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HomeMy WebLinkAboutTrussMiTek S�-Q RE: m11324 MiTek USA, Inc. THE ROYALE 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: WYNNE BUILDING CORPORATION Project Name: ml1324 LoVBIOCk: Model: Address: UNKNOWN Subdivision: City: ST LUCIE State: FIL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 6113115-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17929435 a 8/22/2019 21 T17929455 je 8/22/2019 2 T17929436 al 8/22/2019 22 T17929456 kj5 8/22/2019 3 T17929437 a2 8/22/2019 23 T17929457 kj8 8/22/2019 4 T17929438 a3 8/22/2019 24 T17929458 kja 8/22/2019 5 T17029439 a4 8/22/2019 25 T17929459 kjb 8/22/2019 6 T17929440 a6 8/22/2019 26 T17929460 mv2 8/22/2019 7 T17929441 b 8/22/2019 27 T17929461 mv4 8)22/2019 8 T17929442 bh7 8/22/2019 9 T17929443 gra 8/22/2019 . 10 Ti7929444 grb 8/22/2019 11 T17929445 grc 8/22/2019 12 T17929446 jl 8/22/2019 13 T17929447 j2 8/22/2019 14 T17929448 j3 8/22/2019 15 T17929449 j4 8/22/2019 16 T17929450 j5 8/22/2019 17 T17929451 j6 8/22/2019 18 T17929452 j8 8/22/2019 19 T17929453 ja 8/22/2019 20 T17929454 jb 8/22/2019 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, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineernamed is licensed in the lurisdiction(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. MTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property Incorporate these designs Into the overall building design per ANSI/rPI 1, Chapter 2. 1of1 Wafter P. Finn PE No.22939 Wait NSA, Inc. FL Cert 6634. . 6904 Parke East Blvd. Tampa H. 33610 August 22, 2019 hale• Finn, Walter Job Truss Truss Type Cry Ply THE ROYALE T17929435 m11324 A COMMON 10 1 Jab Reference (optiona0 cnamoers I russ, Inc., ran rierce, rL. a.wasrnar rr v ra rvur enm.all"a,ar, urunugc ur.au.ru Zulu 6 d Scale = 1:59.3 4.00 F12 4x5 = 6 17 .- 15 "' "" 14 "' 12 4x5 = 2x3 II 5.6 WB= 3x8 = 2s3 II 4x5 = Us = 5.6 WB= 9A1-n gs..n 35.0.n 8.4-0 4.7-0 19-2.0 14-7-0 B-4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.6414-15 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Holz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 169 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=139910-8-0, 10=139910-8-0 Max Horz 2=-223(LC 8) Max Uplift 2=-775(LC 10), 1110) FORCES. (lb) - Max. Comp./Max. Ten. -All tortes 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=-2807/1885, 9-10=-3404/2226 BOT CHORD 2-17=194613218, 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 Structural wood sheathing directly applied or 3-1-13 oc puffins. Rigid ceiling directly applied or 4-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;'Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10. Interior(i) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interior(l) 22-1-0 to 31-2-6 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -3) 100.011a AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. Q Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 O WARNING- VeHfy deslgnparameeereend READ NOTES ON TH/SAND INCLUDED caTEKREFERANCEPAGEM/7473 rev. la/M015BEFOREUSE. Design valid for use only with Meek® 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 verity the opplicablllry, of deslgn parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stoblllty and to prevent collapse with po shall, personal Injury and property damage. For general guidance regording the fobrlcoHon. storage. delivery, erection and bracing of trusses Cori truss systems. weANSVIPII Cuallly Criteria. D804 9 and SCSI Building Component 69U Parke East Blvd. Safety Informotbnewcdoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexantlria, VA 22M74. Tampa, FL W610 Job Truss Truss Type aY Ply THE ROYALE T77929436 M113t4 At SPECIAL 9 1 Job Reference (optional tmamoers i was, Inc., ran Warta, rL nug cc ,u ID _kfiGCA6bx7j2Syl HDXFw7ye3KK-X3H1gSrGbwOmldVB61f eZusMI Scale=1:60.3 5xB MT1 BHS = 4,00 FIT I 14 13 3e5 = 2.3 11 5xl2 = 2.00 F12 3.12 e LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.89 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES WS 0.62 Code FBC2017/TP12014 Matdx-MS DEFL. in (loc) Udell Ud Vert(LL) 0.80 12 >525 360 VerI -1.39 12-13 >302 240 Hori 0.37 10 We Na PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 15916 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0 'Max Horz 2=-223(LC 8) Max Uplift 2=825(LC 10). 10=-825(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3309/2433, 3-5=2581/2012, 5-6=-2548/2113, 6-7=-5337/4002, 7-9=-5302/3868, 9-10— 5702/4143 BOT CHORD 2-14=-2151/3113, 13-14=-2151/3113, 12-13=-1450/2202, 10-12=-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; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; 6qa C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 zone;C-C for members and forces 8 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 nonconcurtent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.01 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 825111 uplift at joint 10. I Waiter P. Finn PE No,22839 MiTek USA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 33610 Data: August 22,2019 AWARNING - WIRY daegn par e..fora endREADNOTESONMISANDMCLUDEDMITEKREFERANCEPAGEMB.74]3rev.MMOISBEFOREUSE. Deelgn valid for use only with MOekO connectors. This tleslgn Is based only upon parameters shown, and Is for an Inc Mdual 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 is to prevent buckling of individual muss web and/or chord members only. Additional temporary end permanent bracing Welk' Is always required for stabllity and to prevent collapse with possible personal II and property damage, For general guidance regarding the fabrication storage, delivery. erection and bracing of ttesses and truss systems seeANSUIPII Quamy CrI DSM9 and ICSI Su9ding Component 61 Parke East Blvd. Safety Informatblgvotable from Tmss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Tress Truss Type Oty Ply THE ROYALE T17929437 111324 A2 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:15 2019 Scale = 1:62.3 4.00 F12 SA = 4x4 = 15 2.3 II 5x 3,12 = 3x5 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumbar DOL 1.25 Rep Stress Inor YES Code FBC2017/TPI2014 CS'. TC 0.70 BC 0.98 W B 0.75 Matrix -MS DEFL. Ven(LL) Vert(CT) Horz(CT) in (too) Well Ltd 0.75 12 >559 360 -1.02 12-21 >412 240 0.37 10 n/a rda PLATES MT20 MT18HS Weight: 160 Ib GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 Go bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (Ib/size) 2=1349/0-8-0, 10=134910-8-0 Max Ham 2=-205(LC 8) Max Uplift 2=-825(LC 10), 10=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=3315/2113, 3-5=-2515/1641, 5-6=-2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10= 5687/3567 BOT CHORD 2-15=-1949/3111, 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, &13=-206/561, 6-13=357/632, 7-13=-2796/1678, 7-12=-1082/1957,9-12=-479/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 11=1211; B=45ft; L=5011; eave=6ft; Cat. II; 6ry C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterdr(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 fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. -4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 10. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 22,2019 ,&WARNING-Verlfydes/gdpemmeN.,mdREAD NOTES ON MIS AND INCLUDED MITEKNEFENANCEPAGEMP-74"rev. I&MICI1SSEFONE USE. Design vend for use only with MPekS 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 Mis design Into the overall building design. Bracing Indicated is to prevent buckling of hdlvlduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for etabllity 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. see"SVIPIf Gaalfly CRedo. 03849 and IICSI building Component 69N Palle East Blvd. Safety mlormptbnavo0oble ham Truss Rate Institute, 218 N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T17929438 ml 1324 A3 SPECIAL 1 1 Job Reference (optional) unamoers truss, Inc., ran Place, rc a.iousmar I Ieu emu ex umusnes, nth. i uu nuy cc ur:au. ra zv m reye i Sx6 = bx6 = 4 5 a.o Scale = 1:61.3 13 2x3 II 5x6 — 3xt2 = 3x5 = 2.00 12 LOADING (psF) TCLL 2010 TCDL 7.0 BCLL 0.D ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1,25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.69 BC 0.98 W B 0.74 Matrix -MS DEFL. in (lac) Vdefl L/d Vert(LL) 0.72 10 >582 360 Vert(CT) -0.98 10-19 >427 240 Horz(CT) 0.35 8 n/a n/a PLATES MT20 MT18HS Weight: 158 lb GRIP 2441190 2441190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2— 181(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 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=-480/959, 5-14= 360/724, 6-11=-2280/1355, 6-10=-1118/1934, 7-10=530/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extermr(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-M 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 Oaf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ito uplift at joint 2 and 825 Ito uplift at joint 8. Walter P. Finn PE No.22339 MDek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 22,2019 Q WARNING-Verifydesign Peremelersend READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGEMIA74".r .. iGITKI&1SBEFOREUSE, Design valid for use only with Mnea connectors. This design Is based only upon parameters shown, and Is for an InUvidual building component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of milvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses antl hum systems, seeANSVIPII puppy Criteria. DS349 and BCSI Building Component 6904 Patice East BNtl. Safety Information rvailoble from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEROYALE T17929439 M11324 A4 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu 22 07:50:17 2019 Al 6 5.6 = 3.4 = 5xB _ 2.3 II 4.00 12 4 5 6 7 Scale = 1:61.3 14 13 31 3x6 = 30 = 5x6 = 2.00 12 302 = &B-2 13-7-6 17-6-0 23.11-12 35-0-0 8-8-2 4d L6 3-10.8 a-542 11-0.4 Plate Offsets (X,Y)-- 12:0-0-6,Edgel, 16:0.4-0,0-2-31, 19:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ved(LL) 0.7311-12 >572 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.9811-20 >429 NO MT10HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1601b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-6 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=157(LC 9) Max Uplift 2=-825(LC 10), 9=-825(LC 10) FORCES. (Ib) - 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, 56= 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=-114512016, 8-11=542/518 NOTES- 1) Unbalanced mof 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=12ff; B=45ff; L=501t; eave=6h; 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 31-2-6, Exterior(2) 31-26 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. •4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 Ib uplift at joint 9. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Date: August 22,2019 ,&WARNING- VenrydestamparameMreand READ NOTES ON THISANOMCLUOEDUI KNEFENANCEPAGEMX7473rev. I0,032015BEFOHE USE. Deslgn vend for use only with MIT09 connectors, This tleslgn Is based only upon parameters shown, and Is for an Individual buliding component, not ��- a truss system. Before use, the bulla Ing designer must verify the appllcabllity of design parameters and papery Incorporate thb tleslgn Into the overall bulldIng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Adtlltlonal temporary and permanent bracing MiTek' Is always required for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatton. storage, dellvety, erection and bracing of trusses and hum systems maANSVIPiI Guo01y Criteria. D5549 and SCSI Building Component 69M Pafxe East Blvd. Safety InformatbrgvaYable from huss pate Institute. 218 N. Lee Sheet. Suite 312, Alexantlda. VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T77929440 III A6 HIP 1 1 Job Reference (optionall I lub, , run reruc,, V.1 JV 5 Mar 11 ZU 10 MI I ex InUMUN 5, Inc. 1 OU Aug 22 U/:nU:l a LUl U 5x8 2x3 I 4.00 12 2.3 II 5x8 = Scale = 1:60.3 I� Ib 12 4x5 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 4x5 = 70-0-0i 13-8-0 21-4-o 25-0.0 35.0.0 Inne Plate Offsets (X,Y)- [2:0-1-14,Edgel. [4:0-5-4,0-2-81, [7:0-5-40-2-8]. [9:0-1-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.60 11-13 >424 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 1531b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1118/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Max Hom 2=-133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10), 9=-739(LC 10) Max Grav 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (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, 7-1 1=-355/492,8-11=-444/551 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 4-6-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=451t; L=50f ; eave=611; Cat. II; I C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=tit() plate grip DOL=1.60 •3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 2, 219 Ib uplift at joint 14 and 739 lb uplift at joint 9. Wafter P. Finn PE No.22039 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: August 22,2019 Q WARNING - Verity Ce411e p4rame(ere end READ NODES ON MIS AND INCLUDED MREK NEFENANCE GAGE MIL74M me. ID032015 BEFORE USE. Design vclld for use only with Mnel� connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �'- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndlcaled 6 to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and huss systems, weANSUIPII Quality CMedq, DStld9 and Bf�l Building Component6904 Parke East Blvd. SafetyInlammtbnava0pble ham Truss Rote IratiMe. 218 N. Le9 Sheaf. Suite 312 AlexandI . VA 22 14. Tempe. FL not Job Truss Thus Type City Ply THE ROYALE T77929441 ril B COMMON 3 1 Job Reference (optional) Gnamoers 1 russ, Inc., ran race, rL o.I JV 5 n©r r r cp ro nn ran muusnine, nm. r nuy cc w:av: m cam 4.6 = 3 2.3 11 3x4 = Scale: 1/2-=1' 3.4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.10 5-8 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.33 Verl -0.13 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(CT) 0.01 4 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 47 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=568/0-8-0 Max Horz 2=93(LC 9) Max Uplift 4=-292(LC 10), 2= 377(LC 10) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (11 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 31 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.0psf; h=12ft; B=45ft; L=50ft; Save=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 4 and 3771b uplift at joint 2. Water P. Finn PE No.22839 MTek USA, Inc. FL Cad 8834 6904 Parke East Blvd. Tampa FL 33610 Data: August 22,2019 Q WARNING -Vedydestgnparseetemand READ NOTES ON MIS AND INCLUDED MNEKNEFENANCEPAGEIJI474)9ree 16N32015BEFONE USE. Design valid for use only with Mnek® 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 Me applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to buckling mdNldual truss web Additional temporary and permanent bracing M!Tek' building prevent of and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 6904 Faroe East BNtl. fabrication storage, delivery, erection and bracing of trusses and Muss systems, seeANSI/1PII Quality Clients, DS349 and Ill Suldhlg Component Tampa, FL 33610 Safety InformatbNvoilabie from Truss Plate Institute, 218 N. Lee Shoot, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T77929442 m113N BH7 BOSTON HIP 1 1 �THEROYALE Job Reference (optional) Chambers Truss, Inc., Fad Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:20 2019 Page 1 ID:_1fflGCA6bx7j2Sy1 HDXFW7ye3KX-MDelwW wl BmAwTYyLT_W 2o96PO653jSbvYGOTnByIMNn 1s-e-0 z1-s-0 1-0- 7-0-0 9E-0 11-6-0 13-6014 ar0 - tT-6-0 1&6-0 2100 23An 25-6-0 2e-0-0 35-0-0 36-0-0 1�Pe 7-0-0 I 28-1 2-0-0 2 -0 2-0-0 2-0-0 1 1-6-00EO 23V I 26O 1 18 1 T-0-0 Scale=1:62.6 4.00 F12 Sx6 = 12 14 16 35 "' 33 32 "' 30 4x6 = 3x8 = 3x4 0 4x6 = 3x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.72 Ven(LL) 0.51 32-33 >826 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 32-33 >628 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.48 Horz(CT) 0.14 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 3-8-6 oc purling. 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. glatsize) 2=1349/0-8-0, 28=1349/0-8-0 Max Hom 2=-223(LC 8) Max Uplift 2=825(LC 10). 28=-825(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3392/2640, 3-4=-1213/956, 4-8=-1157/946, 8-9=-1145/979, 9-12=-1122/1028, 12-14=-1125/1090,14-16=-1124/1089,16-19=-1121/1028,19-22=-1145/979, 22-26=-1157/946,26-27=-1214/956,27-28=-3393/2641,3-5=-2373/2046,5-7=-2376/2050, 7-10=-2376/2050,10-11=-2376/2050,11-13=-2376/2050,13-15=-2376/2050, 15-17=-2376/2050,17-18= 2376/2050,18-20=-2368/2046,20-23=-2368/2046, 23-25=-2368/2046, 25-27=-2364/2041 BOT CHORD 2-35=-2358/319D, 33-35=-2360/3166, 32-33= 2652/3448, 30-32=-2361/3167, 28-30=-2358/3191 WEBS 3-35=0/284, 27-30=0/285, 3-33=-317/378, 18-33=-466/474, 27-32=-312/353, 14-15=-405/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. '2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=45tt; L=50ft; eave=6N; Cat. II; Exp C; Encl., GCO=0.18; MW FRS (directional) and C-C Extericr(2) -1-0-0 to 3-9-10, Interior(l) 3-9-10 to 10-8-9, Exterior(2) 10-8-9 to 17-6-0, Intedor(1) 24-3-7 to 31-2-6 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pad bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825 to uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE No.22839 M7ek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 ,&WARNING-Vedy design parameters and HEAD NOTES ON THIS AND INCLUDED AUTEKREF£aANCE PAGE M67473rev. 1003NDI58EFONE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Indlvlduol building component, not ��- a truss system. Before use, the building designer must verily me applicability of design parameters antl properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN9/IPII GualMv CMeM, DSBd9 and BC3l Building Component 6904 Parke East Blvd. Safely Informationovallabie from Truss Plate Institute, 218 N. Lee Street, Sure 312. Alexanda. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Cry Ply THE ROVALE m11324 GRA SPECIAL 1 1 tKS4]43 Job Reference o tional I mss, Inc., Fort Pierce, FL 8.130 s Mar 11 2016 MiTek Inc. Thu Alto 22 07:50:22 2019 iy 3x4 = 2.3] F12 44 = 4x10 19 4 20 4x4 = 21 5 22 64x1O = 2x3 II 3x4 = 3x4 = 2x3 11 3x4 = Scale=1:26.6 LOADING IPS1 TCLL 20.0 TCDL 7.0 BCLL 0.0 - BCOL 10.0 - SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]net NO Code FBC2017/TP12014 CSI. TC 0.18 BC 0.32 WB 0.06 Matrix -MS DEFL in Vert(LL) 0.08 Ven(CT) -0.10 Horz(CT) 0.03 (too) Vdefl Ud 11 >999 360 10 >999 240 7 rVa n/a PLATES GRIP MT20 244/190 Weight: 581b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz 2=-65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Max Grav 2=787(LC 17), 7=787(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1798/1192, 3-4=-1761/1197, 4-5— 1724/1169, 5-6=-1761/1190, 6.7=-1798/1137 BOT CHORD 2-12=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=4.2pst BCDL=3.Opsh h=12fl; 8=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5231b uplift at joint 2 and 523 lb uplift at joint 7. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 631b down and 114 Ito up at 4-1-8, 85 Ib down and 124 Its up at 5-0-0, 113 Ib down and 14616 up at 5-7-3, 60 Ib down and 129 Ib up at 5-11-0, 60 Its down and 129 Ib up at 7-11-0, 113 Ile down and 146 Ib up at 8-2-13, and 85111 down and 124 Ib up at 8-10-0, and 63 Ib down and 139 It, up at • 9-8-8 on top chord, and 61b down and 7111 up at 4-1-8. 18 Its down and 151b up at 5-0-0, 33 Ib down at 5-7-3, 39 Ib down at 5-11-0 , 39 Ile down at 7-11-0, 33 Its down at 8-2-13, and 18 Ile down and 15 Its up at 8-10-0, and 61b down and 7 He 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 (plq Vert: 1-3=-54, 3-4=54, 4-5=-54, 5-6= 54, 6-8=-54, 13-16=-20 Walter P. Finn PE No.22639 Concentrated Loads (lb) MRek USA, Inc. FL Cart 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 73610 23=-18(B) 24=-18(B) Date: August 22,2019 Q WARNING -Verhydes/gn PmemetersendREAD NOTES ON TNISAND INCLUDED MTFEKREFERANCEPAGEMM17473mv. ISPoOV2015BEFOREUSE Design valid for use only with M900 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, ire building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall bulldingdasign. Bracing Indicated is to prevent buckling of Individual huss web and/or chard members only. Adtldionai femporory and permonembrocing Is always required for stability and to preventcollapse wlm possible personal injury and properly damage. For general guidance regarding me fabrication, storage; delivery, erection and bracing of cusses and truss systems seeANSVIPI I Quality Cdfeda, DSB49 antl BCSI Bu6dhD Component Safety Infomlationovollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ��• MiTek' 6904 PaAe Easl Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply THE ROYALE T17929444 m11324 GRB SPECIAL 1 1 Jah Reference (optional) unarr INas, Inc., tort Mica, rL • ,1-0-0 5.0.0 8.13U s Mar 11 -2u18 Inc. I nu Aug 22 07:50:23 2019 Scale = 1:62.4 2x3 II 4.00 Fl2 4x49 = 4xB = 3z4 = 3x8.= 2x3 II 4x4 _ 3 25 26 4 27 28 29 5 630 31 32 733 34 35 a 10 2 10 11 e41 d d 18 36 37 17 38 16 39 42 14 4313 12 5x15=4041 3x4 = 2x3 II 3x4 cc3x6 = 3x4 =3x6 = 3x4 = 3z4 = 5-0.0 10.&0 15-6-0 21-6-0 28-1-0 35.0.0 5-0-6 5-3 0 5-3-0 6.0.0 6-7-0 I 6.11.0 Plate Offsets (X Y)-- 13:0-5-4 0-2-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.14 17-18 >999 240 BCLL 0.0 ' Rep Stress [nor NO W B 0.53 Hord(CT) 0.03 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 146 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-536(LC 8), 15=-846(LC 8), 14=-555(LC 8), 10— 314(LC 8) Max Grav All, reactions 2501b 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 (Ib) 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=-431/40B, 8-14=-1063/625, 8-12=-115/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psh BCDL=3.Opsf; h=12ft; B=45ft; L=508; save=6@; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 Ib uplift at joint 2, 8461b uplift at joint 15, 5551b uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 Ito down and 341 Ib up at 5-0-0, 100 Ib down and 129 lb up at 7-0-12, 1001b down and 1291b up at 9-0-12, 100 Ib down and 1291b up at 11-0-12, 100 lb down and 129 lb up at 13-0-12, 1001b down and 129 Its up at 15-0-12, 1001b down and 129 lb up at 17-0-12, and 100 It, down and 129 Its up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 831b down at 5-0-0. 39 lb down at 7-0-12, 39 Its down at 9-0-12, 39 lb down at 11-0-12, 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of Waiter P. Finn PE No.22a39 Others. e) In the LOAD CASEsection, loads applied to the face of the truss are noted as front (F) or back (B). MITI USA Inc. FL Cod 8834S) 8304 Parke East Blvd. Tampa FL 33010 LOAD. CASE(S) Standard Date: August22,2019 OWARNING-Vs'HydeV9. Parenrerer..dREAD NOTES ON THISANDINCLUDEDMHEKREFERANCEPAGEM&7473rex. IGNa2015 BEFORE USE. Design valid for use only with Mlrekaetonneators, 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 verity the app Icabalty of design parameters and properly Incorporate mils design Into the overall building design.&achg Indicated is to prevent buckling of Individual muss 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 muss systems, seeANSOrPI l Quad tty Cmoda. DSB-59 and SCSI Building Component Safely Informollorravailoble mom Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. MiTek' 69c4 Pade East Blvd. Tamp., FL 33610 Job Truss Truss Type Oty Ply T77929444 m11324 GRB SPECIAL 1 1 �THEROYALE Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:23 2019 Page 2 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-moKR2XyvThYVK?hw86410nk?AJAgwoTLEEf7N W O MNk LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=-54, 3-8=54, 8-9— 54, 9-11=54, 19-22=20 Concentrated Loads (Ib) Vert: 3=-160(F) 18=-45(F) 25=-60(F) 26=-60(F) 27=-60(F) 29=50(F) 30=60(F) 31=60(F) 32=50(F) 33=-60(F) 36=-13(F) 37=13(F) 38= 13(F) 39=-13(F) 40=-13(F) 41=-13(F) 42=-1 3(F) 43=-13(F) QWARNING-V1HYdeslSA Psromefarse0d READ NOTES ON TNASAND/NCLUDEO MREKREFERANCEPAGE11674T3rev. 1005Aa1SBEFORE USE Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an IndNlducl building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMlduPl muss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for Reality and to prevent collapse with possible personal INury and Property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of busses and truss systems seeANSI/IPI I GunT�Iy Ctl DSBd9 and SCSI Building Componmf 6904 Parke East Bivtl. Sab1y Informaf novolloble from Truss Plate Institute. 218 N. Lee Street Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THE ROYALE T17929445 m11324 GRC HIP 1 1 Jab Reference (optional) 5x8 MT18HS = 4.00 12 2x3 II 3 23 24 25 426 nuy«ar.aa:<rmro r age r ID:_�GCA6bx7j2Sy1 HDXFw7ye3KX-F7tpmtzXE7gLy9G6igb_z7H57jQlfBgVTuOgwyylMNj 0 21-4-0 27.0.0 35.0.0 6.01 0 3-10-0 5-8-0 8 -0-0 10 Scale =1:60.3 5x8 MT18HS = 3xB = 3x6 = 2.3 11 27 285 6 729 3D 31 32 8 :f3 15 34 35 3e 37 -- "" 12 39 -- 3x5 = 2x3 II 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 3x5 = 8-0.0 13.8.0 21zR.n.4.0 27-0-0 35-0.0 B-ao 1 s-a-n I I e.R.n Plate Offsets (X,Y)-- [3:0-5-4,0-2-81 [8:0-5-4 0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ved(LL) 0.2211-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3113-14 >830 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor NO WB 0.79 Horz(CT) 0.05. 9 n/a n/a BCDL 10.0 Code FBC2017ItP12014 Matrix -MS Weight: 1571b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=412/0-8-0, 14=3582/0-8-0, 9=1192/0-8-0 Max Horz 2=-109(LC 6) Max Uplift 2=-299(LC 8), 14=-2133(LC 8). 9=-764(LC 8) Max Glow 2=423(LC 17), 14=3582(LC 1). 9=1194(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purins. BOT CHORD Rigid ceiling directly applied or5-9-0 oc bracing. WEBS 1Row at midpt 3-14,5-14 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/225, 3-4=-1093/1954, 4-5=-1093/1954, 5-7=-1943/1220, 7-8=-1943/1220, 8-9=-2776/1671 BOT CHORD 2-16=-154/317, 14-16=-160/350, 11-13=-1475/2624, 9-11— 1464/2591 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- 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=45f : L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. -4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 Ib uplift at joint 2, 2133 lb uplift at joint 14 and 764111 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 Ib up at 8-0-0, 107 Ib down and 173 lb up at 10-0-12, 107 lb down and 173111 up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 173 Ib up at 16-0-12, 107 Ito down and 173 Ib up at 16-11-4, 107 lb down and 173 Ito up at 18-11-4, 107 Ito down and 173 III up at 20-11-4, 107 Ib down and 173 Ib up at 22-11-4, and 107 Ib down and 173 Ito up at 24-11-4, and 182 Ib down and 312 lb up at 27-0-0 on top chord, and 411111 down and 242 lb up at B-0-0, 79 Ib down and 1 Ito up at 10-0-12, 79 Ito down and 1 lb up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 Ib down and 1 Ib up at 16-0-12, 79 Ito down and 1 Ito up at 16-11-4, 79 lb down and 1 Ib up at 18-11-4, 79 lb down and 1111 up at 20-11-4. 79 Its down and 1 Ito up at 22-114, and 79 Ib down and 1 Ib up at 24-11-4, and 411 Ib down and 242 Ib up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 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). LOAD CASE(S) Standard Walter P. Finn PE No.22839 Ill USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 Q WARNING -VerlrydestSnpe®mereradnd READ NOTES ON THISAND INCLUDED MNEKREFERANCEPAGEMA-7473rex. 10434efa BEFORE USE. Design valid for use only with M6ekO connectors. This design Is based only upon parameters shown, chat Is for on Individual building component, not a thus system. Before use. the building designer must verify the oppllcoblllty of design parameters and properly incorporate mis design Into me overall building design. Bracing Indicated is to prevent bucoing 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 propeM damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and muss systems, sa9ANSVIPl1 Qualns. CdtAda, DS849 and BCSI Building Component 6904 Pade East Bind. Safety tnformatbrwallabiefrom Truss Plate Institute, 218 N. Lae Sheet Sulfa 312, Alexar la. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ply THE ROVALE T77929445 m11324 GRC HIP �Qty 1 1 Job Reference o 'anal Chambers Truss, Inc., Fort Pierce, FL B.1Ju s mar n [ul a mi l eK maumnes, mc. l nu Aug ez urbu:e4 am a rage z ID:_kfiGCA6bx7)2Syl HDKFw7ye3KX-F7lpmlrXE7gLy9G6igh z7H57jQifBgVTuOgwyylMN) LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-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=-41l(B) 12=-50(B) 23— 107(B) 25=-107(B)26=-107(B)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) Q WARNWG-Vanly CesfgnparamefemmdREAONOTES ON TN/SANOWCLUOEOMREKREFERANCEPAGEMO7V3my. lasIs 15 BEFORE USE Design valid for use only with MQed) connectors. fits design Is based only upon parameters shown, and Is for on Individual building component, not �r a truss system. Before use, the building designer must verity the applicability of design parameters and propetiy Incorporate this design Into the overall building design. Bracing Indicated is to buckling of indlvdual Muss web and/or chord members only. Additional temporary and permanent bracing ■■ M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding me fabrication, storage. delivery. erection and bracing of trusses antl huss systems, seeANSUVII Quality Criteria. DS049 and SCSI BuIldbp Component 6904 Parke East Blvd. Safety Infertnafbrawalloble from Truss Rate InstihRe, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply THE ROYALE T77929446 m11324 J1 MONO TRUSS 2 1 Job Reference (optional) unamOers I mss, Inc., Yon Force, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 22 07:50:25 2019 Page 1 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL, in (loc) Vdefl Ud TCLL 20.0 Plate Grp DOL 1.25 TC 0.18 Ven(LL) 0.005 >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 WEI 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mat LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical,2=118/0-8-0,4=0/Mechanical Max Harz 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) Max Grav 3=11(1-C 15). 2=118(1-C 1), 4=17(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 2441190 Weight: 5 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; 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 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 4 to uplift at joint 3 and 140111 uplift at joint 2. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 Q WARNING- waltyBealgnpamertereand READ NOTES ON THIS ANDWCLUDEDMREKREFERANCE PAGE M674Tdrev. 1DeaQa15SEFOREUSE Design volld for use only with MBekO connectors, This design Is based only upon parameters shown, and Is for an Individual burping component, not a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Istoprevent buckling ofIndividual 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 antl trusssystems, seeANSVrPII Qua[ XXyy Cmtrrlo, DSB49 and SCSI Building Component Safety Inforrnallonavollobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandila, VA 22314. ��- MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T77929447 m11324 J2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Aug 22 07:50:25 Zulu Page 1 ID_kfiGCA6bx7j25yl HDXFw7ye3KX-jBRB D A7IoC7JrIFX6DVCpPF7vwOgletYBESPOMNI -1-0,0 2-0-0 _ 1-0-0 1 2-0-0 -' Scale = 1:7.8 3x4 = 2.0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress lncr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 8 Its FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=23IMechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=3(LC 7) Max Gmv 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All fames 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.Opst 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 tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3, 136 to uplift at joint 2 and 31b uplift at joint 4. Walter P. Finn PE No.22639 MITek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 O WARNING -Verity designperemefers end READ NOTES ONMISAND MCLUDED M/7EKREFERANCE PAGEMU7473rev. idaL2015 BEFORE USE. Design valid for use only with MQek2 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 Me overall building design. Bracing indicated Is to prevent buckling of Individual truss Web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stablllfy and to prevent collapse with possible personal injury and property damage. For general guidance regarcing the fobrlconon.storage. dellvery, erection and bracing of hums and truss systems, seeANSVIPil Quality criteria, OSe29 and SCSI Building Component Safety Infemuctio ovallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandra. VA 22314. 6904 Parke East Blvd. Tempe, FL M610 Job Truss Truss Type City Ply THE ROYALE T17929448 m11324 J3 MONO TRUSS 2 1 Job Reference (optional) unamoers r russ, Inc., ran rierce, rL o. IOUs mar I I mlo rvn I an n mubu,ub. un.. iUu nuyc Ur.OU.ce curs C III = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lac) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL ZO Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WEI 0.00 Horz(CT) .0.00 3 rVa Na BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=37lMechanical Max Horz 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. (lb) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 111t, FT=O/ BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.0ps1; ItI B=45ft; L=501t; save=6ft; Cat. II; Exp C; Encl.. GCpi=O.iB; 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 201 on the bottom chord in all areas where a rectangle 3-61 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 541b uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MRak USA Inc. FL Cart 6634 III Parke East Blvd. Tampa FL 33618. Date: August 22,2019 Q WARNING- Veritydesfgnpammeferaand READ NOTES ON TNISAND/NCLUDEDMREKREFERANCEPAGEMB7473rev. 1G012015BEFORE USE. Deslgn valid for use only with MITeW connectorsiha design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. Me bustling designer must verify the oppllcoblllty, of desgn parameters and properly Incorporate tha design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonent bracing MiTek' IS always required for stealth, 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, WeANSURIt Quality Ci fedo, DS11A9 and SCSI Buldlnp Component 6904 Parke East Blvd. Safety Intormalbmvoaable from Truss Rate Institute, 218 N. We Sheet, Suite 312: Alexandria, VA 22314. Tampa, 1 33610 Job Truss Truss Type Oily Ply THE ROYALE T77929449 m11324 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTak Industries, Inc. Thu Aug 22 07:50:27 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw4ye3KX.fZZyOv?OXw3wpc?hNyehadvhRxXgskox9sdLWHyIMNg • -1-0-0 4-ao t.0.0 i 4-0-0 scale =1:T1.1 3x4 = 4-0-0 LOADING (lost) SPACING- 2-M CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Cade FBC20171TP12014 Matrix -MP Weight: 141b. FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-" 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 Hoe 2=104(LC 10) Max Uplift 3=-79(LC 10). 2=-161(LC 10), 4=-B(LC 10) Max Grav 3=97(LC 15), 2=206(LC 1), 4=67(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCOL=3.Opsf; h=12ft; B=45tt; L=501t; eave=6lt Cat. II; Ely 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 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3, 161 lb uplift at joint 2 and 8 Ib uplift at joint 4. Wafter P. Finn PE No.22939 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 OWARNING-VedrydeslgnpammNn;.CREAD NOTES ON MMI DWCLUDEDMREKREFERANCEPAGERM17Mrev, 1dTJA?015 BEFORE USE. Oeslgn valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for on IndNldual buuding component, not �'- a fuss system. Before use, fie 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 lndlvidual Muss web and/or chord members only.. Additional temporary and permanent bidding Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and Muss Systems seeANSVIPI I Quoin ty Criteria, DSB49 and SCSI Building Component Safety Infomsatbnavalloble from Truss Fate Instltute, 218 N. Lee Street Suite 312, Nexantlrla. VA 22314, MiTek' 6904 Parke Easl Blvd. Tampa, FL 33610 Job Truss Tess Type Oty Ply THEROYALE T77929450 m11324 J5 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 22 07:50:27 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fZZyOJ1GXx3wpc7hNy8hadvdXxT W skox9sdLW HAMNg Scale =1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 4-7 >939 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 3=115/Mechanical, 2=24310-8-0, 4=631mechanical Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10), 2=-177(LC 10), 4= 9(LC 10) Max Gray 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45f ; L--5011; eave=61t; 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 104111 uplift at joint 3, 1771b uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Ced 6634 6964 Parke East Blvd. Tampa FL 33610, Data: August 22,2019 AWARNING -Verilydecignpemmereraand BUD NOTES ONTHIS AND INCLUDED MREKREFERANCEPAGE MIF747arev.recal 6BEFOREUSE Design valid for use only with MBekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddiBonai temporary and permanent bracing MiTek' Is always required for stability end to prevent collapse wirh possible personal Injury ontl property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems sesANSVIPI I Cuall CMooM, DSBd9 and BCSI Building Component 690a Parke EesBlvd. l SfY Infannalbrnvo able from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alaxontlrlo. VA 22 14. aOe Tampa, FL 33610 Job Thus Truss Type City Ply THE ROYALE T77929451 M11324 J6 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 22 07:50:28 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-7m7KCFO21DBnOm2txff%7rRtsKmBbB24O W Mu3kylMNf • -1-0.0 6-0-0 f-0-0 I 6-0.0 ' Scale =1:14.3 3x4 = 6-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 4-7 >664 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Harrill -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Hom 2=140(LC 10) Max Uplift 3=-129(LC 10). 2=-192(LC 10), 4=-8(LC 10) Max Grav 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12fb 3=45ft; L=5011; eave=6lt; Cat. II; Exle C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint 2 and 8111 uplift at joint 4. Wall P. Finn PE No.22039 MRek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33810 Date: August 22,2019 ,&WARNING- Venlydeelgnparamefersend READ NOTES ON THIS AND INCLUDEDMREKREFERANCE PAGE M674Tdrev. 1011132015BEFORE USE Design valid for use only with Mffek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not ��• a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing hall is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the MiTek' fabrication, storage, Cellvery, erection and bracing of trusses and truss systems. seeANSVRRt Quality Cmnla, DS349 and SCSI Bukding Component 6904 Parke East Blvd. Safety mfam alforarvailoble from Truss Plate Insntuie, 218 N, Lee Shoot, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Tress Truss Type Illy Ply T77929452 m11324 JB MONO TRUSS 11 1 �THEFIOYAUE Job Reference (optional) s mar , , <u o mu en nmwuros, are. i nu mug ee urou:za zu i a rage s ID:kFvnsnOwY419Zh0 nM31c6y1J9g-7m7KcFO21DBnOmZtxffx7rRpjKrMbB24OWMu3kylMNf Scale = 1:17.4 3x4 i 4 Plate Offsets(XY)-- f2:0-3-140-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Veri -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOa(CT) -0.00 3 File rJa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 26lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hoa 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 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=120mph; TCDL=4.2ps1; BCDL=3.Opst h=12tt; B=59ff; L=36f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteii -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at Joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 22,2019 Q WARNING -VeNrydeslanparemetereend NERD NOTES ON TN/SANDMCLUDEDMRKNEFENANCEPAGEM674Ml , 140=1115aEFOHEUSE Design valid for use only with Mpek®connectors, This design is based only upon parameters shown, and is for an Individual building component, net ■` a tress system. Before use, the burning dedgner must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingtleslgn. 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 sioloriry and to prevent collapse Win possible personal Injury antl property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses ono truss sysfems seeANSVIPII CualNy Cmodp, DSB49 antl BC31 BU9ding Component fiefi4 Palle East Blvd.fabrication, Safety InfolmoNenavorable from buss Rate Institute. 218 N. Lee Sheet, Suite 312, Alexantltla. VA 229314. Tampa, FL 33610 Jab Thus Truss Type Oty Ply THE ROYALE m11324 JA MONO TRUSS 2 1 T17929453 Job Reference a tional o. my a rv,u, , , cu, o nn i u& WOYAUC>, atu. I nu mug zC u/:>¢Ca Zulu 3x4 = 4 LOADING lips' SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Veri(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 H.R CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=45/Mechanical, 2=150/0-8-0, 4=28/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10). 2=-139(LC 10), 4=-4(LC 7) Max Grav 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. fla) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.3 PLATES GRIP MT20 2441190 Weight: 9lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 no 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; MW FRS (directional) and C-C Extador(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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3, 139 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22939 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 Job Truss Truss Type City Ply THE ROYALE T17929d54 m11324 JB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:30 2019 Page 1 ID _MiGCA6bx7j2Syl HDXFw7ye3KX-38F41xl lgrRVg4jG24iPCGXCk80E34XNrgr77cylMNd • -1.2.5 5.5-11 1.2.5 5-5-11 Scale=1:12.5 3x4 = 5.5-11 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.10 4-7 >645 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.07 4-7 >898 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 HOrz(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS. (Ib/size) 3=127/Mechanical, 2=26910-8-0, 4=63/Mechanical Max Horz 2=114(LC 10) Max Uplift 3=-109(LC 10). 2=-206(LC 10), 4=-6(LC 10) Max Grav 3=127(LC 15). 2=269(LC 1). 4=90(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=6f1; Cat. II; Exp C; Encl., GCpi=0.18; 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 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 3, 206 lb uplift at joint 2 and 6 lb uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 AWARNVIVeNrydesfgnparamerersandRE4ONOTES OMiMISANDWCLUDEDMmEKREFERANCEPAGEMX7473ay.faeYf015BEFOREUSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �, a Uuss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into Ore overall buildingtleslgn. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding Ore fabrication, storage, tlelNery, erection and bracing of trusses and truss systems, seeANSViPII Duo1By Cetera. D68419 and BCSI Building Component 6904 Parke East Blvd. Safety Informotionavailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T77929455 m11324 JC MONO TRUSS 2 1 Jab Reference a Banal as s nrsr I. za i 0 a tin r ea musmes, Inc. i nu Aug [z uimuau zuf a rage 4 bx7j2Syl HDXFx7ye3KX-3BF41x1 lgrRVg4jG24iPCGXG 8dv34XNrgR7cyIMNd 4 3x4 = LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud TILL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(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 lncr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.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 Gmv 3=14(LC 15), 2=119(LC 1), 4=14(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 direcdyapplied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=4511; L=508; save=611; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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 6lb uplift at joint 3 and 138lb uplift at joint 2. Walter P. Finn PE No.22839 Wrok USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 AWARNMO-VerhydesignparemefersendREADNOTES ONMIS MDWCLUDEDMREKREFERANCEPAGEMIP7473rev.ib132015BEFOREUSE Design valid for use only with MBekee 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 mull verify the applicability of design parameters and properly Incorporate this design Into the overall buliding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSIRPtt QualiDelete, D91-09 and SCSI Building Component 6904 Parke East Blvd. yIn10nnOfbrWollobie from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. AlexOntldo. VA 2211 4. Tampa, FL Mato Job Truss Truss Type Oty Ply THE ROYALE T179296 45 m11324 KJS MONO TRUSS 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Aug 22 07:50:31 2019 Page 1 ID:Jc6GCA6bx7j2Syl HDXFw7ye3KX-XLoTEG2wb8ZMIEISmDe1T309YvJoXnX4UbYf2)dMNc • -1-5-0 3-11-0 7-0-2 1-5.0 3.11.0 3-1-2 2.83 FIT 3x4 = Scale =1:15.7 7-0-2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Veri(LL) 0.09 4-7 >923 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >563 240 BCLL 0.0 ' Rep Stress Mar NO W B 0.00 Horz(CT) 0.00 2 n1a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 23 lb FTa0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanical Max Horz 2=109(LC 8) Max Uplift 3=174(LC 8), 2= 191(LC 8) Max Gmv 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 174 Ib uplift at joint 3 and 191 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-2=-54 Trapezoidal Loads (pig Vert; 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, S=10)-to-4=35(F=-8, B=-8) Walter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 8804 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 ,&WARNING-Verlrydeslgnlmmmefemend READ NOTES ON THIS AND INCLUDEDMITEKREFERANCEPAGEMIL7473m✓. 1003GO15SEFORE USE Design valid for use only AM MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a hum system, Before use, Me building designer must verify me applicability of design parameters and property Incorporate this tleslgn into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing Is always requlredfor stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcation, storage, del"ry, erectlon and bmcing of trusses antl huss systems seeANSUlpll QuaIky CMerq, 05549 and BCSI Baldbp Component Sol Informallonavallable from Truss Plate Institute. 218 N, Lee Sheet, Suite 312, Alexandra. VA 22314, ��• MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T17929457 m11324 KJ8 MONO TRUSS 2 1 Job Reference (optional) Truss, Inc., Eon varce, rL 10 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:32 2019 Page 1 ID _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-OXMrSc3ZMShDvOtfAVktHhcavyGjXvZgJ8K6CVoMNb 2.83 12 3x4 O 2.3 II 15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vart (LL) 0.08 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.35 Horz(CT) 0.01 5 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 441b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=465/0-11-5. 5=409/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-91(LC 8), 2=-332(LC 8), 5=-223(LC 8) FORCES. Inc) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=4.2pst,, BCDL=3.OpsQ h=12ft; B=45ff; L=50ft; eave=6@; 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 fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 4, 332111 uplift at joint 2 and 223 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 Inc up at 2-11-0, 381b down and 61 lb up at 2-11-0, 8 It, down and 106 Ib up at 5-8-15, 8 lb down and 10611c up at 5-8-15, and 42 Ito down and 145 lb up at 8-6-14, and 42 Ib down and 145 Ib up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 lb up at 2-11-0, 11 lb down and 31 Ib up at 5-8-15, 11 Ib down and 31 Ib up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 Ib up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root 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, B=40) 11=-5(F=-3, B=-3) 12=-83(F=-42, 8=-42) 13=14(F=7, B=7) 14= 21(F=-11, B=-11) 15=-50(F=-25, B=-25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Bind. Tampa FL 33610 Dale: August 22,2019 ,&WARNING- Verify dear,. ,amen f..nd READ NOTES ON THISANOINCLUDEOb11TEKNEFENANCE PAGEMLL7473rev. 1MlY10f5 BEFOREUSE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ��- o Koss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into ire overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stoblidy and to prevent collapse with possible personal lNury and property damage. For general guidance regarding Me tabricatton, storage, delivery, erection and bracing of trusses and truss systems, SeeANSVTPII Quality Canada, PS149 and SCSI Building Component 6904 Parke East Blvd. Safety Infmmaibmvallable from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROVALE T77929458 MI1324 KJA MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 a Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:322019 Page 1 I D-kfiGCA6bx712Sy1 HDXFw7ye3KX-OXMrSc3ZMShOvOtfAVktHhca_yHyK_7 gJBK6CVyIMNb Scale v 1:13.6 6-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ved(CT) -0.07 4-7 >974 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n1a BCDL 10.0 Code FBC2017/-rP12014 Matdx-MP Weight: 20 to FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical,2=181/0-9-11,4=69/Mechanical Max Horz 2=97(LC 8) Max Uplift 3_ 129(LC 8), 2=-150(LC 8) Max Gmv 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; NWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1291b uplift at joint 3 and 150111 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 (pli) Vert: 1-2=-54 Trapezoidal Loads (pit) 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) Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33910 Date: August 22,2019 AWARNING -VerlryEealSnpamoridarsandREADNOTES ONTKISANDINCLUDEDMREKREFERANCEPAGEMB-T4T3mx 104032015BEFOREUSE Design volld forms only with Mnek0 connectors. This design Is based only upon parametersshown, and Is for on hdivldual bA ing component. notra a truss system. Before use, the building designer must Verify the applicability of design parameters and properly incorporate this design Into Me ovell building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Addltionai temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me 6904 Parke East Blvd. fabrication, storage, delbery, erection and brocing of musses and truss systems. seeANSNIPII CualBv CMoM, D96-09 and ICSI Building Component Tampa, FL 33610 Safety Informationa ailable from Truss Plate Instill 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Job Truss Truss Type City Ply ROYALET77929459 M11324 KJB MONO TRUSS 2 1b FE Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:33 2019 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-UjwDfy4B7mp4XXSIDF6qu9nILeKGRHpXo4fkxylMNa Scala=1:11.7 4-11-9 LOADING (psQ SPACING- 2-0-0 C51. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(ILL) -0.02 4-7 >999 360 MT20 2441190 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 Hort(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-9 oc puffins. BOT CHORD 2x4 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 Hom 2=75(LC 8) Max Uplift 3=-84(LC 8), 2= 136(LC 8) Max Gray 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; h=12ft; 3=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 3 and 136 Its uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-54 Trapezoidal Loads (plQ Vert: 2=0(F=27, B=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, B=10)4o-4=-25(F=-2, B=-2) Walter P. Finn PE No.22839 MITek USA, [me. FL Cud 66M 6904 Parke East Blvd. Tampa FL 33610 Dale: August 22,2019 Q WARNING -Verity design parameters end READ NOTES ON SNASANDINCLUDWD KNEFENANCEPAGEMLL7473... 10TS&OISaEFOREUSE Design valid for use only with MBek®connectors. Phis design is based only upon poromete l stwwn and Is for an IndlvltlVol building component not a turf system. Before use. the building designer must verify the appllcoblity, of design parameters and properly incorporate this design Into Me overall building design. Bracing OWicoted is to prevent bucking of individual truss web and/or chord members arty. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse wlh posslbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN3MIJ Cuddy Criteria, DS549 and 6CSI Building Component 69N Parke East Bud. Safety Informationovaloble from Truss Plate Insrute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply THEROYALE T77929460 m11324 MV2 VALLEY 1 1 Job Reference o moral Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:33 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-UjwDfy4B7mp4X0(S7DF6qu9olLfZGRHpXo4fkxylMNa 2.0-0 2-0-0 4.00 12 3x4 LOADING (psf) SPACING- 240-0 CS'. DEFL. in floc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - r/a 999 BCLL 0.0 ' Rep Stress Incr YES WEI 0.00 Horz(CT) -0.00 2 n/a nta BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/Size) 1=41/2-M, 2=30/2-0-0, 3=11/2-0-0 Malt Horz 1=21(1-C 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. CompJMax.Ten. -All fomes 250(lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12N; B=45ft; L=50N; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriorf2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201b uplift at joint 1 and 301b uplift at joint 2. Scale =1:6.1 Water P. Finn PE No.22639 BUTek USA, Inc. FL Cud 6634 6904 Parke East Bind. Tampa FL 33610 Date: August 22,2019 Q WANNWG-Vedfydeslgnpramet4rsaedRUDNOTES ON THISANOINCLU0E06 KNEFER CEPAGENIF74TJrev. 1MlY2O156EFONE USE Design valid for use only with Mnek® connections, This design Is based only upon parameters shown, end B for an IndMtlual building component. not a muss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall butlingdesgn. Bracing indtcoted is to prevent bucWhg of individual nuss web motor chord members only. Additional temporary and ponnantrutucaing Is always required for stab0lry and to prevent collapse with possible personal injury cnc property damage. For general guidance regarding the folocation storage. delivery. erection and bracing of trusses and hues systems. seeANSVTPII Guppy Criteria. VS349 and SCSI Building Component Safety NfeenaBomvoaable from Truss Plate IreSturfm 218 N. Lee Street. Suite 312 Alexandria. VA 22 14. ��- MiTek' 69U Parka East BNE. Tampa, FL M610 Job Truss Truss Type Ply THE ROYALE T17929461 M11324 MV4 VALLEY �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Thu Aug 22 07:50:34 2019 Page 1 ID:_k6GCA6bx712Syl HDXFw7ye3KK-ywUbsl5pt3xc9hl 1 HwmLN6huWzU7uXzmRpCGNyIMNZ 4-0-0 4-0-0 3x4 5 3x4 II Scale = 1:9.4 LOADING (psf) SPACING- 2-" CSI. OEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) n/a - nla 999 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) file - rVa 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight 12 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ih(size) 1=109/4-0-0, 3=109/4-0-0 Max Hom 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) -Malt CompJMax. Ten. -AIL fames 250 (Ib) or less except when shown Structural wood sheathing directly applied or4-" oc pudins, except end verticals. Rigid ceiling directly applied or 1 D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=12D; B=45f ; L=50f ; eave=6D; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & 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 psf bottom chord live load nonconcurrent with anyother 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. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: August 22,2019 AWARNNO-Vedfydesf9uperoexacmandREADNOMSONMISANOINCLUDEOMREKREFERANCEPAGEMIF7MmV.iNDYS015BEFOREUSE. Design valid for use onlywith Meek®connectors. 49s design Is based only upon parameters shown. and is for an hdMduol bulltling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporale this design Into the overall building design Brocing indicated a to prevent buckling of Individual muss web and/or chord members only. Acdlffonol temporary and permanent bracing B always required for stabnily, and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, deRvery, erection and bracing of trusses and truss systems seeANSIM11 Quality Cdbdo, DS549 and 001 building Component Sabh Mormafbnavoeabie from Truss; Plate euhtute. 216 N. Lee Sheet. Suite 31Z Ale,,oncift VA 22314. �� MiTek' 69N Parke East Blvd. Tampa, FL M610 Symbols PLATE LOCATION AND ORIENTATION 3714- 4 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For;4 x 2 orientation, locate plates 0-144' 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 BEARING Indicated by symbol shown and/or by text In The bracing section of The output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 1 6-4-8 i dimensions shown in Bdeenths scal II"II (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETITRED CLOCILW LSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTekO All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by AN51/rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, 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 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria.