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HomeMy WebLinkAboutTRUSS PAPERWORKRE: ml 1324 MiTek USA, Inc. THE ROYALE 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Site Information: Customer: WYNNE BUILDING CORPORATIN Project Name: ml 1324 CgjiY'VZ1D Lot/Block: Model: e Address: UNKNOWN Subdivision: tC11c City: ST LUCIE State: FL � County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): - Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 2 3 4 5 6 7 8 9 10 11 13 15 16 17 19 20 21 22 23 24 25 a 3/22/18 26 T13569654 mv2 3/22/18 a1 3/22/18 27 T13569655 mv4 3/22/18 a3 3/22/18 3/22/18 a6 3/22/18 b 3/22/18 bh7 3/22/18 gra 22/18 rb 3/22/18 he 3/22/14 3/22/18 2 3/22/18 3 3/22/18 j5 3122/18 16 3/22/18 ja 3/22/18 lb 3/22/18 p�/� kj5 3/22/18kJ8 3/22/18 °�' kjbl 3 222//18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 . . , IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/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 ANSUTPI 1, Chapter 2. nt rJ III,? ..%%JER PF/ P........c. ��''•�. ` No 22839 Z-10 59 STATE OF • �/� it "'111111it"t Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter Truss Truss Type + Gty, Ply THE ROYALE T13569629 rJob In 1324 A COMMON 10 1 Job Reference (optional) Chambers Truss, Inc., Fort nerve, rL o.,���,.,a, ,, �,.,,. ,„��o��, I ID' kfiGCA6bx7i2Sv1HDXFw7ve3KX-E812ci�vFwe2wzaanvjDnbMhHlkJ40EFIPA01 Scale =1:59.3 4.00 rl2 4x5 = 6 1� d 17 lb iv 14 4x5 = 2x3 II 5x6 WB= 3x8 = 2x3 II 45 = act = 5x6 wB= LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.59 BC 0.68 WB 0.63 Matrix -MS DEFL. in (Ioc) Udefl Ud Vart(LL) 0.33 14-15 >999 360 Vert(CT)-0.6414A5 >652 240 Horz(CT) 0.13 10 Na n/a PLATES GRIP MT20 244/190 Weight: 169 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 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 or4-10-7 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-223(LC 8) Max Uplift 2= 775(LC 10), 10=-775(LC 10) FORCES. (Ib) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/2226,3-5=-2807/1885,5-6=-2801/1990,6-7=-2801/1990,7-9=.2807/1685, 9-10=-3404/2226 BOT CHORD 2-17=-1946/3218, 15-17=-1946/3218, 14-15=-1116/2053, 12-14=-1946/3188, 10-12=-1946/3188 WEBS 6-14=-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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1-0-0 to 3-9-10, Interior(l) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 to 17-6-0, Interior(1) 22-1-0 to 31-2-6 zoni for members and forces & MWFRS for reactions shown; Lumber DOL=1.80 plate Drip DOL=1.60 3) 10D.OIb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 7751b uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING-, VedtydeSlgnpamm0famand READ NOTES ON MIS AND MCLUDEDIOREKHEFERANCEPAGEM/1-74T4 rse 10=2015 BEFORE USE. Design valid for use only with MOekO connectors. This design is based only upon parameters shown, and is for an Individual building component. not a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Atltllflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANsVWII QuailHyCModa. DSB89 and SCSI Sending Component 6904 Pare kEast Blvd. Safety Informatio avalloble from Truss Plate Institute, 218 N. Lee sheet, Sulie 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE ROYALE T13569630 m113g4 Al SPECIAL �Qty 9 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.13V a Mar 11 zula MNex mausines, Inc. inu Martz Ve:1U:za zulo 4.00 12 Brie MT18HS = Scale = 1:60.3 14 13 3x5 = 2x3 11 5x12 = 3x12 = 2.00 12 7-&0 13.7-8 22111-12 35.0.0 5-11.8 10.4-4 11.0-4 Plate Offsets (X,Y)-- f2:0-1-2,Edgel.fe:0-3-0,Edgel.f10:0-1-15,Edge1 LOADING (psi) SPACING- 2-M CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.80 12 >525 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.39 12-13 >302 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [net YES WB 0.62 Hoa(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 MaMx-MS Weight: 159 lb FT=O% 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRow at midpt 6-12 REACTIONS. (lb/size) 2=134910-8-0, 10=134910-8-0 Max Hoe 2=-223(LC 8) Max Uplift 2=-825(LC 10), 10=-825(LC 10) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.9=3309/2433, 3-5=-2581/2012, 5-6= 2548/2113, 6-7=-5337/4002, 7-9=-5302/3868, 9-10=-5702/4143 BOT CHORD 2-14=-2151/3113, 13-14=-2151/3113, 12-13=-1450/2202, 10-M-3809/5431 WEBS 3-14=0/265, 3-13=-813/590, 5-13= 269/317,6-13=-317/567,6-12=-2362/3388, 7-12=-298/368, 9-12=-405/352 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=451t; L=50ft; eave=6ft; Cat. II; 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 12-8-6, Exterior(2) 12-M to 17-6-0. Interior(1) 22-3-10 to 31-2-6 ZDmnC-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 nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opst. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Bate: March 22,2018 O WARNING-Vfiry design Pawmetersard REAO NOTES ON TNISANO/NCLUDED MREKREFERANCEPA0EMa-7473mv. 1"XIM eSBEFOREUSE Design valid for use only with MRek® connectors. This design b based only upon parameters shown, and Is for an Indvidual building component, not ��- a truss system. Before use, the building designer must verify the appilcablllty of design parameters and properly Incorporate this design Into the overall 7 building tlesign. Bracing Indicated is to prevent buckling ofIndividual truss web and/or chord members only, Additional temporary and permanent bracing M1Tek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVlpll QuailByCMedo, DSM9 and BCSI Building Component 6904 Parka East Blvd. Safety Informhtionavolloble from Truss Plate Institute, 218 N. Lee street, Suite 31Z Alexandd VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Ply THE ROYALE T13569631 ml 1324 A2 SPECIAL �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL s.TJU s Mar 11 2Ula MI I eK Inamines, Inc. I nu Nlar ee uaa a:ea eo io 4.OD 12 54 = 4x4 = Scale =1:62.3 1 Nl�l I� 2x3 It 5xB — 3x12 c 3x5 = 2.OD F12 8-0.1 1&7-8 19-0-0 23-11-12 35.0.0 ' 8.0.1 1 5-7-7 1 5-0-8 1 4-11-12 I 11-0-4 Plate Offsets (X.Y)-- [2:0-1-2 Edge] [4:0-2-12 0-3-01 [4:0-0-0 0-1-121. fB:0-3-0 Edger [8:0-0-0,0-1-121 [9:0-3-2 0-0-01. [10:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veit(LL) 0.75 12 >559 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.0212-21 >412 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [net YES WB 0.75 Horz(CT) 0.37 10 n/a n/a BCDL 10.0. Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-8 ors puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3315/2113, 3-5=-2515/1641, 5-0= 2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10=-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 3-15=0/300,3-14=-954/692, 5-13=-206/561, 6-13=-357/632,7-13=-2796/1678, 7-12=-1082/1957, 9-12=-479/463 NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Ederior(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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcumant with any other live loads. 6) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide Will fit between the bottom chord and any other members. 7) Bearing at jolli 10 considers parallel to grain value using ANSUTPI 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. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cell 66M 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 QWARN/NG-Yedfydee/gnparemeter4end READ NOTES ON THISANDINCLUDEDM?EKREFERANCEPAGEMX7473re¢ 111/D9/2015SEFORE USE. Design valid for use only with MffekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system; Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only, Additional temporary and permanent bracing Is clwaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeMSVrPl1 OualXSyy CMeda, DSB49 and SCSI Building Component Safety Informatio ava0able from Truss Plata Institute, 218 N. Lee Street, Sul}e 312 Area VA 22314. �'' Welk' 6904 Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type � ' Ply m11324 A3 SPECIAL �Qty 1l =ROYALET13569632 Chambers Truss, Inc., Pon Pierce, rL -1-n-n I R.n.1 5x6 = 416 A.A Scale=1:61.3 13 3x5 2x3 II 5x6 = 2.00 12 3x12 = = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ve 1(LL) 0.72 10 >582 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ver(CT) -0.98 10-19 >427 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Inor YES WB 0.74 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 158 lb 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 Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=-181(LC B) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (Ib). - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3286/2122, 3-4=-2556/1711, 4-5= 3161/2095, 5-6=-3304/2150, 6-7=-5214/3232, 7-8=-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=-48D/959, 5-11=-360/724, 6-11=2280/1355, 6-10=-1118/1934, 7-10=-530/515 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 e; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu Mont with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSIRPI 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 Ile uplift at joint S. Walter P. Finn PENo.22639 MiTek USA, Inc. FL Ced 6634 G904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Job Truss Truss Type r Ply THE ROYALE T73569633I i m11324 A4 SPECIAL �Qty 1 1 Job Reference (ootionap Chambers Truss, Inc., Fort Pierce, FL o. mu s mar i 1 co 18 rvn i an ^ ^ c = e ID _kfiGCA6bx7125yl HDXFw7ye3KX-e)RP _ _ 1g.n-n T7.R.4 23-0-0 23-11-12 26.9.9 Scale=1:61.3 5x8 = 3x4 = sx8 =W 11 14 13 3z4 = 3x6 = 3x4 = 5x6 = 2.00 12 3x12 = LOADING (psQ TOLL 20.0 TCDL 7A BCLL 0A BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.67 BC 0.96 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud 0.73 11-12 >572 360 -0.9811-20 >429 240 0.36 9 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD '2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=157(LC 9) Max Uplift 2=-825(LC 10), 9=-825(LC 10) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.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=-1488/2537,12-13=-2065/3480,11-12=-2440/4196, 9-11=-3399/5431 WEBS 3-14=-429/415,4-14=-323/584, 4-13=-142/386, 5-13— 1125/697, 5-12=-141/467, 6-12=-861/437, 6-11=-1145/2016, 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=501t; eave=6f ; 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 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSI/FP[ 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 8251b uplift at joint 2 and 825 lb uplift at joint 9. a 0tn d Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Tr Truss Truss Type 'Dry Ply THE ROVALE T13569634 po�:: HIP 1 1 Job Reference (optional) Unamoers I fuss, Inc., rmr r... r� 4.00 12 ID:_101GCA61IWI y111 5XS = 2x II 2.3 11 Sx8 = 4 23 24 5 25 26 6 27 28 7 651 K6UR4kYHiAb_fOdiCi uf9FZMpANN09UzYOkC Scale=1:60.3 4x5 = 3x4 = 4x8 = 3x4 = 3x4 = 4x6 = 3x4 = 4c5 = 10-0-0 13-8-0 21-40 25-0-0 35-0-0 _a.n a.a.n 1D_n_n Plate Offsets (X V)-- f2'0-1-14 Edael 14:0-5-4 0-2-8] V:0-5-4 0-2-81 f9:0-1-14 Edgal LOADING (pat) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.6011-13 >424 360 9720 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 - Rep Stress Inor YES WB 0.31 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017/71`12014 Matrix -MS Weight 153 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.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 Gmv 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. FORCES. (lb) -Max Comp./Max. Ten. -All forces 25D (lb) or less except when shown. TOP CHORD 2-3= 2600/2341, 3-4=-2215/1960, 4-5= 2527/2290, 5-6=-2527/2290, 6-7=-2527/2290, 7-8=-2531/2224, 8-9=-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: ASIDE 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 Exteror(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterlor(2) 18-2-9 to 25-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of fruss to bearing plate capable of withstanding 692111 uplift at joint 2, 219111 uplift at joint 14 and 739 Ib uplift at joint 9. Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 Q WARNING -�Vadly des/gnpammefe. and READ NOTES ON INS AND INCLUDED M/TEKREFERANCE PAGE MIP74M rev. fo,=015 BEFORE USE. Daslgn valld for use only with MRek®connecMrs. this tleslgn b basetl only upon parameters shown, antl Is for an IntlNltlual building component, not MR a truss system: Before use, the bulltling designer must verity the on "cablllN of design parameters and properly Incorporate this tleslgn Into the overall bulltling tleslgn. Bracing lndlcofed is to prevent buckling of lndvdual truss web and/or che'd members only.. AddMoncl temporary antl permonem brccing MiTek' Is always required for slabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlan,storage.delNery. erection end brcingoftrussesandfmsssyslemaSeeANS611 Q-odIMyCriteria.DSB-89 antl BCSI BUOdInD Component 6904 Parke East Blvd. Safety Informati movalloble from Truss Plots Institute, 218 N. Lee Street. Sulfa 3,Z Aexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE ROYALE T73569635 m11324 B COMMON �Qty 3 1 Job Reference (optional) enambers Truss, me., ran rlerce, rL ........ ....._... __... ..... _., ...___...__.. ._. ..._ _._. __ __ 4x6 = 3 3x4 = Scale: 1/2'=1' 3x4 = I� LOADING (psQ TCLL 20.0 TCDL 7.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CST. TC 0.37 BC 0.33 WB 0.12 Matrix -MS DEFL. in Veit(LL) 0.10 Vert(CT) -0.13 HorI 0.01 (loc) I/dell Ud 5-8 >999 360 5-8 >999 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pull BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=510/0-8-0, 2=568/0-" Max Ho¢ 2=93(LC 9) Max Uplift 4=-292(LC 10), 2=-377(LC 10) FORCES. (fie) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-967/954, 3-4=-966/952 BOT CHORD 2-5=-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=12tt; B=45ft; L=50ft; eave=6tt; 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 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) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 292 Ib uplift at joint 4 and 37716 uplift at joint 2. Waller P. Finn PE No.22839 MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q WARNING-. Vedlydesign parametereend READ NOTES ON TNASANDINCLUDED MREKNEFEPANCEPAGEM/N479ree 100SAW15SEFONEUSE Design vol d for use only with MRekQs connectors. This design Is based only upon parameters shown, antl 6 for on Individual building component, not a truss system;. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual muss web and/or Chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stebllliy 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 system& seeMSUTPII OualMy Criteria. DSB,69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnullorxrvollable from Truss Plate Institute, 218 K Lee Sheet Sulfa 312. Alexandra, VA 22 14. Tampa, FL 33610 Job Truss Oty Ply THE ROVALET13569636 mi13a4 BH7 �TmssTypa 1 1 Job Reference (optional) Chambers Truss, 1-0- Inc., hon FIOMO, FL ]-0-0 156.0 9-6.0 11-6-0 13-6-01 -00 o. wv"°," „��,�,^„'^,,,"""„as, ,,,a. ,,,",.."„"'�.,"."""dE -Z. ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-217Jsn3aV5homrR5H007T2rL7iNJ9G6dhsU EMZYOka 21-6-0 t]-E-0 19-s-U 21-0-0 23-s-0 256-0 28-0-0 35-0.0 6-0- - 1-0-01 ]-0-0 2-6-0 2-0.0 2-0-0 -8 1-s-o 2-0-0 2-0-0 1-s-0 -s- 2-0-0 2.0-0 2-6-0 ]-0-0 1-0.0 Scale = 1:62.6 4.00. 12 5x6 = 12 14 16 3x5 = 4x6 = 3x8 = 3x4 = 4x6 = 3x6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.72 Ve 1(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 lncr YES W B 0.48 Horz(CT) 0.14 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc pudins. BOT CHORD 2x4 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. (lb/size) 2=134910-8-0, 28=1349/0-8-0 Marc Horz 2=-223(LC 8) Max Uplift 2— 825(LC 10), 28=-825(LC 10) FORCES. (11i Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.3392/2640, 34=-1213/956, 4-8=-1157/946, 8-9=-1145/979, 9-12=-1127J1028, 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= 236B/2046, 23-25=-2368/2046, 25-27=-2364/2041 BOT CHORD 2-35=-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.OpsY h=12ft; B=45ft; L=50ft; 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(l) 3-9-10 to 10-8-9, Extedor(2) 10-8-9 to 17-6-0, Interior(l) 24-3-7 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the pudinalong the top and/or bottom chord. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cud 6634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WMN/NG-Vadry deslgnparemeeers andREAD NOTES ON THISAND WCLUDEOMREKREFEANCEPAGEMII-7473rce. 1a=01SSEFOREUSE Design valid for use only with MBek® connectors. this design Is based only upon parameters shown, and Is for on IndtAducl building component, not a truss system; Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is oprevent 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, deWory, erection and bracing of trusses and truss systems, saeANSI/IPIr CualHHyy Criteria. DSB419 and BCSI Bu9dIng Component 6904 Parke East Blvd. Safely Infatmutbrsavallable from Truss Plate Institute, 218 N. Lee Sheet Suite 372 Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type city Ply THE ROYALE T13569637 rJob 1334 GRA SPECIAL 1 1 1 Job Reference (optional) Chambers Truss. Inc., -1-0-0 Fort Pierce, FL 4-1.8 5-7-3 0.1 OV a Mar I I �v,o ,v„en,uumuIwo, I'lu o,o, ID_k0GCA6bx712Syl HDXFw7ye3KX-WUhh473CJPpiO??HrkXMOFNfJ5n3SO?GSLb2mozYQkZ 82-13 9-&6 13-10-0 14-10-0 1-0-0 4-1-e 1-5-H 2-7-9 1-5-01 4-1-8 i Scale=1:26.6 2.3] 12 4X4 = 4x4 = 4x10= _. _ __ _4x10= 2x3 11 3X4 = 3x4 = 2X3 11 3x4 = 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017hrP12014 CSt. TC 0.18 BC 0.32 WB 0.06 Matrix -MS DEFL, in Vert(LL) 0.08 Veft(CT) -0.10 Horz(CT) 0.03 (loc) WallUd 11 >999 360 10 >999 240 7 Na n/a PLATES GRIP MT20 244/190 Weight: 58 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or7-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=77010-8-0 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-1083/1685,11-12=-1082/1692,10-11=-1112/1724,9-10=-1024/1692, 7-9=-1028/1685 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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 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 Ib uplift at joint 2 and 523 Its uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ito down and 1141b up at 4-1-8. 85 Ib down and 124 lb up at 5-0-0. 113 lb down and 146 Ib up at 5-7-3, 60 Ito down and 1291b up at 5-11-0, 60 lb down and 1291b up at 7-11-0, 113lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 Ib down and 139 lb up at 9-8-8 on top chord, and 6lb down and 7 lb up at 4-1-8, 181b down and 15 Ito up at 5-0-0, 33 lb down at 5-7-3, 39lb down at 5-11-0 , 391b down at 7-11-0, 331b down at B-2-13, and 181b down and 151b up at 8-10-0, and 6Ib down and 71b 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 Waiter P. Finn PE No.22839 Concentrated Loads (lb) MiTek USA, Inc. FL Cert 6634 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) 6904 Parke East Blvd. Tampa FL 33610 23=-18(8) 24=-18(B) Date: March 22,2018 AWARNING. Verify designpamerefereandREADNOTES ONTNISANOINCLUOEOMREKREFEf1ANCEPAGEMIF74m.x1 WaISBEFOREUSE. Design valid for use only with MOeldD connectors. This design Is based only upon parameters shown, and Is for an Indvidual building component, not a buss system.. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual ttuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and huav systems, seeANSURRI QuiNy Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformClbnovallable from Truss Plate Institute, 218 K Lee Sheet, Suite 312, Alexantlrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE ROYALE T73569638 m11324 GRB SPECIAL �Qty 1 1 Job Reference (optional) Chambers I ass, Inc., 1-011 Pierce, rL 4.00 FIT axe = ^d1jr 3 81 2x3 II 3x4 = 3z6 = 25 26 4 27 28 29 5 630 3/ 4z4 = 2x3 II 44 = 9 32 733 34 35 B 18 36 37 17 38 16 39 5'115=4041 42 14 �3 12 3x4 = 2.3 II 3x4 = 3x6 = 3z4 =3x6 = 3z4 = Scale=1:62.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.41 Ven(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.1417-18 >999 240 BCLL 0.0 - Rep Stress Incr NO W B 0.53 Horz(CT) 0.03 10 n/a ala BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1461b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb) - Max Hone 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2_ 536(LC 8), 15=-B46(LC 8), 14=-555(LC 8). 10=-314(LC 8) Max Grav All reactions 250lb or less atjoint(s) except 2=787(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (Ib) -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, 8-9= 702/344, 9-10=-719/323 BOT CHORD 2-18=-962/1659, 17-18=-958/1675, 15-17— 843/1406, 14-15=-595/429, 12-14=-158/622, 10-12— 196/636 WEBS 3-18=0/331, 3-17=-297/158, 4-17=0/362, 4-15= 2076/1313, 6-15=-505/480, 7-14=-431/408, 8-14=-1063/625, B-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=l2Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=45ft; L=50ft; eave=6ft; Cat. 11; Fxp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 fib uplift at joint 2, 846 Ib uplift at joint 15, 5551to uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 25716 down and 341111 up at 5-0-0, 100 lb down and 129 Ib up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 fib down and 129 lb up at 11-0.12, 100 Ill down and 129 Ib up at 13-0-12, 100 Ill down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 Ib down and 129 Ib up at 19-0-12, and 100 lb down and 129 It, up at 21-1-4 on top chord, and 831b down at 5-0-0, 39 fib down at 7-0-12, 39 lb down at 9-0-12, 39 It, down at 11-0-12, 39 Ib down at 13-0-12, 39 Ib down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 It, down at 21-1-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of Walter P. Finn PE No12839 others. e) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (� or back (B). fdlTek USA, Inc. FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: March 22,201 B Q WARNING -Ved/ydeslgnparamerem and READ NOTES ON THISAND INCLUDED INTEKREFERANCEPAGEMIF74n rev. fla'U10158EFORE USE. Deslgn valid for use onlywlth MBekee connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a truss system; Before use, the building designer must verify the oppllcablllty 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. AddlHonal temporary and permanent bracing Is always required for stabelty, and to prevent collapse with possible personal Injury and property damage. For general guidance regardingthe fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVINI GualXy Quark, DSB W and BCSI Building Component Safety Informdtblgvallabie from Truss Plate Institute, 216 N. Lee Street Buns 312 Alexandria, VA 22314. M!Tek' 69N Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply THE ROYALE T73569638 m11324 GRB SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., FoilPierce, FL o. iou s wiar i i cv io nn en muuemca, iu�. a,= «�o __....... royo ID:JdiGCA6bx7j2Sy1 HDXFw7ye3KX-7hE3HS4g4ixV79aUPR2bYTwmXV6MBjtP57LbIFZYOkY 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, 8-9=-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) Job Truss Truss Type city Ply THE ROYALE T73569639 m11324 GRC HIP 1 1 Job Reference o .tonal . nn.., oe ne.xn•ov Dora v�,.e s Chambers Truss, Inc., 1-ort creme, rL 8-0-0 13.8.0 17-fi-0 , , .. — I... __ __.. _._. __._ . ­ . ID:_kfjGCA6bx7j2Sy1 HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du71 EJjDfZUYJgiN7zYcikW 27-4-0 27-0.0 35-0-0 6.0- 1-0- &0-0 5-& 3-10.0 &10-0 5-&D 8-0-0 -0- i Scale = 1:60.3 5x8 MT18HS = 5x8 MT18HS = 4.00 F12 2.3 11 3x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 8 3x5 2x3 11 uo 3x6 = 's" =� „ oe J, 6x10 = 3x6 _ V� 2x3 11 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING• 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.71 BC 0.67 WE 0.79 Matrix -MS OEFL. in (loc)/dell Ud Vert(LL) 0.22 11-22 >999 360 Vert(CT)-0.3113-14 >830 240 Horz(CT) 0.05 9 n/a n1a PLATES MT20 MT18HS Weight: 157 lb GRIP 2441190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. i(ficleze) 2=412/0-8-0, 14=3582/0-8-0, 9=1192/0-8-0 Max 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. -Aft 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>1943/1220, 8-9=-2776/1671 BOT CHORD 2-16=-154/317, 14-16=-160/350, 11-13=-1475/2624, 9-11=-146412591 WEBS 3-16=-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- 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.Opst 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 part bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2, 2133 lb uplift at joint 14 and 764 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib 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 173 lb up at 16-0-12, 107 It, down and 173 lb up at 16-11-4, 107 lb down and 173 Ib up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107 lb down and 173 Ito up at 22-11-4, and 107 lb down and 173 fig up at 24-11-4, and 182 Its down and 312 lb up at 27-0-0 on top chord, and 411 lb down and 242 Ib 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 Jb up at 14-0-12, 79 lb down and 1 lb up at 16-0-12, 79 lb down and 1 lb up at 16-11-4, 79 lb down and 1 It, up at 1 &11-4. 79 lb down and 1 It, up at 20-11-4, 79 to dawn and 1 lb up at 22.11.4, and 79 lb down and 1 lb up at 24-114, Walter P. Finn PE No.22839 and.411 Ito down and 242 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility Of& USA, Inc. FL Cert 6634 of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 3361D Date: LOAD CASE(S) Standard March 22,2018 Q WARNINO- Veriydedgnparametersand READ NOTES ON MIS AND INCLUDEOMITEKREFERANCE PAGE M0.7479rev. 10.M22015 BEFORE USE. Design valid for use only with MirekM 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 lndlvldual buss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stablmy and to prevent collapse with possible personal Injury and property domage. For general guidance regarding the fobrlcatlon, storage, delivery, erection and brocing of trusses antl truss Systems, SeeANSVIPiI Qua] My Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informd8onowalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T13569639 m11324 GRC HIP 1 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mr I eK industries, Inc. Thu Mar eA 09:10:37 4a1a rage e ID:_kfGCA66X7j2Sy1 HDXFw7ye3KX-X3Mgi864cKBDFTksWs53du71 EJjDfZLiYJgiN7zYOkW LOAD CASE(S) Standard 1) Dead+ Root'Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn Loads (plf) Vert:' 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (Ib) Vert: 3=-126(B) 6=-107(B)8=-126(B) 15— 50(B) 16=-411(B) 11=-411(B) 12— 50(B)23=-107(B)25=-107(B) 26=-107(8)27=-107(B) 28— 107(B) 29=-107(B) 30=-107(B)32— 107(B) 33=-50(B)34=-50(B) 35=-50(B) 36=-50(B) 37=-50(B) 38=-50(B) 39=-50(B) A WARNING. Vedtydeslgnpafemetenand RFADNOTESONTNISANDINCLUDEDMREKREFF ANCEFAGEMIF74M.f .. 1040Y10159EFORE USE. Design valid for use only wllh Mired" connectors. This design h lowed only upon porometers shown, ontl h for an Ind viduol bulltling component, not of design Parameters and properly Incorporate this design Into the overall a buss syrteml Before use. the bulltling designer must verity the Opp of bulltling tleslan Bracing Ind cate0 is to prevent buckling of lndNlduai tmss web ontllorch-rd members only, Atldmon.1 }emporary ontl permcnent bracing to M)'�®k Is always required for slabll"` and to collapse with possible personalinlury and property damag., For general 9uitlanoa regarding the fabtico,. , sMroge. tlelNery, a,.Ocn ontl bracing of trusses ontl truss systems, saa4l"611 BuaIBy CMada. DSB419 ono 6=1 BU9ding C911rDDDeaI Parke East Blvd. Safehy Informullmrovallable corn Truss Plate Institute, 21B N. Lee Shea,, Suite 312, Alexandw VA 22314. Tant Tampa, FL 33810 Job Truss Truss Type - Oty Ply E ROYALE T73569640 m11324 it MONO TRUSS 2 1 Lis Reference (optional) Gnambers Iruss, Inc., ran rlerce, rL 3x4 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. In (Joe) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L) -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 FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. '(Ildsize) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical ,Max Hom 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) 'Men Grav 3=11(LC 15), 2=118(LC 1), 4=17(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5In FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc 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=4.2psC BCDL=3.Opsf; h=12N; B=45ft; L=50H; eave=6fi; Cat. 11; 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 ha's been designed for a 10.0 psf bottom chord live load nonconcument with any other live leads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cat 6634 6904 Parke East Slyd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Vexlrydalanpammefers end READ NOTES ON TNISAND INCLUDEDMREKBEFERANCEPAGEMII-747Jree IdIKIG015BEFOREUSE. Design valid for use only with MITea connectors. This design Is based only upon parameters shown, and Is for on IndIviducl buldhip 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 Iruss 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, seeANSUIPII 9ualI claimed, DSB419 and BCSI Building component Safety Infmmatiouavallabie from Truss Plate Institute, 218 N. Lee Sheet Suffe 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T13569641 m11324 J2 MONO TRUSS 4 1 Job Reference a tional cnamoers I runs, Inc., ran tierce, rL 4 3x4 = Scale =1:7.8 2-0-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Ved(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vad(CT) -O.OD 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: 8lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=23/Mechanical Max Horz 2=67(LC 10) Max 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudlns. 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; 8=45ft; L=50ft; 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 & 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 Iliad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 1361b uplift at joint 2 and 3lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke Fast Blvd. Tampa FL 3381D Date: March 22,201 S A WARNING -:Verity design peremetere end READ NOTES ON THISAND INCLUDED M?EKREFERANCEPAGEMI474T3 rev. iDNY1015BEFORE USE. valid for use only with MBelde connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not Wit a truss system. Before use, the bulitling designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of noses and truss systems, seeANSVTPII GualMy CMada, D9949 and BCSI Building Component 6904 Parke East Blvd. Safety Ntte fonnationavolloble from Truss Plate Institute. 218 R Lee Street, Su312. Alexantlrlo. VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply THE ROVALE T13569642 rl'1324 J3 MONO TRUSS 2 T Job Reference (optional) chambefe Truss, Inc., Fort Pierce, FL b.l 30 a Mar i 12018 Mn ek Industries, Inc. Thu mar ze ual mAo 2018 rays ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PGwCwU6jNdJ4scJ34ZcIA5YLMjBHOCzrnzZFva YOkV -1-0.0 — 3.0.0 — - 1-0-0 3.0.0 Scale =1:9.4 3x4 = 3-0-0 'LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (too) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 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/TPI2014 MaDlx-MP Weight: 11 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=17310-8-0, 4=37/Mechanical Max Hors 2=85(LC 10) Max Uplift 3=-54(LC 10), 2=-147(LC 10), 4=-4(LC 10) Max Grav 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) FORCES. (Il -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=4.2pst BCDL--3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 imss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22633 Iii USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -yer/lyn'eslgnpammeeersend READ NOTES ON THISANDWCLUDEDMREKREFERANCEPAGEMIP7473revJ01/032015eEFOREUSE Design valid for use only with Mineral connectors. fits 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 opplaabllity 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. seeANSIAPR Quality Criteria. DSB419 and SCSI BYBding Component 69N Parke East Blvd. Safety Informotbnovoilabie from Truss Plate Institute. 218 N. Lea Street Suite 312, Alexandria, VA 229314. Tampa, FL 33610 Job Oty Ply THE ROVALET73569fi43 M11324 pTrus�s::�Truss 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL %n-I.nu I Inn Rcs18 a.rsusrvrarnmio inuan muusarca, mu. rayo, ID. _kfiGCA6bx7j2Syl HDXFw7ye3KX-tSUa7g7L7xRxUmuFeH7XjJ5So6UM7eD77dJpROzYQkU Scale=1:11.1 4-0-0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical Max from 2=104(LC 10) Max Uplift 3=-79(LC 10), 2=161(LC 10), 4=-8(LC 10) Max Gmv 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 NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45tt; L=50f; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(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 79lb uplift at Joint 3, 161 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 B A WARNING-'. Ved1ydes19nppmmefeleand READ NOTES ON TN/SAND INCLUDED MOEKREFERANCEPAGEMIF74mmv. IM120156EFORE USE Design valid for use only wlth Mirada connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bullOing tleslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. MfTek* 7 Is always required for sal and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of onuses and truss systems, seeANSVIPtt Quality Cmeda, DSO-89 ontl BCSI Building Component 6904 Parke East BNd. Safety Informational [able from Truss Plate insfitute, 218 N. Lae Street. Suite 312, Alexandre, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THE ROYALE T73569644 I m11324 J5 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 00 11.0.0 3x4 = a.WVs. Mar if 20!8 MONK Industries, Inc. Thu Mar cz 09:10A0206 Payer ID:_)d GCA6bx7j2Syl HDXFw7ye3KX-Le2yKABzuFZo6wTRC_emF W dZeW I RS5T8EH2MzSZYOkT Scale=1:12.7 5.0-0 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vail 0.06 4-7 >939 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 BCLL OA ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. '(Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanlcal Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10), 2=-177(LC 10), 4=-9(LC 10) ,Max Grav 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE,7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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 D0L--1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1041b uplift at joint 3,177 lb uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE Na22939 MiTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 AWARNING --'yerltytlesl9epenmeleraeedREADNOTES ONTHa;ANDINCLUDED MITEKREFERANCEPAGEM0J4".11003a015SEFOREOSE Design valid for use only with MOel connectors. This design Is based only upon parameters shown, and Is for an IndvIdual building component, not a truss system. Before use the building designer must verify Me appllcabllity of design parameters and properly Incorporate Mls design Into the overall building design. Bracing Indicated is to prevent buckling of lntllvlduol truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stobllity 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 Quality Criteria, DSM9 and SCSI Building Component 6904 Parke East Blvd. Safety Informationa Noble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oly Ply THE ROYALE T73569645 m11324 J6 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -1-0-0 3x4 = a.lau s mar l eule waiex mcusmee, mc. Thu rv,arzz ue:m:ru zu,o rage, ID..UGCA6bx7j2Syl HDXFw7ye3KX-Le2yKAezuFZ06wTRC_emFWdeEWits5TBEH2MzSZYOkT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.34 Vert(LL) 0.11 4-7 >664 360 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD '2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Harz 2=140(LC 10) Max Uplift 3=-129(LC 10), 2=-192(LC 10), 4=-S(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. Scale =1:14.3 PLATES GRIP MT20 244/190 Weight: 201b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2psh BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 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 Ito uplift at Joint 3, 192 Ito uplift at joint 2 and 8 Ile uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Job Truss Truss Type Only Ply THE ROYALE T73569646 mI1324 J8 MONO TRUSS 11 1 Job Reference (optional) unamoers i russ, nu., rmi rinme, ,-� _..___..._...__._.Y.._.....____.__,...-.l I ID:kFvnsnOwY4192h0 nM31c6 IJ9g-prcKVW96fYh1'42d1191okFUrw7HbYilTxovWuzVOkS -1-0.0 B-0-0 Scale=1:17.7 3z4 � 4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2"A 90 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BOLL 0.0 ' Rep StressJncr YES WB 0.00 Horz(CT) -0.00 3 n/a nra BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on purlins. 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 Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown NOTES- 1) Wind: ASCE'17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5M; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 Ib uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cori 6634 6904 Parke East Blvd. Tamps FL 33810 Date: March 22,2018 Q WARNING- VeHlydeslgnpammn...dHEADNOTES ON THIS AND INCLUDED MITEKHEFEFANCE PAGE MIF7473rev. lanWO15 BEFORE USE. Design valid for use only with MReI� connectors. This tlesign Is basetl only upon parameters mown, and Is for an IntlNltlual bulltling component, not a huss systemi Before use, the bulltling designer must verify the appllaablllty of tlesign parameters and properly Incorporate this design Info the overall bulltling dadgn. Brocing indicated is to prevent buckling of lntlNidual huss web and/or chord members oniy. AdtllHonal temporary and permanent brodng Is always requlretl far stability antl to prevent collapse wlIn possible personal Injury and property tlamage. For general guidance regarding the MiTek' bbricahon,'. age, tleilvery, erection and bracing of frusses and huss systems, -a SUIP11 fivallly CMeda, DSo g antl BC51 eu6dNp Compononl fieo4 Pella East BNd. Safety Intormotbmv.Il.bl. from Truss Plate InsMufe, 218 N. We Sheet Sulla 312, Alexondrla, VA 22914. Tampa, FL 33610 Job Truss Truss Type city Ply THE ROYALS T73569847 M11324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I 3x4 = LOADING (psi) SPACING- 2-0-0 Cat. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TOOL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Metal LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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 Grew 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. ID:_dGCA6bx7j2Syl HDXFw7ye3KX-prcKY W 9bfYhfj42dli97okAs=DBbYilTxovW uzYOkS Scale = 1:8.3 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 We n/a Weight: 9lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 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.Opsh 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 37 lb uplift at joint 3, 1391b uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 66U 6904 Parke East Blvd. Tampa FL 33610 Date; March 22,2018 A WARNING -Ver/ty deslgn parameters antl BEAD NOTES ON THIS AND INCLUDED MGEKREFERANCE PAGE U11.7473 rev. rWa"015 BEFORE USE. valid for use only with Ml connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Bet a truss system. Before use, the bulldingg designer must verify the applicability of design parameters and propedy Incorporate thedeslgn Into the overall building deslgn. Bracing Indicated bto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablin and to prevent collapse with passible personal Injury and property damage: For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIPR GuallIl1yy Crileda, DSB-89 and BCSI Bundling Component Safety from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. 22314. 6904 Parke East Blvd. Tampa, FL Infoationavanabie VA rm 33610 Oty Ply THEROVALE T13569648 ;Jo�:�T�russ�Truss 2 1 Job Reference (optional) unamoers i rus, Inc., an neroe, rc 2. I 1 1.9-55 3.4 = 4 Scale =1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Verfil 0.10 4-7 >645 360 MT20 244/190 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 W B 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 19 to FT=O% 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 Horz 2=114(LC 10) Max Uplift 3=-109(LC 10), 2=-206(LC 10), 4=-6(LC 10) Max Gmv 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. BRACING- TOPCHORD Structuralwood sheathing directly applied or 5-5-11 oc purins. 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=4.2psf; BCDL=3.Opsf; h=12ft; 8=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=O.iQ MW FRS (directional) and C-C Comer(3) 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 10.01 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.22939 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-N41ydeslgnparametenand NEADNOTES ON MIS AND P/CLUDEDMR£KNEFERANCEPAGERIF74M.rev 1NpY1piSBEFORE USE. Design valid for use only with Mnek® connectors. this design Is based only upon parameters shown, and Is for an Individual buidIng component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall building design, Bracing Indicated is to prevent duckling 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, delivery, erection and bracing of trusses and truss Systems, norANSI/IPII Quality Cmoda, DSB-89 and SCSI Bantling Component 6904 Parke East Blvd. Safety Information vollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type I Oly Pl=ial) T13569649 m11324 JC MONO TRUSS 2 ' Chambers Truss, Inc., Fort Pierce, FL a.rau sr oar i i eura Nn Ten nmusme>, Inc. nrurd;w ZZU91G 32.,o Pay=, I D:_MGCA6bx712Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTtgFC5kwg3SCawFHOanzY0k0 1-0-0 Ni 3x4 = LOADING (pst) SPACING- 2-0-0 CSt. DEFL. in (lop) Vdef1 Ud TCLL 20.0 Plate GOP DOL 1.25 TC 0.18 Von t(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 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD '2x4 SO No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/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 Gray 3=14(LC 15),.2=119(LC 1),4=14(LC 10) 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: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6Ib uplift at joint 3 and 1381b uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cud e634 6904 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 A WARNING- Verily desfgn pammeMrsand READ NOTES ON TN/SAND INCLUDED UREKREFERANCEPAGEMl474" rev. lB2aZaVISB£FOR£ USE Design volld for use only wlttr Nigeria connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system! Before use, the building designer must verify, the applicabllry of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSXMI1 Qua] Criteria, DSBd9 and SCSI Building Component 6904 Parke East Blvd. Safety Information4vollable from Truss Plate Institute, 218 N. Les Skeet Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Tye Ply THE ROYALE T13569650 m11394 KJS ]MONOTRUSS �Qty 1 i Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL a.13u s Mar n eu90 MI I eK Inausmes, Inc. r nu Mar ze ua:Iu:43 zom raga ID:_kfiGCA6bx712Syl HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BT19F9W ks73SCawFHOanzYOkO -1-5-0 3-11-0 7-0-2 1-5-0 3-11-0 3-1-2 Scale = 1:15.7 2.63 12 3x4 = 7-0-2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well I./d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.09 4-7 >923 360 MT20 2441190 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 HOR(CT) 0.00 2 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanical Max Ho¢ 2=109(LC 8) Max Uplift 3— 174(LC 8), 2=191(LC 8) Mac Gmv 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 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 gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 3) • This truss lias been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) 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 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, Plata In,25 Uniform Loadcrease=1 s (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=-B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-. Veritytlaevrh peremeters end READ NOTES ON TN/SANDINCLUDED MREKREFENANCEPAGEMII-)OTJrev. Ifes"015 BEFORE USE. Design valid for use only with MSeIill, 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 applicablllty of tleslgn parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcanon, storage, calvary, erection and bracing of busses and truss systems, seeANSVB'It ®uolHHyy Cmoda, DSB-69 and BCSI Bunding Component Safety Infonnatlorlavollable from Truss Plate Institute, 218 K Lee Street Suite 312, Alexantlrlo, VA 22314. MiTek" 69N Parke East Blvd. Tampa, FL 33610 Job Thus Type Oty Ply THE ROYALST73569651 m11324 7i8s8 MONO TRUSS 2 1 Jab Reference o tional Chambers Trust, Inc., Fort Pierce, FL o.rousmm 11 mionn,nn ... OuS ... GS,MC. 13 3z4 = 2.83 12 14 2 3z4 G as II IR 3z4 = 5 7-2-7 3-10-5 -2- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 TCDL 7.6 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 FBC2017rrP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 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 Hoe 2=178(LC 8) Max Uplift 4=-91(LC 8), 2=332(LC 8), 5=-223(LC 8) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-875/541 BOT CHORD 2-6=-535/842, 5-6=-535/842 WEBS 3-6=-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=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Er l., 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 91 lb uplift at joint 4, 3321b uplift at joint 2 and 223 lb uplift at joint 5. 6) Hanger(s) on other connection device(s) shall be provided sufficient to support concentrated lossi 38 lb down and 61 lb up at 2-11-0, 38 It, down and 61 lb up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8lb down and 106 lb up at 5-8-15, and 42 lb down and 145 Ib up at 8-6-14, and 42 Ib down and 145 lb up at 8-6-14 on top chord, and 31 Ito up at 2-11-0, 31 lb up at 2-11-0, 11 He down and 311Ib up at 5-8-15, 11 Ib down and 31 lb up at 5-8-15, and 31 Ile down and 1416 up at 8-6-14, and 31111 down and 14111 up at 8-6-14 on bottom chord. Thedesign/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 (pit) Vert., 1-4— 54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, 8=40) ll=-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 PENo2Ze39 MiTek USA, Inc. FL Curt 66U 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 A WARNING-. Vady design parammmrsard BEAD NOTES ON THISAND INCLUDED M?EKBEFEHANCEPAGEMI47473rev. 1N0.YI015BEFONE USE. Design valid for use only wIID MBada connectors. This deslgn Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, me buf1ding designer must verify the appllcabllity, of design parameters and properly Incorporate this design Into the overall building design. among 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 capable personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and brocing of fusses and truss systems. seeANSU1P11 Quali6tyy Cmeda, DSBA9 and BCSI BundnD Component fi904 Parka East Blvd. Safety Informallonavaaoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Nexcntlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE ROYALE T13569652 m11324 KJA MONO TRUSS �Qty 2 1 I Job Reference (optional) Chambers Truss, Inc., F— Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr NO WS 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD �2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (IWsize) 3=142/Mechaniml, 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 Gran, 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:10:44 2018 DEFL. in (loc) Udefl L/d Vert(LL) 0.04 4-7 >999 360 Vert(CT) -0.07 4-7 >974 240 Horz(CT) 0.00 2 n/a n/a Scale=1:13.6 PLATES GRIP MT20 244/190 Weight: 20lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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.Opsh h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; E>ia 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 chard live load nonconcurvent 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 tell by 2-0-0 wide will fit between the bottomchord 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 1291b uplift at joint 3 and 150 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (pif) Vert: 2=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.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING- Vedtydesfgnpaamefersend READNOTESONTHL9MDWCLUDEDMREKREFERANCEPAGEM&74M.v. iNazoolSBEFOREUSE ��- Design valid for use only with 1,19e1) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual cuss 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 system% seeANSWII QualiBtyy Cdtoda. DSB-89 and BC3l BUSdarp Component 6B04 Parke East Blvd. Safety Informalimravaliable from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexantlrio, VA 22314. Tampa, FL W610 Job Truss Thus Type ' Qly Ply T73569653 rrl KJB MONO TRUSS 2 lTHEROYALE 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, I 1-2-9 1-2.9 3X4 = 8.130 s Merril 2016 MI I ex Inaustnes, Inc. I nu Mar 22 U9:10:4b 2ela Paget ID. _kfiGCA6bX7j2Sy1 HDXFw7ye3KX-IcrrOtC6jnB5ChLP_YExyaLZfXbOXMitOZm7fgzYQkO c.me_ .,1v 4-11-9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (roc) Ii Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 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 Ho¢(CT) 0.00 2 rl/a n/a BCDL 10.0 Code FBC2017/TP12014 Mabil Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=95/Mechanical, 2=148/0-9-11, 4=46/Mechanical Max Hor4 2=75(LC 8) Max Uplift 3=-84(LC 8), 2=-136(LC 8) Max Gmv 3=95(LC 1), 2=148(LC 1), 4=77(LC 3) FORCES. (Ib)- 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; Irl B=45ft; L=5011; eavel 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 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841b uplift at joint 3 and 136 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 (plf) Vert: 2=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) Walter P. Finn PE No.29839 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verlry Cesignpmemetv..d READ NOTES ON THOMDWCLUDEDMREKREFERANCEPAGEM&7473rev.. 10=1115BEFORE USE -7 Design valid for use only with Mnekso 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 property 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 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 QuaOQyy ClBerh, Dal and SCSI BuVdIng Component Sal Informationovc0able from Truss Plate Institute, 218 N. Ise Street Suite 31Z A s=ntlrla. VA 22314. MiTek' 6904 Parka East Blvd. Tampa. FL W610 Job Truss Truss Type City Ply THE ROYALE T73569fi54 m11324 MV2 VALLEY 1 1 Job Reference (optional) cnampers i russ, Inc., ran rierce, M =eo , ID:_MGCA6bx7j2Syl HDXFw7ye3KX-AoPDbDDkU5JygrwbYFIAVnIIPmUGpyl cDV9B6zYOkN 3x4 i 4.00 12 2 3 Seale v 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ven(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight:5 Us FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-M Max Horz 1=21(LC 10) Max Uplift 1=-20(LC 10), 2=-30(LC 10) Max Grey 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=4.2psh BCDL=3.Opsf; h=12ft; B=45ft; L=50ft: eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psi 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 201b uplift at joint 1 and 30lb uplift at joint 2. Waller P. Finn PE No.22639 MTek USA, Inc. FL Cod 6634 9904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 A WARNING- Vedydesfgnpmematereend READNOTESONTHISAND/NCLUDEDM/FEKREFENANCEPAGEM474" rev. 1003P20156EFOHEUSE Design valid for use only wlth MIak0 connectors. This design Isbased only upon parameters shown and Is for an Indlvlaucl bullding component, not a hess system. Before use, the buntline designer must verify the appllcabllly, of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldonce regarding the fabrication storage, delivery. erection and bracing of trusses and these systems seeANeffill 9uolyy Criteria, DSB419 and SCSI Building Component 6904 Parke East Bind. Safety Nformalbnavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Mexandda, VA 2231 d. Tempe. FL 33610 Job Truss Truss Type Ply T73569655 ril MV4 VALLEY �Qty 1 1 �THEROYALE i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I-- 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:46 2018 Page 1 ID _kfiGCAGbx7j2Syl HDXFw7ye3KX-AoPDbDDkU5JygrwbYRAVntgFwAGpy1 cDVgB6zYOkN Scale =1:9.4 3x4 I 3x4 II LOADING (psQ SPACING- 2-0-0 Cat. DEFL in (Joe) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(CT) n/a - file 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matri%-P Weight: 12 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=109/4-0-0, 3=109/4-" Max Horz 1=56(LC 10) Max Uplift 1=-54(LC 10), 3=-72(LC 10) Max Gmv 1=112(LC 15), 3=117(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12f1; B=45ft; L=50ft; eave=6tt; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Eederior(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 pal bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall. by 2-" 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. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33BIO Date: March 22,2018 Q WANNING-Ve1ify4eslgnPammetemanCBEAU NOTES ON THISAND/NCLUDED MREKBEFEBANCEPAGEMO-7473mv. 10N342015BEFOFEUSE ��• Design valid for use only with Mill connectors, This design Is based only upon parameters shown, and h for an Individual building component, not a truss system. Before use. the 0ulldeng designer must verify the oppllcablllty of design parameters and papery Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual truss web and/or Chord members only. Addlrional temporary and permanent bracing MiTek' Is always requIred for slablllty and to prevent collapse with passable personal Injury and property damage. For general guidance regcrding the fab0catlon, storage, tlarl erection and bracing of trusses and truss systems. seeMSU P11 Cued J. Crde4a, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd.Safety mfonnalbnavalable from Truss Plate Institute. 218 N. tee Street Suite 31Z Alexantlda VA 22314. Tampa. FL W610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 �71d' For 4 x 2 orientation, locate plates 0-'he" from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or CYy// by text in the bracing section of the output. Use T or I bracing If indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System -8 I dimensions (Drawshown In scale) III (Drawings not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED 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-1362,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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved Qa MiTek$ MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use Win 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 lood deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified, 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/PI 1 Quality Criteria.