Tampa, FL 33610