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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek"' RE: ml1324 THE ROYALE RIrcleftD Nov:o' "o l® e � �me MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Inn formation: Project Customer: WYNNE BUILDING CORPORATIN Project Name: ml 1324 Lot/Block: Subdivision: Address: UNKNOWN City: !ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind'Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No I Seal# Truss Name Date No. Seal# Truss Name Date 1 T13569629 a 3/22/18 26 T13569654 2 T13569630 al 3/22/18 27 T13569655 3 T13569631 a2 3/22/18 4 T13569632 a3 3/22/18 5 T13569633 I a4 3/22/18 6 T13569634 a6 3/22/18 7 T13569635 b 3/22/18 8 T13569636 bh7 3/22/18 9 T13569637 gra 3/22/18 10 T13569638 grb 3/22/18 11 T13569639 grc 3/22/18 12 I T13569640 11 3/22/18 13 T13569641 12 3/22/18 14 I T13569642 13 3/22/18 15 T13569643 14 3/22/18 16 T13569644 15 3/22/18 17 T13569645 16 3/22/18 18 T13569646 18 3/22/18 19 T13569647 la 3/22/18 20 T13569648 lb 3/22/18 21 1 T13569649 JJc 3/22/18 22 T13569650 kj5 3/22/18 23 T13569651 k18 3/22/18 24 T13569652 k1a 3/22/18 25 I T13569653 kjb 3/22/18 The truss l drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida 6OA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. mv4 3/22/18 eee��JV-R'P,� �No 22839 ~: : 13 : STATE OF J 4(/ Z S�ON A I10 1� Walter P. Finn PE N0.22839 MITek USA, Inc. Fl. Geri 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1of1 "°""BILE ���Y Job Truss Truss Type city Ply THE ROYALE T13569629 ml 1324 A COMMON 10 1 - Job Reference (optional) Chambers Truss, Inc.I Fort Pierce, FL 8.130 s Mar i 1 2018 MI Tek industries, Inc. nu Mar 22 aa: 1 0:2r 20 r o rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EB12cj_pyFwe2wzxxmvjDnbMhHlkJ4QEFIPAOizYQkg 1-0- 8-4-0 12-11.0 17-6-0 22-1.0 26-8-0 35-0-0 6-0- 0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale=1:59.3 �1 0 4.00 12 4x5 = 17 .- 15 - 14 11 4x5 — 2x3 5x6 W B = 3x8 = 2x3 11 4x5 = 3x8 = 5x6 W E = 12-11-0 1 t2 Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 169 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x41 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=13,99/0-8-0 Max Horz 2= 223(LC 8) Max Uplift 2=-775(LC 10), 10=-775(LC 10) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 273=-3404/2226, 3-5=-2807/1685, 5-6=-2801/1990, 6-7=-2801/1990, 7-9=-2807/1885, 9110=-3404/2226 BOT CHORD 2-17=-1946/3218, 15-17=1946/3218, 14-15=-1116/2053, 12-14=-1946/3188, 10-12=-194613188 WEBS 61114=-598/1034, 7-14=-252/246, 9-14=-702/541, 6-15=-598/1035, 5-15=-253/246, 3-15=-701/541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interior(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit1load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 I Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MiT&D connectors. This design is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Individual truss members only. Addifional temporary and permanent bracing MOW building design. Bracing Indicated Is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Quality CIBelfa, DS049 and BCSI BuUdMg Component East e E Blvd. 6904 Parke Safety/nfonnabA nz3va1lable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandrla, VA22314. Tampa, Job Truss Truss Type Qty Ply THE ROYALE T73569630 m11324 Al SPECIAL 9 1 Job Reference o tional Chambers Truss, Incl, Fort Pierce, FL 8.130 s Mar 11 Lu16 MI I eK Industries, Inc. I nu mar 22 uu:1 u:zu zul is t ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-iLJQp3?RjZ2Vg4Y8VTQym_8Tnhas2XsNUPBjYI r1-0-Q 7-8-0 n- -23-11-12 35-0 Q64 I 7-8-0 378 3760 6-5-12 224 8-2 -0 3x5 = 4.00 F12 14 13 2x3 I I 5x12 = 5x8 MT18HS = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.80 12 >525 360 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.39 12-13 >302 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4' SP M 30 WEBS 2x4' SP No.3 `Except' 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 Scale = 1:60.3 3x12 zz PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 159lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-12 REACTIONS. (Ib/size) 2=1349/0-8-0, 10=134910-8-0 Max Harz 2= 223(LC 8) Max Uplift 2= 825(LC 10), 10=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3309/2433, 3-5=-2581/2012, 5-6=-2548/2113, 6-7=-5337/4002, 7-9=-5302/3868, 9 T 10=5702/4143 BOT CHORD 2114=2151/3113, 13-14=-2151/3113, 12-13=-1450/2202, 10-12=-3809/5431 WEBS 3-14=0/265, 3-13= 8131590, 5-13=-269/317, 6-13=-317/567, 6-12= 2362/3388, 7-12= 298/368, 9-12=-405/352 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50fF eave=6ft; Cat. II; Exp C; Encl., 'GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. 1I�1 Walter P. Finn PE No22839 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual bu.1ding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the tabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYM/I QualifyCl➢eda, DSB-89 and BCSI Bu➢ding Component 6904 Parke East Blvd. Safety IntotmaHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City I Ply THE ROYALE i T13569631 ml1324 A2 SPECIAL 1 1 d Job Reference (optional) Chambers Truss, Inc!,, Fort Pierce, FL 8.130 s Mar 11 2018 Mil ek industries, Inc. I hu Mar 22 09:10:26 2018 Paget ID-kfiGCA6bx7j2Sy1 HDXFw7ye3KX-iLJQp3?RjZ2Vg4Y8VTQym_BWghZL2VrNUP8jY9zYQkf 1-0- 8-0-1 13-7-8 16.0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0- 0- 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9.13 8-2-7 0- Scale = 1:62.3 6 4.00 12 5x6 = 4x4 = 2x3 l I 5x6 = 3x5 = i 2.00 f 12 35-0-0 3x12 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.70 BC 0.98 WB 0.75 Matrix -MS DEFL. in ([cc) I/defl Ud Vert(LL) 0.75 12 >559 360 Vert(CT) -1.02 12-21 >412 240 Horz(CT) 0.37 10 n/a n/a PLATES MT20 MT18HS Weight: 160lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 cc pudins. BOT CHORD 2x4, SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2= 205(LC 8) Max Uplift 2= 825(LC 10), 10=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3315/2113, 3-5=-2515/1641, 5-6= 2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 91 10= 5687/3567 BOT CHORD 2-15= 1849/3111, 14-15=-1849/3111, 13-14=-1217/2314, 12-13=-2804/5025, 10-12= 3257/5414 WEBS 3115=0/300, 3-14=-954/692, 5-13=-206/561, 6-13=-357/632, 7-13=-2796/1678, 7112= 1082/1957, 9-12= 479/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=611; Cat. II; Exp C; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Extedor(2).31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MI 20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. 1I�1'el 0 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/0=015 BEFORE USE. Design vallci foruse only with MITekV connectors. This design Is based only upon parameters shown, and Is for a7Individual building component riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Truss systems, seeANSUMII CualBy ctdeda, DSB-89 and BCSI BuBdbg Component 6904 Parke East Blvd. Safety lnfomraf an ivallable from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALS T13569632 m11324 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B-0-1 ,—M- ts.l3u s Mar 11 Zu I o ivit i eK Inaubu leb, a lu. i nu %vial e2 vu. 1 u.— LV 1 O ravu 1 'j2Sy1HDXFw7ye3KX-AXto1P?3UsAMHE7K2AxBJCghg4vany8Xi3uH4bzYQke 5-11-15 ' 7-0-0 12-11-12 2-9-14 5x6 = 4x6 = 13 5x6 = 3x5 2x3 11 = � 2.00 F12 AvA Scale = 1:61.3 3x12 = t2 V �I I6 6 Plate Offsets (X Y)-'- [2:0-1-2 Edge] (8.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.72 10 >582 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.98 10-19 >427 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 158lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rjgid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2=-181(LC 8) Max Uplift 2=-825(LC 10), 8= 825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=-3286/2122, 3-4=-2556/1711, 4-5=-3161/2095, 5-6= 3304/2150, 6-7=-5214/3232, 7t 8=-5695/3643 BOT CHORD 2-13=-1853/3079, 12-13=-1853/3079, 11-12= 1338/2410, 10-11= 2826/4982, 8-10= 3331/5422 WEBS 3;13=0/293, 3-12=-854/595, 4-11=-480/959, 5-11=-360/724, 6-11=-2280/1355, 6-1 0=-1 118/1934, 7-10— 530/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50111; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hash been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ito uplift at joint 2 and 825 lb uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: KAnrrh 00 OM ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild foriUse only with Milekb connectors. This design Is based only upon patameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verih, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallorL storage, delivery, erection and bracing of trusses and truss systems, seeANSUWIl QualityCt9edq DSB-89 and BCSI Buffftg Component 6904 Parke East Blvd. Tampa, FL 33610 Safety/nformatberlvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE I T13569633 ml 1324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc!, Fort Pierce, FL 8.130 s mar 11 zut u mr I ek Industries, mc. I nu mar zz ua:i u:30za i s Page! ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ejRAEIOhFAIDvOiWcuTQrPDsdUF?WO_gxjdgdlzYQkd 1-0- 6-5-8 12-0-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-0-0 6-0- •0- 16-5-8 5-6-8 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 Scale=1:61.3 5x6 = 3x4 = 4.00 12 1 14 13 3x4 = 3x6 = Offsets LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x41SP M 30 WEBS 2x4'SP No.3 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 Sx6 = 2.00 12 5x6 =2x3 11 6 7 35-0-0 3x12 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.67 Vert(LL) 0.7311-12 >572 360 MT20 244/190 BC 0.96 Vert(CT)-0.9811-20 >429 240 MT18HS 244/190 WB 0.77 Horz(CT) 0.36 9 n/a n/a Matrix -MS Weight: 160 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=157(LC 9) MaIIx Uplift 2=-825(LC 10), 9=-825(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 273=-3367/2256, 3-4— 3093/2069, 4-5=-2645/1853, 5-6=-3425/2347, 6-7= 5165/3301, 7;8-5219/3301, 8-9-5704/3714 BOT CHORD 2-'14=-2000/3170, 13-14=-148812537, 12-13=-2065/3480, 11-12= 2440/4196, 9-11=-3399/5431 WEBS 304=-429/415, 4-14-323/584, 4-13=-142/386, 5-13-1125/697, 5-12=-141/467, 6=12=-861/437, 6-1 1=-1 145/2016, 8-11=-542/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., IGCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mecha , ical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. t2 6 0'2 T I6 O Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid tot Ilse only with MiTeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bullding design. Bracing Indicated is to buckling of Individual Truss web and/or chord members only. Addilional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor¢ge, delivery, erection and bracing of Trusses and truss systems, seeANsy7pI1 GaalByCdtedq DSB-89 and SCSI BuOdtng Component ,6904 Parke East Blvd. Safety thilbimatfonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569634 m11324 A6 HIP 1 1 ' i Job Reference (optional) Chambers I russ, Inc!, Fort Pierce, FL 6.13U s Mar 11 ZU1 d MI I eK mau5ine5, mc. I nu iviar e4 uya u:31 eul o rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6w?YS51 KOUR4XYHiAb_fOdlOkuf9FzMpANN09UzYQkc r1-0-0 1 6-7-15 10-0-0 13-8.0 , 21-4-0 25-0-0 28-41 35-0-0 $6-0-Q 1-0 00 16-7-15 3-4-1 3-8-0 7-8-0 3-8-0 3-4-1 6-7-15 -0-0 Scale = 1:60.3 4.00 12 5x8 = 2x3 11 2x3 I I 5x8 = 4 23 24 5 25 26 6 27 28 7 16 15 14 13 12 11 4x5 — 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 4x5 — 25-0-0 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) 0.60 11-13 >424 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BOLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- 1 BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4'SPNo.3 REACTIONS. (lb/size) 2=1118/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Max Horz 2=-133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10), 9=-739(LC 10) Max Grav 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2i3= 2600/2341, 3-4— 2215/1960, 4-5= 2527/2290, 5-6= 2527/2290, 6-7=-2527/2290, 7-8=-2531/2224, B-9=-2880/2572 BOT CHORD 2=16=-2074/2444, 14-16� 1569/2065, 13-14=-1968/2527, 11-13=-1833/2382, 9 11=-2290/2707 WEBS 3-16=-495/599, 4-16=-206/347, 4-14=-541/820, 5-14=-526/591, 6-13=-234/311, 7 13— 182/282, 7-11=-355/492, 8-11— 444/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Extedor(2) 18-2-9 to 25-0-0 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss haslbeen 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 692 lb uplift at joint 2, 219 lb uplift at joint 14 and 739 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design vaild for Use only with MiTekV connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIJ CaarifyCIReda, DSO-89 and RCS! Bagdrng Component 6904 Parke East Blvd. Safety lnfoanafionavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569635 ml 1324 B COMMON 3 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tm30 s Mar 11 2018 MI Tek mausmes, Inc. Thu Mar 22 09; 10;32 2016 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-a6ZxfR2ynnZx8hsvkJVuwgiHul5R_TdzOI6xhwzYQkb -I-n-n 6-11-0 13-10-0 Scale: 1/2°=1' 4x6 = Im 6 3x4 = 3x4 = 6-11-0 1 J-1 u-u 6-11-0 6-11-0 Plate Offsets (X Y)4 [2.0-2-10 Edge] [4.0-2-10 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.10 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.13 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FB020171FP12014 Matrix -MS Weight: 47 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2x4ISP No.3 REACTIONS. (lb/size) 4=51010-8-0, 2=568/0-8-0 Maz Horz 2=93(LC 9) MaX Uplift 4=-292(LC 10), 2= 377(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2J3=-967/954, 3-4= 966/952 BOT CHORD 2 15=-785/883, 4-5— 785/883 WEBS 3-5=84/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=O.l8; MW FRS (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) This truss has bben designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has'ibeen 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 4 and 377 lb uplift at joint 2. Walter P. Finn PE No.22839 h77ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vaild for 9se only with MlfeIM connectors. This design Is based only upon patometers shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 QualityClPelfa, DSO-89 and SCSI BuHdIng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informafbainavlable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE i T13569636 m11324 131-17 BOSTON HIP 1 1 • Job Reference (optional) Chambers Truss, Inc!, Fort Pierce, FL 8.130 s Mar 11 2018 m I ek Industries, inc. I nu Mar 22 ua:1 u:33 2ui tt rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-217Jsn3aY5homrR5HO07T2rL7iN-jgG6dhsUEMzYQka 15-6-0 21-6-0 9-6-0 11-6.0 13-6-0 1 -0 0 17.6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6.0- t-0-0 2-6-6 2-0-0 2-0-0 -6- 1-6-0 2 1-6-D -6- 2-0-0 2-0-0 2.6.0 7-0-0 Scale=1:62.6 4.00 12 5x6 = 1% 14 16 9 N N 1m 6 35 -- 33 32 30 3x5 = 4x6 3x8 = 3x4 = 4x6 7-0-0 14-0-0 21-0-0 28-0-0 35-0.0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-1-2 Edge] [28:0-0-2 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.51 32-33 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 32-33 >628 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.14 28 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc pudins. BOT CHORD 2x4l SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7,23 REACTIONS. (IbJsize) 2=1349/0-8-0, 28=134910-8-0 Maz Harz 2=-223(LC 8) Max Uplift 2=-825(LC 10), 28=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3392/2640,3-4=-1213/956,4-8=-1157/946,8-9=-1145/979,9-12=-1122/1028, 12-14= 1125/1090,14-16=-1124/1089,16-19=-1121/1028,19-22=-1145/979, 22-26= 1157/946, 26-27=-1214/956, 27-28=-3393/2641, 3-5=-2373/2046, 5-7= 2376/2050, 7-10=-2376/2050, 10-11=-2376/2050, 11-13=-2376/2050, 13-15= 2376/2050, 15-17=-2376/2050,17-18= 2376/2050,18-20=-2368/2046,20-23= 2368/2046, 23-25=-2368/2046, 25-27=-2364/2041 BOT CHORD 2735— 2358/3190, 33-35= 2360/3166, 32-33=-2652/3448, 30-32=-2361/3167, 28-30= 2358/3191 WEBS 3=35=0/284, 27-30=0/285, 3-33= 317/378, 18-33— 466/474, 27-32= 312/353, 14-15= 405/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45ft; L=5011; eave=6ft; Cat. 11; Exp C; Encl.,'GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-8-9, Extedor(2) 10-8-9 to 17-6-0, Interior(1) 24-3-7 to 31-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has! been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 28. 8) Graphical purlih representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 I ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrI EK REFERANCE PAGE 111I1-7473 rev. 10/0"015 BEFORE USE. Design valid for bse only with MITeEce) cohnectors. this design Is based only upon parameters shown• and is for an Individual building component riot a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MOW Is always required for stabiitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&MI1 QualityCrBeda, DS9-89 and BCSI BuBd6rg Component 6904 Parke East Blvd. Safety lnformatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569637 In11324 GRA SPECIAL 1 1 • Job Reference (optional) Chambers Truss, Inc , Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:34 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-WUhh473CJPpfO??HrkXMOFNfJ5n3SO?GsLb2mozYQkZ -1-0-0 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0.0 4.1-8 1-5-11 2-7-9 1-5-11 4-1-8 Scale = 1:26.6 1' 3x4 = 2.37 F12 44 = 4x10 19 4 20 4x4 = 21 5 22 64x10 2x3 II 3x4 = 3x4 = 2x3 II 4-1-8 5-7-3 , 8-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.32 I Vert(CT) -0.10 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) 0,03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 3x4 = PLATES GRIP MT20 244/190 Weight: 58 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz 2= 65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Max Grav 2=787(LC 17), 7=787(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2,-3=-1798/1192, 3-4=-1761/1197, 4-5=-1724/1169, 5-6=-1761/1190, 6-7=-1798/1137 BOT CHORD 2; 12= 108atl685, 11-12=-1082/1692, 10-11=-1112/1724, 9-10=-1024/1692, 7-9=-1028/1685 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=45ft; �50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 lb uplift at joint 7. 1 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60 lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7 lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0 ,39 lb down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Increase=1.25 Uniform Loads (plf) Vert: 1 3= 54, 3-4=-54, 4-5=-54, 5-6=-54, 6-8=-54, 13-16=-20 Concentrated Loads (Ib) Vert: 3, 7(B) 4= 64(B) 5= 64(B) 6=7(B) 12= 6(B) 11— 35(B) 10= 35(B) 9=-6(B) 19= 28(B) 20=-60(B) 21— 60(B) 22= 28(B) 23=-113(B) 24=-18(B) Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WEIVREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design Valid fop use only with MlTelcb conneclots. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GualByCdledo, DSB-89 and BCSI Building Component Safety Intomra6bnavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply THE ROYALE j T13569638 m11324 GRB SPECIAL 1 1 Job Reference (optional) cnamoers I russ, Inc., Ton Tierce, rL o• — . -.1 1 1 . . ,. . „. 1.1- « 1-0- --ID:_kfiGCA6bx7j2Sy1HDXFw7-ye-3K-?hE3HS41g-04ixV?9aU PR2bY6T-w11m-0XV6MBjtP5?Lb6l -F0z- YQkY 103 -30 -6-05-0-0 560 21 620 281 -05 5-3-0 -0-0 -8-0 1-1-0 0 6 -0- Scale =1:62.4 i 2x3 I 4x4 = 4.00 12 4x8 = 3x4 = 3x6 = 2x3 11 4x4 = 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 T N 1 2 10 11 dj d im o 18 36 37 17 38 16 39 15_ 4041 42 14 4313 12 3x4 2x3 II 3x4 = 3x6 = 5x6 3x4 =3x6 = 3x4 = 3x4 = 21 6-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 146lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2= 536(LC 8), 15=-846(LC 8), 14=-555(LC 8), 10=-314(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=787(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2; 3=-1773/1106, 3-4=-1406/944, 4-6=-304/595, 6-7=-304/595, 7-8— 304/595, 8L 9=-702/344, 9-10=-719/323 BOT CHORD 211 8= 962/1659, 17-18= 958/1675, 15-17=-843/1406, 14-15=-595/429, 12-14=-158/622, 10-12= 196/636 WEBS 3r 18=0/331, 3-17= 297/158, 4-17=0/362, 4-15=-2076/1313, 6-15=-505/480, 7F 14=-431/408, 8-14=-1063/625, 8-12=-115/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has! been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2, 846 lb uplift at joint 15, 555 lb ilplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 ib up at 11-0-12, 100 lb down and 129 lb up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 Ito down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 40-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 83 lb down at 5-0-0, 39 lb down at 7-0-12, 39 lb Ib down at 9-0-12, 39 down at 11-0-12, 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of Walter P. Finn PE No.22839 others. MiTek USA, Inc. FL Cert 6834 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: I March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE M11.7473 rev- 1010312015 BEFORE USE Design valid for Use only with lvirlel D connectors. This design Is based only upon parameters shown, and Is for an h1dMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAMM1I QualityCrBedd, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety lnformaflonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569638 m11324 GRB SPECIAL 1 1 • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.1au s Mar it zuiu Mi i ek mausuies, urc, raye c ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?hE3HS4g4ixV?9aUPR2bYTwmXV6MBjtP5?LblFzYQkY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3L -54, 3-8=-54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 3=-160(F) 18=-45(F) 25= 60(F) 26=-60(F) 27=-60(F) 29=-60(F) 30— 60(F) 31=-60(F) 32= 60(F) 33=-60(F) 36=-13(F) 37=-13(F) 38=-13(F) 39= 13(F)40=-13(F) 41=-13(F) 42=-13(F) 43=-13(F) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE. Design Valld for Use only with Mffek* connectors. This de5lig r is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems,-oANSWI1 Quality CrRedd, DSO-89 and BCSI Banding Component 6904 Parke East Blvd. Tampa, FL 33610 Safely lntormaBonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE T13569639 m11324 GRC HIP 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:37 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?t EJjDfZLiYJgiN7zYQkW ri-0-(� 8-0-0 13.8-0 17-6-0 21-4-0 27-0-0 35-0-06-0-Q 01 0' 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 -0- 5x8 MT18HS = 4.00 12 2x3 II 3x8 = 3x6 = 2x3 II 3 23 24 25 426 27 285 6 729 30 31 32 5x8 MT18HS = Scale = 1:60.3 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5 = 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 3x5 = Plate Offsets (X Y)= [3:0-5-4 0-2-8] [8:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) 0.22 11-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 13-14 >830 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 157lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins. BOT CHORD 2x4; SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2x4ISP No.3 *Except* WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=412/0-8-0, 14=3582/0-8-0, 9=1192/0-8-0 Maio Horz 2=-109(LC 6) Max Uplift 2=-299(LC 8), 14=-2133(LC 8), 9= 764(LC 8) Max Grav 2=423(LC 17), 14=3582(LC 1), 9=1194(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 377/225, 3-4= 1093/1954, 4-5� 1093/1954, 5-7=-1943/1220, 7-8= 194311220, &9=-2776/1671 BOT CHORD 216=-154/317, 14-16=-160/350, 11-13= 1475/2624, 9-11 =-1 464/2591 WEBS 3116=-200/679, 3-14=-2514/1528, 4-14=-641/586, 5-14=-2674/1707, 5-13=-1124/2080, 7-13=-592/548, 8-13=-760/483, 8-11 =-201/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has (been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2, 2133 lb uplift at joint 14 and 764 lb uplift at joint 9. 8) Hanger(s) or otter connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 1731b up at 16-0-12, 1071b down and 173 Ib up at 16-11-4, 1071b down and 1731b up at 18-11-4, 1071b down and 173 Ib up at 20-11-4, 107 lb down and 173 lb up at 22-11-4, and 107 Ib down and 173 Ib up at 24-11-4, and 182 Ib down and 312 Ib up at 27-0-0 on top chord, and 411 lb down and 242 lb up at 8-0-0, 79 lb down and 1 lb up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79 Ib down and 1 Ib up at 14-0-12, 79 Ib down and 1 Ib up at 16-0-12, 791b down and 1 Ib up at 16-11-4, 79 lb down and 1 lb up at 18-11-4, 79 lb down and 1 lb up at 20-11-4, 79 lb down and 1 lb up at 22-11-4, and 79 lb down and 1 lb up at 24-11-4, Walter P. Finn PE No.22839 and 411 lb down and 242 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility MiTek USA, Inc. FL Cart 6634 of others. I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard March 22,2018 ® WARNING - VeYlly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 1,111-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MITe1,c8 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAMSMII ®uamyCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satisfy IntonnaQonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569639 m11324 ! GRC HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL c.i au b iwar i i 2016 rwr 1 en a iuubu dab, it r HLA rnai « vu. V. � � � - aUo ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?1 EJjDfZLiYJgiN7zYQkW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=-126(B) 6=-107(13) 8= 126(B) 15=-50(B)16=-411(13) 11= 411(B) 12=-50(B) 23=-107(13) 25=-107(B)26� 107(B) 27=-107(B)28=-107(13) 29=-107(B) 30=-107(B) 32=-107(13) 33— 50(B) 34=-50(B) 35=-50(B)36=-50(B) 37=-50(B) 38=-50(B) 39=-50(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for Use only with MITekS connectors. This design Is based only upon patameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Is to buckling individual truss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated prevent of web and/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 ParkeEast East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality CrCedd, DSB-89 and SCSI Building Component e Tampa, Safety Informotbrgvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE T13569640 m11324 if MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc;, Fort Pierce, FL BA 30 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:37 2018 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?AcJtQfljiYJgiN7zYQkW 1-0-0 1-0-0 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vett(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rVa n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x41SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) Max Grav 3=11(LC 15), 2=118(LC 1), 4=17(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; 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) 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 4lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1 EK REFERANCE PAGE MII.7473 rev. 10/0342015 BEFORE USE. Design valid for qse only with Ivlfrek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the app!icability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIP/r CualByCdlefla, DS"9 and BCSI Bu9d/ng Component 6904 Parke East Blvd. Safely fntoanalfonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569641 ml 1324 J2 MONO TRUSS 4 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTeK Industries, Inc. -I-hU Mar 22 09:10:38 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PGwCwU6jNdJ4scJ34ZciA5YLMjCrOCzrnzZFvazYQkV -1-0-0 2-0-0 1-0-0 2-0-0 Scale =1:7.8 3x4 = 200 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x41 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=23/Mechanical Maio Harz 2=67(LC 10) Mak Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 bI en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has Peen 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for Use only with SAITekV connectots. This design Is based only upon parametels shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. (Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Gual9yCmeda, DS8489 and SCSI BuBdhlg Component 6904 Parke East Blvd. Safe/yfnformaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569642 m11324 J3 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc,., Fort Pierce, FL 8.13o s Mar 112018 MI I ek Industries, Inc. Thu Mar 22 09:10:38 2018 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PGwCwU6jNdJ4scJ34ZcIA5YLMjBHOCzrnzZFvazYQkV 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4iSP No.3 BOT CHORD 2x4'SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 10) Max Uplift 3— 54(LC 10), 2=-147(LC 10), 4=-4(LC 10) Maio Grav 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - MI . Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) 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 54 lb uplift at joint 3, 147lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for rise only with MITeRO connectors. This design Is based only Upon parameters shown, and is for an Individual building component, not �� a truss system. Bgfore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seemsti7pll Cualf y Cltledo, DSB•89 and BCSI BuBd/ng Component 6904 Parke East Blvd. Safety/nlomrationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569643 m11324 J4 MONO TRUSS 4 1 Job Reference (optional) n�o D.,nn i Chambers Truss, IncL, Fort Pierce, FL ts.i Su s Mar 112018 Iva i en MUUSL rea, Inc. I hu rmar « aye ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-tSUa7g7L7xRxUmuFeH7XjJ5So6UM7eD??zl;ROzYQkU' -1-0-0 4-0-0 1-0-0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x41SP No.3 BOT CHORD 2x4 1SP No.3 REACTIONS. (Ib/size) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-79(LC 10), 2= 161(LC 10), 4= 8(LC 10) Max Grav 3=97(LC 15), 2=206(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., 6Cpi=0.18; MW FRS (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 beren 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 79 lb uplift at joint 3, 161 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 A7iTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTck0 connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not �^ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pil GaaBlyCgetla, DSO-89 and BCS1 BulidOng Component 6904 Parke East Blvd. SatetylntotmaBott3vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE ROYALE T13569644 m11324 1 J5 MONO TRUSS 11 1 Job Reference (optional)' Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.13o s mar 11 2018 Mi I eK industries, inc. Thu Mar 22 09:10:40 2ol8 rage l I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Le2yKABzuFZo6wTRC_emFW dZeW I Rs5T8EH2MzSzYQkT 5-0-0 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 4-7 >939 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- j BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10), 2=-177(LC 10), 4= 9(LC 10) M ix Grav 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; LumberlDOL=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 hasIbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.21639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design vaiid foriuse only with MITek0 connectors. This design is based only upon parameters shown, and is fot an individual building component, not a truss system. Buse, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall mefore building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord mebers only. Additional temporary and permanent bracing W MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Gual6fyCdletla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyfntornnatlonrovailabie from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569645 ml1324 J6 MONO TRUSS 4 1 Job Reference (optional) cnamoers i russ, Inc., rorr rrerce, rL F- 1 0 1-0-00 I I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Le2yKA8zuFZo6wTRC_emFWdeEW its5T8EH2MzSzYQkT 3x4 = 4 Scale = 1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 4-7 >664 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4! SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 10) Maio Uplift 3=-129(LC 10), 2_ 192(LC 10), 4=-8(LC 10) Max Grav 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber POL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - Verity design parameter's and READ NOTES ON THIS AND INCLUDED MIiEIC REFERANCE PAGE MII-7473 rev. I0/03MI5 BEFORE USE. ' Design valid tot �g1se only with MiiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not the design incorporate this design into the overall a truss system. Before use, the building designer must verify applicability of parameters and properly building design. I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSWII Oualgy Cr6eda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Satety►ntotmallonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type city Ply THE ROYALE T13569646 m11324 JB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc;, Fort Pierce, FL a.i;w s [war i i zui 8 tva t en trtuubu Ieb, nrc. r I Iu mai dG va. iv., I ... v Gaya I ID:kFvnsnOwY419Zh0_nM3lc6yiJ9g-prcKYW9bfYhfj42dli9?okAlrw7HbYilTxovW uzYQkS 1-0-0 8-0-0 1-0-0 8-0.0 Scale=1:17.7 3x4 7-0-0 7-0-0 1-0-0 Plate Offsets (X Y)-'- (2.0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4'SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Harz 2=178(LC 12) Mak Uplift 3=-174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Ma Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 740; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 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 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 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb 'uplift at joint 4. Walter P. Finn PE No,22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM1F7473 rev. 1010312015 BEFORE USE. Design valid for 4se only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. 'Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSO-89 and BCSI Bu0dIng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infoanallonavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE T13569647 m11324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 22 09:10:41 2018 Page 1 ID-kfiGCA6bx7j2Syl HDXFw7ye3KX-prcKYW9bfYhfj42dli9?okAscwDBbYilTxovWuzYQkS 1_p_g 2-4-3 1_0_02-4-3 3x4 = 2-4-3 Scale = 1:8.3 i LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 9 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc pudins. BOT CHORD 2x4, SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb%size) 3=45/Mechanical, 2=150/0-8-0, 4=28/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10), 2=-139(LC 10), 4=-4(LC 7) Max Grav 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCp1-0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has lbeen 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 37 lb uplift at joint 3, 139 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.12839 MiTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE Design valid for use ordy with MTe`0 connectors. lhls design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII OuaglyCiB®do, DSB-89 and BCS1 Bu®dbig Component 6904 Parke East Blvd. Salety Infonnaflonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569648 m11324 JB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:42 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-H 1 AjIsADQspW LEdgJPgEKxjz5KNwK?yRibXT2LzYQkR _1_P_5 5-5-11 1_P_5 5-5-11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) WellUd TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.10 4-7 >645 360 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.07 4-7 >898 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4' SP M 30 BOT CHORD 2x4' SP No.3 REACTIONS. (lb/size) 3=127/Mechanical, 2=269/0-8-0, 4=63/Mechanical Max Harz 2=114(LC 10) Max Uplift 3=-109(LC 10), 2— 206(LC 10), 4= 6(LC 10) Mix Grav 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.5 PLATES GRIP MT20 244/190 Weight: 19 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=12ft; 13=451ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., ;GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3, 206 lb uplift at joint 2 and 6 lb uplift at joint 4. Walter P. Finn PE No.22639 MITek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Virify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. m Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not incorporate this design into the a truss system. Before use, the building designer must verify the applicability of design parameters and properly overall building design. I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse withpossible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSYMIJ CuarByCrffeda, DSB.89 and BCSI BuDdlhg Component Tampa, FL 33610 Safety informaRonavalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandda, VA 22314. Job Truss Truss Type Qty Ply THE ROYALE T73569649 m11324 I JC MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A30 s Mar i 12018 Mi I etc inausmes, Inc. Thu marzz ca: rv:va 20, a rage I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9FC5kwg3SCawFHOanzYQkQ -1-0-0 1-1-4 1-0-0 1-1-4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0,00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib%size) 3=11/Mechanical, 2=119/0-8-0, 4=4/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-6(LC 7), 2=-138(LC 10) Max Grav 3=14(LC 15), 2=119(LC 1), 4=14(LC 10) I FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss hasl 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 6 lb uplift at joint 3 and 138 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design Valld for, use only with MITekV connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design! Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QualityCrlferlo, DSB-89 and BCSI Balding Component 6904 Parke East Blvd. Safety/ntoanaflon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE ROYALE T13569650 m11324 KJ5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s mar i i zUta ma l eK uruusuieb, rirG. r r N rvia LL uw. I v.40 U to 'aye ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9F9Wks?3SCawFHOanzYQkQ 1 5-0 3-1 1-0 7-0-2 1-5-0 3-11-0 3-1-2 Scale = i A 5.7 2.83 F12 I 2 1 3x4 = 7-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.09 4-7 >923 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >563 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4'SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib)size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanical Max Harz 2=109(LC 8) Max Uplift 3=-174(LC 8), 2=-191(LC 8) Mix Grav 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight:23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mecharjical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 191 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, B=10)-to-4= 35(F=-8, B=-8) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not �n a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Gua1By Ciftrla, DSB-89 and BC51 SuOding Component East 6904 ParkeEast Blvd. Safety lntolmaliPnovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type I Qty Ply THE ROYALE T13569651 m11324 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar i i zu18 mi r eK inausmes, Inc. i nu rvrar 22 09:10:" 20 to rage i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EQHTAXBTyT3EaXmCRgjiOMoMG7DPoq_k9vOa6DzYQkP 1-5-0 7-2-7 11-3-0 1-5-0 7-2-7 4-0-9 3x4 = 3x4 = 5 7-2-7 1 3-10-5 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 44lb FT=O% LUMBER- I 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 9-10-15 oc bracing. WEBS 2x4, SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=465/0-11-5, 5=409/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-91(LC 8), 2= 332(LC 8), 5=-223(LC 8) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-P=-875/541 BOT CHORD 2-6=-535/842, 5-6=-535/842 WEBS 36— 1/287, 3-5=-923/587 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45fh L=50111; eave=6ft Cat. II; Exp C; Encl., ;GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4, 332 lb uplift at joint 2 and 223 lb uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 lb up at 2-11-0, 38 lb down and 61 Ib up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8 lb down and 106 lb up at 5-8-15, and 42 lb down and 145 lb up at 8-6-14, and 42 lb down and 145 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 11 lb down and 31 lb 'up at 5-8-15, 11 lb down and 31 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 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, 5-7= 20 Concentrated Loads (lb) Vert: 16=80(F=40, B=40) 11= 5(F=-3, B= 3) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-21(F=-11, B= 11) 15=-50(F=-25, B= 25), Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 10M2015 BEFORE USE Design valid for use only with MlTek0 connectors. This design Is based onlyupon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUI /I CuaillyCitledd, DSO-89 and SCSI Buadhig Component 6904 Parke East Blvd. Tampa, FL 33610 Safety lnfonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type I Qty Ply THE ROYALE T13569652 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.t3u s mar i i 2ul6 Mi I et( Iridubbieb, nlu. r 1lu Ivldl LG Ve. 10 v I o —U. 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EQHTAXBTyT3EaXmCRgjiQMoML7EeovSk9vOa6DzYQkP 6-0-4 6-0-4 Scale = 1:13.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.07 4-7 >974 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/,size) 3=142/Mechanical, 2=181/0-9-11, 4=69/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-129(LC 8), 2= 150(LC 8) Max Grav 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).* This truss haslbeen 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 129 lb uplift at joint 3 and 150 lb uplift at joint 2. 1 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof U1 a (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2 1 0(F=27, B=27)-to-3=-81(F=-14, B= 14), 5=0(F=10, B=10)-to-4=-30(F= 5, B=-5) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valld for ruse only with MITe.8 connectors. This design Is based only upon parameters shown, and Is for an lnd'nldual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYM11 ®ua1By cda®da, DSB-89 and BCSI BuIldhlg Component 6904 Parke East Blvd. Safely Informal tonava labie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type I City Ply THE ROYALE T13569653 m11324 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.13u s Mar T i 2018 Na I ex muu5ures, Inc. r nu widr ee ua. 10-5 —10 rage ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-icrrOtC6jnB5ChLP_YExyaLZfXbOXMitOZm7fgzYQkO 1_P_9 4-11-9 1-2_9 4-11-9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 . Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=95/Mechanical, 2=14810-9-11, 4=46/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-84(LC 8), 2=-136(LC 8) Max Grav 3=95(LC 1), 2=148(LC 1), 4=77(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.7 PLATES GRIP MT20 244/190 Weight: 17lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B�t5ft; L=50ft; eave=6ft; Cat. II; Exp C; EncIJ GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 84 Ito uplift at joint 3 and 136 Ito uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) Vert: 1 r2=-54 Trapezoidal Loads (plf) Vert: 2I 0(F=27, B=27)-to-3=-67(F— 7, B=-7), 5=0(F=10, B=10)-to-4=-25(F=-2, B=-2) I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parametem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mtt-7473 rev. 10/032015 BEFORE USE Design valld for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for on individual building component, not incorporate this design into the overall a truss system. Before use, the building designer must verify the applicability of design parameters and properly building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Guagty Ci fedd, DSB-89 and SCSI Bugdtng Component e East Blvd. 6904 ParkeEast SafefyinfotlnciAon3vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, Job Truss Truss Type Qty Ply THE ROYALE T13569654 m11324 MV2 VALLEY 1 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 7.0 1 Lumber DOL 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib%size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 MalHorz 1=21(LC 10) Max Uplift I= 20(LC 10), 2— 30(LC 10) Mix Grav 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8.13o s Mar 11 2018 Mi I ek industries, inc. Thu Mar 22 09:1 O:46 2078 rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AoPDbDDkUSJygrwbYFIAVntIPIaUGpylcDVgB6zYQkN 2-0-0 2-0-0 4.00 12 3x4 Scale = 1:6.1 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n1a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE MO; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; 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 psf 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) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 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 20 lb uplift at joint 1 and 30 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 I A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid forluse only with MITe.19 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design: Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ek' Mi lT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANS&7PIl Gua111yCddeda, DSB-89 and SCSI BUEd/ng Component 6904 Parke East Blvd. Safety/ntoerrationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type - city Ply THE ROYAL E T13569655 m11324 MV4 VALLEY 1 1 Job Reference (optional) GnamDerS 1 russ, Inq., rorl MerCe, rL 3x4 i �y ID:_kfiGCA6bx7j2Sy1 HDXFw7ye31O_ZPDbDDkU5JygrwbYFlAVntgFxvAGpylcDVg66zY0kN 4.0-0 1 4-0-0 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL I'25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P LUMBER - TOP CHORD 2x41 SP No.3 BOT CHORD 2x4' SP No.3 WEBS 2x4SPNo.3 REACTIONS. (lb/size) 1=109/4-0-0, 3=109/4-0-0 Max Horz 1=56(LC 10) Max Uplift 1=-54(LC 10), 3=-72(LC 10) Max Grav 1=112(LC 15), 3=117(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3 3 3x4 11 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% BRACING - TOP CHORD -Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 © WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for lase only with MITeRV conriectots. This design' Is based only upon patdmetets shown, and is for on Individual building component, not a truss system. Before usethe building designer must verify the applicability of design parameters and properly incorporate this design into the overall dicated ndicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing building desig013racinin MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems,—ANSUIPI► OualByCrgedo DSB-69 and SCSI Building Compononf 6904 Parke East Blvd. Safofy Intannationavailable from Truss Plate institute, 218 N. Lee Street, Suite 312 Nexandrlo, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1hA' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location detar7savagable in MrTek20120 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 *�' Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standard ANSI/TPI1 National-DesignSpecificationfor -Metal-- - Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: MII-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 wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum ploting 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 alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions-of_this_design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.