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HomeMy WebLinkAboutTRUSS PAPPERWORKMiTek® RE: m11324 THE ROYALE 1:7�c� Site Information: Customer: WYNNE BUILDING CORPORATION Project Name: ml1324 Lot/Block: IModel: Address: UNKNOWN City: ST LUCIE Subdivision: State: FL SCANNED BY St. Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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 61 GI5-31,003, section.5 of the Florida Board of Professional Engineers Rules. . No.. Seal# Truss Name _ Date No. Seal# Truss Name Date 1 TIP529435 a 8/22/2019 21 T17929455- jc 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. %'TA' 8/22/2019 5 T17929439' 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 T17929444 - 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 I IMPORTANT NOTE: The seal on these truss component designs is a certification I` that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters - shown (e.g., loads, supports, -dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. - OCT 1 7'2019 ST. p",'IER,, P )�7 No 22830 �-0:, •�. :9 L STATE OF00. Wetter P. Plnn PE NoY2939 MR USA; Inc. R. Can 6634 6904 Parke East Blvd. Tampa Fl.33610 August 22, 2019 -1 of 1 Finn, Walter Job I]ty]PIYTHE ROYALE�T77829435 �T���Twssype, tn11324 ON 10 ob Reference o tional Chambers I ru55, Inc., Fort Fierce, FL 6.13U a Mar 11 2U16 MI I ex InQUStneS, mC. I ❑U AUQ 22 U/:5U:1 J 2U19 Fecal 4.00 12 4.5 6 Scale = 1:59.3 17 " 15 -- -' 14 '- 12 4x5 = 2x3 II 5x6 WB= 3x8 = 2x3 II . 4x5 = axe — Sx6 WB= G.,.n ......n •,..n ',n.n 84-0 - 4-7-0 9.2-0 4.7.0 B-4-0. . LOADING (pat) SPACING- 2-0-0 CSI. DEFL. i1i (loc) Vdefl 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 0.6B Vert(CT) -0.64 14-15 >652 240 BCLL 0.0. Rep Stress Incr YES WE 0.63 Horz(CT) 0.13 10 n/a We BCDL 10.0 Code FBC2017ITP12014 Mattix-MS Weight: 16916 .FT=O% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max -Hors 2=-223(LC 8) Ma: Uplift 2=-775(LC 10),. 10=-775(LC 10) . . FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 23=3404/2226, 3-5= 2807/1885, 5-6=-2801/1990, 6-7= 2801/1990, 7-9=-2807/1885, 9-1D=-3404/2226 BOT CHORD 2-17=-1946/3218, 15-17=-1946/3218, 14-15=-1116/2053, 12-14=-1946/3188, , 10-12=-1946/3188 .WEBS 6-14= 598/1034,7-14= 252/246, 9-14=-702/541, 6-15=-598/1035, 5-15=-253/246, 3-15= 701/541 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10pVult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=45ft; L=50f ; eave=6tt; Cat. - 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Intenar(t) 3-9-10 to 12-8-6. Extedor(2) 12-8-6 to 17-6-0, Interior(l) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) 100.011b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. _ - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom.chbrd and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 775 lb uplift at joint and 775 lb uplift at -joint 10. Water P. Finn PE No.22639 Wrok USA, Ink FL Cott 6634 6904Perke East Blvd. Tampa FL 33610 Date; 7� August 22,2019 1324 IA1 T17929436 6: 0 SxB MTlBHS = 4.00 12 Scale v1:60.3 14 13 3x5 _ 2x3 11 5x12 _ 3x12 = 2.00 12 ]-8-0 M IT1 12 35.0-0 - 721 5-11-B 10.4-4 11-0.4 Plate Offsets (%,Y)-- f2:0-1-2,Edgel.[8:0-3-0,Edge] 110:0-1-15Edgel - - -- - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ved(LL) 0.80 12 >525 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -1.3912-13 >302 240 MT18HS 244/190 BCLL 0.0 Rep Stress nor YES WB 0.62 HOrz(CT) 0.37 10 n/a n/a BCDL 10.0. Code FBC20177TPI2014 Matrix -MS Weight: 1591b' FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2= 223(LC 8), Max Uplift 2=-825(LC 10), 10=-825(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-12 FORCES. (Ila) -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; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psq BCDL=3.0psf; h=12f ; B=45h; L=50h; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exted6r(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 zone;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate .grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss 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, with BCDL= 10.Opsf. 6) Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. - Welter P. Finn PE No.22339 MTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33611 Dale: August 22,2019 Q WARNING- Vedydesfgnperamelersand READ NOTES ON THIS AND INCLUDEOMREKBEFERANCE CAGE Mg-T4T3rex. 1N014201SBEFORE USE- Deggn valid for use only with MBek® connectors. lha design Is based only upon parameters shown, and Is for on Indvdual b Wding component, not a muss system. Before use, the building designer must verity. the appllcob0lty, of design parameters and properly incorporate this design into the overall bulltling design, Bracing Indicated a to prevent buckling of Inc Mdaal muss web antl/or chord members only.. Addlfional temporary antl bracing M!Tek* pennonent is always reculred for statallity and to prevent collapse with posable personal Inkrry and Property damage, For general guidance regarding Ma fabrication, storage, delivery, erection and bracing of musses and hum systems. seeAN3VrP11 Qua" Criteria, OSBd9 and BC3I Bull Component fi904 Parke East Bivd., Safety lnfomlallonavailoble from Two Plate instrte.218 N. We Sheep AI Suite 312. axantlria,VA 22914, -' Tampa. FL 33610 A2 SPECIAL T17929437 ,r 4.00 12 5x6 = 5 4x4 = 6 Scale =1:62.3 2x3 '.II 5z6 — 3x12 = 3x5 = 2.00 12. .. 8-0-1 139-8 1" 23-11-12 - 35-0-0 s-o-1 I saa 1 saa 1 4-r1-12 1 11-rkl - -' Plate Offsets (X,V)-- [2:0-1-2,Edgel, [4:0-2-12,0-3-01 [4:0-0-0,0-1-121 [8:0-3-0 Edge] [B:O-M,0-1-12] [9:0-3-2 0-0-0] [10:0-1-15 Edge] LOADING (psf) SPACING- 2-" -CSL DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.75 12 >559 360 MT20 '2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.02 12-21 >412 240 MT18HS 244/196 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.37 10 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS - Weight: 1601b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4'SP M 30 WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0 Max Hom 2=-205(LC 8) ' Max Uplift 2=-825(LC 10),.10==825(LC 10) m- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc pudins. BOT CHORD Rigid ceiling directly applied or.2-2-0 oc bracing. WEBS 1 Row at midpt 7-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3315/2113, 3-5=-2515/1641, 543=-2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10=-5687/3567 BOT CHORD 2-lS=-1849/3111, 14-15=-1849/3111, 13-14=-1217/2314, 12-13=-2804/5025, 10-12=-3257/5414 WEBS 3-15=0/300, 3-14=-954/692, 5-13=-206/561,6-13=-357/632, 7-13=-2796/1678, 7-12=-1082/1957,.9-12=-479/463 NOTES- 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=12f; B=45fb L=50tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-TO to 31-2-6, Exteror(2) 31-2-6 to 36-0-0 zone;C-C for members and forces 8 MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 . 3) Provide adequate drainage to prevent water ponding. 4) Ail plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) s This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will tit between the bottom chard and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSViPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. - Walter P. Finn PE No.22939 MTek USA, Inc. FL Cad 6(13¢ 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 A3 SPECIAL x y 1 1 T17929438 4 nnR-2 5z6 = 4 46 = 5 13 2x3 II 5x6= 3z5 = 2.00 F12 3x12 8-0-1 13-7-8 21-0-0 23=11-02 35.0-0 R-Od i v_> -I >_LA o_,r_m rr_n_e Scale = 1:61.3 Plate Offsets (X,Y)-- [2:0-1-2,Edge1, [8:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) - 0.72 10 >582 360 MT20 - - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.9810-19 >427 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1581b FT=O% 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=1349/0-8-0, 8=1349/0-8-0 Max Horz2=181(LC 8) Max Uplift 2=-825(LC 10),8=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All fames 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=-1853/3V79, 11-12= -133W2410, 10-11=-2826/4982, -" 8-10=-3331/5422 WEBS 3-13=0/293,3-12=-854/595,4-11=-480/959,5-11=-360/724,6-11= 2280/1355, 6-10=-1118/1934,7-10=-530/515 Structural wood sheathing directly applied or 2-5-0 oc puffins. Rigid ceiling directly applied or 2-2-0 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=50ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10. Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - - -4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 21 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. 71 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 lb uplift at joint 2 and 825 lb uplift at joint B. Walter P. Finn PE No.22839 .. MTek USA, Ink FL Cart 66U ., 6994 Parke East Blvd. Tampa FL 33619 Date: August 22,2019 Q WARNING -Vadydesianparemeiersend READNOTES ON THISANDWCLUDE WWREFERANLEPAGEMD'24xamv. 10=2015SEFORE USE - Design void for use only with Miele® connectors. This design Is basetl only upon paramatersshown, and.B for on individual bu5ding component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tlesign Into the overall building design. Bracing Indicated 6 to buckling of Individual truss web and/or chord members only.. Additional temporary and bracing WOW prevent permanent Is alw0ysiequlred for stability and to preventcollapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeAN3tlrP11 Guam CObdO, DSB-04 and BCBI WIdFp Gmpon�nr Safety Inlamlalbnwailoble tram truss Plate Institute. 218 N. Lae Street. Suite 312 Alexandria VA 22 14. 69N Parke East BNd. Tempe, FL 33670 T17929439 Job Reference (opt 8.130 a Mar 11 2018 MiTek Indr ID:_k6GCA6bx7i2Sy1HDXFw7ye3KX.yeyAlUtl 23.0.0 T111-12 26.9.9 5-3-12 0.11.1 2-9-13 Scale =1:61.3 5x6 = 3x4 = 5x8'=2)(311 4.00 12 4 5 6 7 14 13 3x4 c 3a6 = 3x4 = 5.6 = 2.00 12 3x12 Zz R.:N 13-7-8 17-6-0 23-11-02 35-0.0 . a.a.o .1 nss-a a-m.. 1 aam Plate Offsets (X,Y)— [2:0-0-6,Edgel, [6:04-0,0-2-31. [9:0-1-15,Edge) - . .. LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.67 Veri(LL) 0.73 11-12 >572 360 MT20 244/190 TCDL 7.0 Lumber DOL- 1.25 BC 0.96 Vert(CT) -0.9811-20 >429 240 MT18HS 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 FBC2017frP12014 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 oc puffins. ROT CHORD .2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 ac bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8.0 MaxHorz 2=157(LC 9) _ Max Uplift 2=-825(LC 10). 9=-825(LC 10) • . FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-3367/2256, 34=-3093/2069, 4-5=-2645/1853, 5-fi=-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=-ll45/2016, 8-11=-542/518 NOTES- _ - 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; 9=45ft; L=50f ; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C.0 Extedor(2) -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 31-2-6, E)dedor(2) 31-2-6 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has,been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom'. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. -- - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825lb uplift at joint 9, - - Welter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 - 6984 Parke East Blvd. Tampa FL 33610 Data: August 22,2019 QWARNING- VedryOeslgnparemetenswd READNOTES ON THIS AND INCLUDED SUEKREFERANCE PAGE1161-7473mv. idA4401SSEF08E USE Design valid for use only with MneM connectors. l Is design a based only upon parameters shown, and Is for an Individual bul ding component, not a buss System. Before use, the building designer must ve4fy the cpplicability of design parameters and properly lncoporate this c erign into the overall bullding design. Brachg Indented b to buckling of individual truss web and/or chord members only.. Addltionol temporary and bracing MiTek' prevent permanent is always requlred for stability and to prevent callapse Wth possible personal Nlury and property damage. For general guidance regarding the - fabricatlon storage, delvery, erection and brocing of trusses and truss systems. seeANSUIPiI Quo"? CrCt do. DS049 and SCSI Building Component Safety Informof orso olloble from Truss Plate Institute, 218 N. Ise Street Sulte 312, Alexandria. VA 22314. 69N Parke East Bhd. Tampa, FL 33810 Job Truss Thus Type Oly, Ply=Reference ' T77929440 rn11324 A6 HIP 1 n uee, inc., run rrerce,, o. rsu s mdr it dV la mn ex moustnes, Inc. I nu Aug'e ur:DU:I a ZUI U rave l 5xB = yp 4.00 12 2x3 11 5.8 = Scale=1:60.3 16 i5 14 13 12 11 4x5 = 31,4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 4x5 = 10.0.0 13-B-0 I 21-4-0 25-0.0 I 35-0.0 I. 1nn.n Plate Offsets (X,Y)-- 12:0-1-14,Edgel, [4:0-5-4,0-2-8] [7:0-5-4 0-2-81 [9:0-1-14 Edgel - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.6011-13 >424 360 MT20 2441100 TCDL 7.0 Lumber COL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.31 Hoa(CT) 0.11 9 n/a in/at BCDL 10.0 Code FBC2017/rP12014 Matrii Weight: 1531b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-3 Do bracing. REACTIONS. (lb/size) 2=1118/0-8-0, 14=379/03-0; 9=1201/0-e-0 Max Horz 2=-133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10). 9=-739(LC 10) Max Gray 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2600/2341, 3-4=-2215/1960, 4-5= 2527/2290, 5fi=-2527/2290, 6-7=-2527/2290, 7-8=-2531/2224, 8-9=-2880/2572 - BOTCHORD 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, 6.19=,234/311, 7-13=-182/282; 7-11--355/492, 8-11=r444/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. e 2) Wind: ASCE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psi; BCDL=3.Ops1; h=12ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (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=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 alive load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 692 lb uplift at joint 2, 2191to uplift at joint 14 and 739 lb uplift at joint 9. . . Walter P. Finn PE No.22839 NITek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 22,2019 WARNING- yedtydatlgnparemetemand READNOTES ON MIS AND INCLUDED MDEKREFERANCE PAGE MD74".. 1DA32015BEFORE USE Design volld for use only with MRek® connectors. This design Is based only upon parometers shown, and Is for an IntlNltlual building component not 0 truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall building design. Bracing Indicated 6 to prevent bucIding of Individual muse web and/or chord members only.Addl}lonal temporary and permanent bracing . MtTek* Is always regpired for stability and to prevent collapse with possible personal Injury and property damage. Forgeneralguldonceregardingthe. . fabrication.storage.delivery, erection and bracing of trusses and truss systems seeAN9ITIPlt CuolIppyy Criteria. DS549 and SCSI Building Component Sooty mformalbnovalloble from Truss Plate mrst11ute. 218 N. We Sheet Suite 312, Alexandria. VA 22314. 6904 Paine East 15W. Tampa, FL 33610 Job Truss Truss Type Ory Ply THE ROYALE ' T17929441 ml 1324 B COMMON 3 1 Job Reference (optional) UnamDers I russ, Inc., tort Fierce, rL d.IJU s Mar 11 ZU1a MI I ex mawInes, mc. nu Hug 22 U/:bu:la zu1B Fagot ID._kfiGCA6bx7j2Syl HDXFw7ye3KX-u14v4AvPOS23rON9vG?pGxZKniOW 5ymJchvElylMNo 6-11-0 13-10.0 i-0-0 6-0b0 1 6.11-0 Scale: 1/2'=1' 4z6 = 30 = 3x4 = LOADING (psp SPACING- 2-0-0 CSL DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.37 Ven(LL) 0.10 5-8 >999 360 MT20 244/190 TCDL 7.0 - Lumber DOL 1.25 BC 0.33 Vert(CT) -0.13 5-8 >999 240 BCLL •0.0 ' Rep Stress Incr. YES WB .0.12 Hom(CT) 0.01 4 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS- - Weight: 47 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4'SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-C-0'oc puffins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS - 2x4SP No.3 REACTIONS. (lb/size) 4=510/0-8-0, 2=568/0-8-0 - Max Holz 2=93(LC 9) - - Max Uplift 4=-29110),2=-377(LC 10) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 967/954, 3-4=-966/952 BOT CHORD. 2-5=-785/883, 4-5=-785/883 WEBS 3-5=-84/315 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12N; B=45ft; L=50fb eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load manconcurrent with anyother live loads. 4)' This truss has been designed fora live load of20.01 on the bottomchordin 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 292 Ile uplift at joint 4 and 377 It, uplift at Joint 2._ - It - all Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke E_ aet Blvd. Tampa FL 33610 Data; August 22,2019 Q WARNING - Verity OasImparameteraeod REAONOTES ONTNISANOINCLUOEOMREKREFERANCEPAGEMX74mmv. 10A114015BEFOREUSIE Design valld for use only w1M Mnei connectors. This design Is based only upon parameters shown and Is for an IndNltlual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall bulldingdesign• Bracing Indicated is to buckling ofIndividual trussweband/or chord members only., Additional temporary and bracing WSW prevent permanent Is alwcyslepuked for stability and to prevent collapse win possible personal li and property damage. For Beneralguldanceregardlng Me . ' fabrication, storage. de[i erection and bracing of trusses and truss systems seeANBUD'II Quality Canada, DSB-09 and BCSI Buldetp Component. 6904 Parke East Blvd. Safety mfarmationovo0oble from Truss Mote Institute, 218 N. We Street. Suite 312, Amoral arlo. VA 22314. Tampa, FL M810 Job Thus Truss Type Ply THEROYALE T77929442 m11324 BH7 BOSTON HIP �Qty 1 1 Joh Reference o banal „.e.. „wa, �., rwi rrcme, r� 0.1JU s Nor 11 zeta Mrs eK mausMes, mc. I nu Aug 22 o/:bu2u 2U19 Page 1 ID_kDGCA6bx7j2Syl HDXFw7ye3KX-MDelwW wl BmAwTYyLT_W 2096PO653jSbvYGOTnByIMNn '+ 15-6-0 214-0 -6-0O00 910 16-0 1:fi 3a -0rt-0-0 a% z-0-0231s2-00 1s-20-0 22Scale = 1:62.6 4.00, 12 5x6 = 12 14 16 3b -- 33 32 -' 30 3x5 = 4x6 = 3xe = .. 3x4 = 46 = 3x6 =. . 7-0.0 14-0-0 21-0-0 28.0.0 35.0.0 ,.In Plate Offsets (X,Y)-- [2:0-1-2 Edge][28:0-0-2 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc), Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ved(LL) 0.51 32-33 >826 360 - MT20 2441190 TCDL - 7.0 Lumber DOL '1.25 BC- 0.56 Ved(CT) --0.67 3233 >628 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(CT) OA4 28 rVa n/a " BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208111 FT=O% LUMBER- BRACING - TOP CHORD 2x4Ste M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4SP No.3 JOINTS REACTIONS. (lb/size) 2=1349/0-8-0, 28=1349/0-8-0 Maz Horz 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, 3-0=1213/956, 4-8=-1157/946, 8-9= 1145/979, 9-12=-1122/1028, 12-14=-1125/1090,1446=-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=-2358/3190, 33-35=2360/3166, 32-33=-2652/3448, 30-32= 2361/3167, 28-30=-2358/3191 WEBS 335=0/284, 27-30=0/285, 3-33=-317/378, 18-33=-466/474,27-32=-312/353, 14-15=<05/437 Structural wood sheathing directly applied or3-8-6 oc pudins. Rigid ceiling directly applied at 4-6-1 oc bracing. 1 Brace at Jt(s): 11, 18, 15; 7, 23" _ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;,Vult=165mph'(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf', h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-8-9, Exterior(2) 10-8-9 to 17-6-0, Intedor(1) 24-3-7 to 31-276 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate Drip DOL=1.60 , 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load eonconcument with any other live loads. ' 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 28. - - 8) Graphical puffin representation does.not depict the size or theorientation of the puffin along the top and/or bottom chord. Wakar P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3381D Date: August 22,2019 ,&WARNING-Verllxdes/9npardniahms and HEAD NOTES ON TN/SAND DICLUDE MPENREFERANCEPAGEMX74Mrev. fae3/LasirEFORE USE - ��- Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not 0 trim system, Before use, the. building designer must verify the applicabllly, of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of hdlvitlual truss web and/or chord members only.. Additlonal temporary and permanent bracing MjT®k- 6 always required for stability and to prevent. collapse will possible personal Injury and properly damage. For general guldance regarding the fabrlcal storage, delivery, erection and bracing of trusses and hues systems SaeANS"I I Qua1I1y Criteria.D3S49 and BCSI Building Component 69" Parka East Blvd. Safety Infomtatbrpvoiloble from Truss Plata Institute. 218 N. lea Sheaf, Suite 312. Alexandria. VA 22 14.. Tampa, FL 33610 Job Truss Truss Type Cry Ply THE ROYALE ' T17929443 m11324 GRA SPECIAL 1 1 Job Reference (optional) Chambers I cuss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mil ek 22 U7:50:22 2019 2.37 12 44 = 4xI0 = 4x4 = 4x10 2x3 II 3x4 = 3x4 = 2.3 11 3.4 =. - - . 3x4 = Scale=1:26.6 LOADING (psi) - SPACING- 2-" CSI. DEFL, in (too) Vast L/d PLATES ` GRIP ' TOLL 20.0 ' Plate Gdp DOL 1.25 TIC 0.18 Vert(-L) 0.08 11 >999 360 MT20 2441190 - TCDL 7.0 Lumber DOL 1.25 BC -0.32 Vert(CT) -0.10 _ 10 >999 240 BCLL . 0.0 ' Rep Stress Incr NO WB -0.06 Horz(CT) 0.03- 7 Na Na BCDL 10.0. Code FBC2017/TP12014 Matrix -MS .. _ Weight: 58 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4'SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-4-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing: REACTIONS. (lb(size) 2=770/0-8-0, 7=770/0-8-0 Max Horz 2=-65(LC 6) , Max Uplift 2=-523(LC 8), 7= 523(LC 8)_ III Grav 2=787(LC 17), 7=787(LC 18) FORCES. (16) -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, 55=-1761/1190, 6-7— 1798/1137 BOT CHORD 2-12=-10SW1685, 11-12=-1082/1692, 10-11=-111211724. 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=4.2psC BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0-18; l FRS (directional); Lumber DOL=1.60 plate grip DOL=1:60 .. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has beenilesigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Provide mechanical connection (by others) of Buss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 Ito uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 1141b up at 4-1-8, 85 lb down and 1241b up at 5-0-0, 113lb down and 146 lb up at 5-7-3, 60 lb down and 129 Ito up at 5-11-0, 60 lb down and 129lb up at 7-11-0, 113 lb down and 146 to up at 8-2-13, and 851b down and 124 lb up at. 8-.10-0, and 63 Ib down and 1391b up at 9-8-8 on top chord, and 6 Ib down and 7 lb up at 4-1-8. 18Ib down and 15 lb up at 5-0-0. 33 lb down at 5-7-3, 39 lb down at 5-1.1-0 , 39lb down at 7-11-0, 331b down at 8-2-13, and 18 lb down and 151b up at 8-10-0,.and 6 lb down and 7lb 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.(plo Vert: 1-3=-54, 3-0=-54, 4-5=-54, 5-6= 54, 6-8=-54, 13-16=-20 Concentrated Loads (lb) Vert: 3=7(B) 4=-64(B) 5= 64(B) 6=7(8) 12=-6(B) 11=-35(B)10=-35(B) 9= 6(B) 19=-28(B) 20=-60(B)21=-60(B) 22=-28(B) 23=-18(8) 24=-18(B) Waker P,Finn PE NoM39 - MlTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Data:. _ August 22,2019 Q WARNN'G- Vmlry rinf9n yerameays.d FEAR NOTES ON THIS AND INCLUDED MREKBE9ERANCEPAGEM0.74YJ env. 101XVIVISBEFONEUSE Design valid for use only with MgekO canneCtors. this design Is based only upon parameters shown, and b for on Individual building Component, not ��- a truss system. Before use, the. building designer must verify the oppllcablllN of design parameters and properly Incorporate. this design into Me overall building design, Bracing Indicated a to buckling of lndvidual true web ondlor chord members only., Addltionaltemporary and permanent bracing MtT®k-, prevent Is always requited for stability and to prevent colione, with possible personal injury and property damage, For general guidance regarding Me - fabrication. storage, delNery, erection and bracing of truces and truss systems seeANSVryII Quality Criteria, DS5419 and ICSI Building Component' 6904 Parke East Blvd. Safety InfonmibNvallobie from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL W610' Job Truss Thus Type City Ply THE ROYALE T77929444 m11324 GRB. SPECIAL 1 1 Job Reference (optional) Gnamoer9 I runs, Inc., -` T7-0-0 Fort Pierce, FL 5-0.0 10.3-0 15-6.0 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Aug 22 07:50:23 2019 Page 1 ID _k8GCA6bx7j2Sy1 HDXFw7ye3KX.moKRDtyvThYVK7hw864lOnk7NAgwoTLEEf7NW OMNk 21-fi-O 26.2.0 28-1-0 35-0.036_0-Q 1�1. 'S-3-0 1 5-3-0 ( fi-0-0 'I N 1 1-11.0 f• 6.11.0 - Scale = 1:62.4 4.00 12 2x3 11 4x4 = 4x8 = 3x4 = 3xfi = 2x3 I 4x4 = 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 2 10 111m1� df1 o b 18 36 37 17 38 16 39 15 4041 42 14 4313 12 3x4 = 2x3 II 3x4 = 3.6 = 516 = .3x4 =3x6 = 3x4 = 3.4 = 5-0-0 10.3-0 15-GO 21-6-0 28-1-0 3510-0 e.n.n aan F— . _ Plate Offsets (X,Y)- 13:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in. (roc) Well L/o PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL :7.0 Lumber DOL 1.25 BC '0.38 Verl --0.1417-18 >999 240- BCLL 0.0. ' Rep Stress [net NO INS. 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS - Weight: 1461b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 _ TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1 Row at micipt 4-15 - REACTIONS. All bearings 0-8-0. (lb) Max Horz 2=96(LC 7) - - Max Uplift All uplift 100 he or less at joints) except 2=-536(LC 8). 15=-646(LC 8), 14— 555(LC 8), 10=-314(LC 8) Max Gnav All reactions 2501b or less at joint(s) except 2=767(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD_ 2-3=-1773/1106, 3-4=-1406/944, 4-6=-3041595, 6-7=304/595, 7-8=-304/595, - 8-9= 702/344, 91 80T 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=-207611313, 6-15=-505/480, 7-14=-431/408,8-14— 1063/625, 8-12=-115/265 " NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psk BCDL=3-0pst h=12ft; B=45ft; L=50ft; eave=6ft; Cat. = 11; Exp,C; Encl., GCpi=0.18; MWFRS (directional); LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has 'been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: " pp 6) Provide mechanical connection (by.others) of truss to bearing plate capable of withstanding 53616 uplift at joint-2, 8461b upliftat joint 15, 555 fle uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s),or other connection devices) shall be provided sufficient to support concentrated loads) 25716 down and 341 Ib up ai 5-M,1001b down and 1291b up at 7-0-12, 1001b down and 129 Ib up at 9-0-12, 1001b down and 129 Ib up at 11-0-12, 100 Ib down and 1291b up at 13-0-12, 100 Ib down and 1291b upat 15-0-12, 1001b down and 129 Ib up at 17-0-12, and 100.Its down and . 129 Ib up at 19-0-12, and'1001b down and 1291b up at 21-1-4 on top chord, and 831b down at 5-0-0, 391b down at 7-0-12, 39 Ib down at 9-0-12, 391b downat 11-0-12, 391b dovmat 13-0-12, 39 as down at 15-0-12, 391b down at 17-0-12, and'39 Ib down at 19-0-12, and.39 Ile down at 21-1-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (t7 or back (B). LOAD CASE(S) Standard - I&. WalterP.Finn PE No.22B39 Ili USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33810 Date: August 22,2019 Q WABNMG-Verify design penimefem and READ NOTES ON PIISANOMCLUDWKNEFENANCEPAGEMX747dmv. lrkai4pi5 BEFORE USE. Msed a Design volid for use only Win Mileldl, connectors. This design based only upon parameters shown, and h 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 overoll building design,&acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek' Is alwaysmqulred for sWblllty and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fabrlcai storage, delivery, erection and bracing of muses and truss systems seeANSV P11 I CRoM, DSB49 and SCSI Building Component Safety lefoenass R etio vailoble from Trues Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22 14. - ' 69N Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Ply THE ROVALE ' T17929444 fill 1324 GRB. SPECIAL �Qty 1 1 Jab Reference (optional)" smemaew truss. mc., ion -,aide, IL , _ ID_KGCA6bx7j2Syl HDXFw7ye3KX-moKRZXyvThYVK7hwB641Onk7AJAgwoTLEEf7NWyIMNk LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 " Uniform Loads (plf) ' 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— SQ(F) 27=-60(F) 29=-60(F}30=-60(F) 31=-60(F) 32=.60(F) 33=-60(F) 36=-13(F) 37=c13(F) 38=-13(F) 39=-13(F) 40=-13(F) 41=-13(F)42=-13(F) 43=-13(F) ' Its Q WARNING- Vedry des19npemmefemand BEAD NOTES ONTNLSANDMCLUVWMITEKREFEBANCEPAGEMLL74TJmv. 1MUAMUSBEFOREUSE Deslgn valid for use only with MBek® connectors. This design Is based only upon parameters shown, and is for an IndlWduol building component, not a truss system. Before use. the bulldi ng designer must verify the oppllcablllty of design porcmeters and properly Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only,. Additional temporary and permanent brocing WNW Is oiwaystecuired for stablity 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 buss systems seeANSURII QualI. Cdferlo, VS549 and SCSI aulding Component 6904 Parka East Blvd. Safety Informational from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlria, VA 2Y314. Tampa, FL 33610 , Job Truss Thus Type Ply THE ROYALE T77929445 fn11324 GRC HIP �Qly 1 1 Job Reference (optional) unamoers I runs, me., ran rlerce, rL m i ou s mar 1 I zu1 o mi tax mausmes, inc. i_nu rug ez ur:ou:er zu1 a rage 1 SxB MT18HS = 5x8 MTISHS = 4.00 F12 _ 2x3 II 3x8 = 3x6 = 2x311 a 23 24 25 426 27 285 6 729 30 31 32 8 Scale=1:60.3 N N N 2 3x5 = 2.3 11 u, 3.6 = 6x10 =� „ JV e. 6x10 = 3.6 _ u� 2x3 It 3x5 = 80-0 13-8.0 21-4-0 27-0.0 35-0-0 a.n_n s.a.n Iza.n s.a.n a.n.n Plate Offsets (X,Y)— f3:0-5-4,0-2-81, 18:0-5-4,0-2-87 LOADING (psf) . SPACING- 2-0-0 CSI. DEFIL in floc), I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) 0.2211-22 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(GT) -0.31 13-14 >830 240. MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB . 0.79 Horz(CT) 0.05 9 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1571b FT=0 LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.37Except' - WEBS 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 MaxHOrz 2= 109(LC 6) Max Uplift 2=-299(LC 8), 14= 2133(LC 8), 9=-764(LC 8) Mai Gray 2=423(LC 17), 14=3582(LC 1), 9=1194(LC 18) FORCES. (lb) - Max. Qomp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/225, 3-4=-1093/1954, 4-5=-1093/1954, 5-7=-1943/1220, 7-8— 1943/1220, 8-9=-2776/1671 - BOT CHORD 2-16=-154/317, 14-16=-160/350, d1-13=-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 Structural wood sheathing directly applied or3-5-6 oc pudins: Rigid ceiling directly applied or 5-9-3 oc bracing. 1 Row at midpt , 3-14, 5-14 NOTES- _ - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=501t; eave=6f ; Cat. II; E1p C; Encl., GCpi=0A 8; MWFRS (directional); 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 pat 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 chard and any other members: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299lb uplift at joint 2, 2133 It, uplift at joint 14 and 764 lb uplift at joint 9. 8) Hanger(s)orr other connection device(s) shall b"e provided sufficient to support concentrated load(s) 182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 It, up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 173 lbup at 16-0-12, 107lbdown and 173 lb up at 16-114.1071la down and 1731b up at 18-11-4, 1071b down and 173 Ill, up at 20-11-4, 107Ib down and 173 Its up at 22111-4, and 107 lb down and 173 lb up at 24-11-4, and 182 lb down and 312lb-up • at 27-" on top chord, and 411 Ill down and 242 Ill, up at 8-0-% 79 It, down and 1 Its up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79Ib down and 14b up at 14-0-12, 79 It, down and 1-Its up at 16-0-12, 79 lb down and 1 lb up at 16-11-4,-79 It, down and 1 Its up all 18-114; 79 lb down and 1 lb up at 20-11-4, 79Ib down and 1 Its up at 22-114, and 79 lb down and 1 lb up at 24-11-4, and 411 Ill Gown and 242 Ib up at 26-11-4 on bottom chord. The designtselection 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 CASEISI Standard - - .- s, a Wafter P. Finn PE No.22639 MTek USA, Inc. FL Carl 0634 6904 Parke East Blvd. Tampa FL 3361B Data: August 22,2019 Q WARNRG-Vedlydsaffm pemmereas.d READ NOTES ON TRISAND MCLUDWAFIIEKI? F FUtNCEPAGEM674TJrev. Istu 15 BEFORE USE De9gn valid for use only wIM Mifek® connectors. This desgn Is based only upon parameters shown, and Is for on IntlNkluol building component, not a huss system. Before use. Me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall buldingdestgn, Bracing Indicated Is to prevent buckling of Individual Ines weband/or chord members only, .Addlllonoltemporary and permanent brocing MtTek' Is alwaysraculred for stobuy and to prevent collapse with mZble personal ln7ury and property damage. For general guidance regarding the 69N Parke East Blvd. fobricaaon. storage, delivery, erection and bracing of nurses and Truss systems. weANSUVI I Quo IM Cressida, PS549 and SCSI Building Component Safety Infomsatiore volloble from Tnas Rate InsnMe, 215 N. Lee Street. Sulte 312. Alexantlrlo. VA 22 14, Tampa, FL 33610 Jab Thus Truss Type Ply T17929445 in11324 GRC HIP �Qty 1 1 �THEROYALE Job Reference (optional) unampers i russ, Inc., -on merle, l'L .sous mart i zoto mi iex mouslnes, me. it iunuy zA urauzvzuie rage[ ID_kfiGCA6bx712Sy1 HDXFw7ye3KX-F?tpmtzXE?gLy9G6igb z7H57jOIf8gVTuOgwyylMNj LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=-126(B).6=-107(B) 8=-126(B) 15=-50(B) 16=-411(8)11=-411(B) 12=-50(B) 23=-1 07(B) 25=-1 07(B) 26=-1 07(B) 27=-1 07(B) 28=-107(B) 29=-107(B) 30= 107(B) 32=-107(B)33=-50(8) 34= 50(B) 35=-50(13)36=-50(B) 37=-50(B).38= 50(B)39=-50(B) O WARNING-Vedlydesignpaiemefers and READ NOTES ON THIS AND INCLUOEDWEKREFERANCEPAGEJUX74"mv.]aTY2015 BEFORE USE Design valid for use only with MBek® canneclors. ihb design Is based only upon parameters theism, and Is for on individual building component not a truss system. Before use, the building designer must verify the oppllcobllity 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.. Additlonal temporary and permanent bracing - M(T®k• Is oiwaysfequired for stability and to preventcollapse with possible personal injury and properly damage. For general guidance regarding Me' fabrication storage. delivery. erection and bracing of muses and truss systems. seeANSUIPII Quapy CMrrM, DS549 and BCSI Building Iding Component Safety bdonnaNm eralloble from Truss Plate Instiral 218 N. Lee Street Stile 312, Alexandria, VA 22 14. Parke East BNtl. Tampa. FL East0 P Job Truss Truss Type . Oty Pl=Referenm T17929446 in11324 J1 MONO TRUSS 2 . unarrDers Imes, lac., ton Pierce, rL 6.13U a Mar 11 2U16 MI IeK Industries, Inc. InU Aug 22 07:50:25 2019 Page 1 ID_MiGCA6bx7j2Sy1HDXFw7ye3KX-jBRB D A7IoCZJlIFX6DVCpPF7wkOglelY8ESPyIMNi "k -1-D0 t-ao 1-0.0 Scale =1:6.1 3x4 = 4B"a- ® - - LOADING (Pat) SPACING- 2-0-0 CsL DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr - YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017?P12014 Matrix -MP Weight: 5lb FT=O% LUMBER- - BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=9/Mechanical; 2=118/0-8-0, 4=0/Mechanical Max Hoe 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=-140(LC 10) Max Gmv 3=11(LC 15), 2=110(LC f), 4=17(LC 10) - FORCES. (lb) -Max. Comp./Max. Ten. - All:forces 250 (lb) or less exceprwhen shown. NOTES- 1). Wind: ASCE 7-10; Vult=165mph-(3-second gust) Vasd=128mph; TCDL=4.2psk BCDL=3.Opsf; h=12ftt B=45f ; L=50ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & 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 desigried 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 &hard 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 lb uplift at joint_3 and 140 Its uplift at joint 2. Waltrip. Finn PE No.22839 Mil A USA, Inc. FL Cad 6634 8904 ParkeEast Blvd. Tampa FL 13810 Date: August 22,2019 O WARNING- Ved/ydeilgnperamelemand READ NOTES ON TN/SAND 49CLUDED MITEKREFERANCEPAGEM074TUme. lOmaQOrSEEFORE USE Design valid for use only with Mnek®connectors. This design Is based only upon parameters snown, and Is for an IndNlduai buOding component, not ' 0 truss system. Before use, the. building designer must verify the applicobltity of design parameters and properly Incorporate this design Into the overall bulldIngdosign. Bracing Indicatedistopreventbucklingofindlvidualhussweband/or-chordmembersonly. Additional temporary -and permanent bracing Is always required for stabltity and to prevent coda== with possible personal Injury and property damage. For general guidonceragarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems seeAN5VrPll Quality Cmedo. DS849 and BCSI Building Component Safety mfarm Wbrnvoilable from Truss Plate Institute, 218 N. We Street, Sure 312 Alexandria VA 22314. M4Tek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROVALE T77929447 hit 1324 J2 MONO TRUSS 4 1 Job Reference o tional cnamoers i Was, inc., ran rierce, rL o.�ays vier ii cv�o mnen muwniee, nx:. � nuy c<w ao:comiv Scale = 1:7.8 d 4 3x4 = 2 0.0 2-&0 LOADING (psl) SPACING- 2-" CSI. DEFL. in (loc) Vdefl 'Ud PLATES GRIP TOLL - 20.0 Plate'Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 -BC '-0.07 Ven(CT) -0.00 7 >999 246 BOLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a r✓a BCDL 10.0 -Code FBC2017ITP12014 Matrix -MP Weight: 8lb 'FT=O% LUMBER- BRACING- .. TOP CHORD 2x4 SP No.3 - _ TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=141/0-8-0,4=23/Mechanical' Max Hor42=67(LC. 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10). 4=-3(LC 7) Max Grav 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) - FORCES. (lb) -Max. Comp./Max. 1"ed. - AlLforces 250 (lb) or less except when shown. - NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsh h=12ft; B=45ft; L=50ft; eavec61': Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL­1.60- - 2) This truss has been designed for a 10.0 pal 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 28 lb uplift at joint 3; 136 lb uplift at joint. 2 and 3 lb uplift at joint 4. - Water P. Finn PE No.22939 MTek USA, Inc. FL Cod 6634 690E Parke East Blvd. Tampa FL 33610 Data: Al in rs}99901U Job Truss Truss Type Ply THE ROYALE T77929448 Tn11324 J3 - MONO TRUSS �Oty 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.150 s Mar 11 201 B MI l ek industnBS. InC. I nu AUa 22 W:5U:26 2019 Pedal 3x4 = Scale =1:9.4 ' LOADING (pso SPACING- 2-M CS-1. DEFL. in (lob) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL). • 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 _ Ven(CT) -0.01 4-7 >999 240 BCLL -0.0 ' Rep Stress lncr YES W9 0.00 Horz(CT) . -0.00- 3 n/a Na' BCDL 10.0. Code FBC20177rP12614 Matrix -MP Weight: ll Its FT=O% LUMBER- ' BRACING- - - TOP CHORD 2x4 SP No.3 TOP CHORD Structumlwood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4'SP No.3- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=64/Mechanical;2=173/0-8-0,4=37/Mechanical Max Horz 2=85(LC. W) - Max Uplift 3=-54(LC 10), 2=-147(LC 10), 4=-4(LC 10) _ Max Gmv 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) - FORCES. (lb) -Max. CompJMa1L 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=50ff, eave=6R; Cat ' II; Exp C; Encl.; GCpi=0.18; MW FRS (directional) and C-C Extenor(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 54 lb uplift at joint 3, 1471b uplift at Joint 2 and 4 Its -uplift at joint 4. Water P. Finn PENo.22839 MTek USA, Inc. FL Ced NU 69114 Parke East Blvd. Tampa FL 33810 Date:.. August 22,2019 HEADN07ES ON MMANDWCLUDEDMREKFEFERANCEPAGEMP74M.V.. fOAi4015BEFONE USE .Q.WABNWG-Varilydss75nyar4mefersand Design valid for use only with Mier connectors. lh6 design Is based only upon parameters shown, and Is for an individual building component, not ' a thrss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndNidual trunweb and/or chord members any.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible persondinjury end properly damage. For general guidance regarding the . 69" Palle Eest Blvd. fabrication:storage,delivery, erection and bracing of masses and truss systems seeANSI/IPil Quality CMr.M. all and SCSI Ituild41g Component - Safety lnformationa Noble from Truss Plate Insnluse.218 N. tee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610' Job Truss Truss Type Ply THE ROYALE T77929449 4111324 J4 JQty MONO TRUSS 4 1 Job Reference (optional) GnamD6rs I russ, Inc., tort t'lerce, i-L 5.1 dU a Mar l l zUlb MI IeK mousmes, inc. I nu.Aug ze u/:bu:Z/ zule raga 1 ti ID:_kGCA6bx7j25y1HDXFw7ye3KX-fZZyOv7OXw3wpc4hNy8hadvhRxXgskox9sdLWHyIMNg -1-0-0 4-0-0 i 1-0.0 4-0-0 Scale=1:11.1 3x4 = 4 4-0-0 LOADING (psf) SPACING- 2-0-0 = CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL ' 20.0 Plate Gdp DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25. BC '0.37 Vert(CT) -0.02 4-7 >999 240 41 - BCLL 0.0 Rep Stress [nor YES WB 0.00 Hoa(CT) --0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 14lb FT=O% - LUMBER. BRACING- - TOP CHORD 2x4 SP No.3 - TOP CHORD., Structural wood sheathing directly applied or4-0-0 oc purlins. BOT CHORD 2x4'SP No.3 BOT CHORD- Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IWsize) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) ., Max Uplift 3=-79(LC 10), 2=-161(LC 10). 4=-B(LC 10) Max Grav 3=97(1_C 15), 2=206(LC 1), 4=67(LC 3) " FORCES. (lb) -Max. CompJMax. Ten. -Aft 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.Ops1; h=12f ; B=45f ; L=50ft( eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions - shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for AN 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 bottonchord 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 811Y;uplift at joint 4. Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Bate: A.........•fif rin.n Job Truss Truss Type Ply THE ROYALE T77929450 101324 J5 MONO TRUSS JQty 11 1 Jab Reference (optional_ Chambers I n1Ss, Inc., Fort Pierce, FL a.1du s man 14u10 mu ex mOtcimcs, Inc. uru nug a urosr4r [u IC rage 1 ID-kfi GCA6bx7j2Sy1 HDXFw7ye3KK-fQyOv4OXw3wpc?hNy8hadvdXx7 W skox9sdLW HyIMNg -1-0.0 5.0-0 1-070 5.0-0 — — Sae =1:12.i 3x4 = 5-0-0 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (too). Udefl Ud PLATES GRIP. -. 'TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 4-7 ->939 360 - MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ven(CT) -0.06 4-7 >964 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na ' BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oe pudins. BOT CHORD 2x4'SP No.3 BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=115/Mechanica1, 2=243/0-8-0, 4=63/Mechanical Max Hoiz 2=123(LC 10) - Max Uplift 3=-104(LC 10). 2=-177(LC 10). 4=-g(LC 10) - -Max Grav 3=125(LC 15), 2=243(LC 1), 4=87(LC3) - 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=4.2psC BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exto-C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions - shown;.Lumber DOL=1.60 plate gdp 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 fora 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 1041b uplift at joint 3, 177 Ib uplift at joint 2 arid 9 lb uplift at joint 4.- Walter P. Finn PE No.22839 , . Wrek USA, Inc. FL Cert 6034 - 6904 Parke East Blvd. Tampa FL 33610 Date; August 22,2019 AWARNING -VerifyCesfghWarcefersand BEADNOTESONMIS ANDINCLUDEDMREKREFERANCEPAGE M674?Urex.IGTffiDISBEFORE USE. Design valid for use only with MTek& 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 appliccittity of design parameters and properly Incorporate this design Into the overall buitchgdedgn, Bracing Indicated 6 to buckling of individual truss web and/or chord members only. Additional temporaryondpermanentbrocing ' -MtTek' prevent 6 alwaysrepuaod far stability and to prevent. collapse with possible personal Injury and propeM damage: For general guidance regarding the 6904 Parke East Blvd. ' fabrication, storage. delivery, erection and bracing of trusses and tons systems seeANSVIPtt pygmy Creech, D3049 and BCSI Building Component TamPa,FL 33610. Safety mformatbmvallable from Truss Plate lnsfnute.218 N. We Sheet. Suite 312. Mexondrla VA 22314. - Job Truss Truss Type Ply THE ROYALS - T17929451 fn11324 J6 MONO TRUSS �Qly 4 1 Job Reference (optional) unamoers i ruse, inc., run rlerae, rL nuy cc u..�u.co cu,o rayp , ID:JcfiGCA6bx7j2Syt HDXFw7ye3KX-7m7KcFO21DBnOmZLxffit7rRtsKmBhB24OWMu3kylMNf 3x4 = 4 Scale =1:14.3 LOADING (psf) SPACING- 2-0-0- CSI. in (loc), I/defl " Ud .. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC 0.34 _UEFL. .. Ven(LL) 0.11 4-7 >664 360 .M120 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT)-0.11.4-7 >652 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 Na n1a BCDL 10.0. Code FBC2017/rP12014 Mafdx-MP - - Weight: 201b FT=O% LUMBER- BRACING-. TOP CHORD 2x4 SP M 30 a TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (IWsize) 3=142IMechB,pical, 2=275/0-", 4=70/Mechanical - Max Horz 2=140(LC 10) Max Uplift 3=-129(LC 10). 2=-192(LC 10), 4=-B(LC 10) Max Gmv 3=155(LC 15), 2=276(LC 15), 4=100(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=4.2pst BCDL=3.Opsf; h=12ff, B=45ft; L=50111; eave=6ft; Cat. 11; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown;.Lumber DOL=1.60 plate grip DOL-1 60 2) This trusshas been designed for a 10.0 psfgttom chard 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-" wide -will fit between the bottom chord and any other members. - .. 4) Refer to girder(s) for truss to truss connections. - - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129'It, uplift at joint 3, 19216 upliftat joint 2 and 8lb'uplift at joint 4. e Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 AWARNING -VedlydeslgncarameferaandREADNOTESONTMSANOMCLUDEOM?EKNEFENANCEPAGEM6]4TJroe1MWsvISBEFOREUSE Design valid for use only with MTekO connectors. This design b based only upon parameters shown, and Is for an Individual bullOing component, not a truss system. Before use, the building designer must verity the applicability of design parameters and popery Incorporate Misr design Into the overall building design. Bracing Indicated is to bucking of Individual truss ,ep and/or chord members only, Additional temporary and permanent bracing MiTek'. prevent Is olwaysrepulred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, stooge, delivery, erecilon and bracing of trusses and buss systems seeANSVrFII Quality Cmeda, DS349 and SCSI Building Component. 6904 Pence East Byrd, Safety infotmafbsnvailable from Truss Rate Institute. 218 N. Lee Street. Sune312. Alexondda. VA 22314. Tampa, FL 33610 Job Truss Thus Type Ply THE gOYALE T17929452 1n11324 J8 MONO TRUSS �Qty 11 1 - Job Reference (optional)' Chambers I was, Inc., Fort Pierce, FL N 1 e.13u s Mar 11 ZUla MI IeK Inaastnes, IOC. Intl AUg 2Z VCSU:2e ZUla Vage 1 ID:kFvnenOwY419ZhC-nM3lc6y1J9g.7m7KcF021DSngmZtxfhl7rRpjKrMbB24OW Mu3VMNf 3x4 4 Scale = 1:17.4 Plate ONsets(XY)-- f2:0-3-14,0-1-81 - - - - --- - - - - ----- LOADING pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 . MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.47 Vert(CT) -0.30- 4-7 >310 240 -. BCLL 0.0 Rep Stress Incr . YES WB .0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.. (lb/size) 3=18B/Mechanical, 2=348/0-8-0, 4=99/Mechanical - Max Horz 2=178(LC 12) - Max Uplift 3= 174(LC 12), 2=-226(LC 12), 4=-13(LC 12) 'Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC3) FORCES. (lb) --Max. Comp./Max. Ten. -All fomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE7-10;;Vult=165mph (3-second gust) Vasd=12Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=12ht B=59tt; L=36ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Interior(1) 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 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 1741b uplift at joint 3; 226 lb uplift at joint 2 and 131to uplift at joint 4. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart W&I 69110arke East Blvd. Tampa FL 3391 Data:. Auqust 22,2019 Job Truss Truss Type Cry Ply THE ROVALE ' T17929453 h111324 JA MONO TRUSS 2 1 Job Reference (optional) Chambers I runs, Inc., Fort Pierce, FL Mar l l ZUItl Ml l eK industries, me. Inu Aug 2L U/:bU:4u zuiu IDXFw7ye3KX-byhipbl g3XJe2w84UNBAg2 SEkHVKelEDA6Rt 4 3x4 24 Scale =1:8.3 . - 2-4-3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Vdefl L/d. PLATES GRIP TCLL 20.0 - Plate Gdp DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 - 360 MT20 244/190 _ TCDL 7.0 Lumber DOL 1.25 - BC 0.09 Vert(CT) -0.00 7 >999 240 BCLL 0.0 '' Rep Stress lncr YES WB 0.00 Horz(CT) -0,00 3 n/a , rda BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 9lb FT=O% _ LUMBER- ® .BRACING - TOP CHORD 2x4 SP No.3 - - - TOP CHORD .Structural wood sheathing directly applied or 2-4-3 oc puffins. BOT CHORD 2x4'SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45(Mechanical; 2=150/0-8-0, 4=28/Mechanical - - Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10). 2=-139(LC 10), 4=-4(LC 7) - - Max Gray 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. - NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=61`1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions . shown; Lumber DOL=1.60 plate grip DOC=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 37 He uplift at joint 3, 1391b uplift at Joint . 2 and 41b.uplift at joint 4. -- - " Wabi Finn PE No.22939 MTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 Q WARNDIG-wdfydesfge perernefarsarrd NERD NOTES ON TNISAND INCLUDED MIfEKREFENANCEPAGEW74A rev. laIICK1,121115 BEFORE USE Design valid for use onlywlth Meek® connectors. This design a based only upon parameters shown, and Is form Individual building component, not a truss system. Before use, the bullding designer must verify the appllcablliryof design parameters and propetly Incorporate this deslgnlnto the overall buadingdeugn, Bracing Indicated is to preventbuckling of individual fir web and/or chord members only, Additional temporary and permanent bracing MfT®k• Is always required for stability and to preventcollapse with Passaic personal Injury and property damage. For general guidance regarding the a904 69 Parka East Blvd.fabrication.storage.delivery, erection and bracing of trusses and puss systems seeANSVIPII CuistEr Classic, DS549 end SCSI Building Component aF L 33810 Safety mfoenctbxry ra0able from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22 14. p , Job Truss Truss Type Ply THE ROYALE T77929454 fit 1324 JB MONOTRUSS �Qty 2 1 Job Reference (optional) Unamoem i russ, Inc., ron Pleres, YL a.14U s Mar l T Zi MI I eK mammas, Inc. I nu Aug u 07:512019 Page 1 ID:_kfiGCA6bx7j25yl HDXFw7ye3KX-3BF41 x11grRVg4jG24iPCGXCk80E34XNrgr47cyIMNd -1-2-5 5.5-11 1.2-5 - 5.5-11 Scale =1:12.5 3x4 = 4 LOADING (psf) -SPACING- 2-0-0 CSI. DEFL. in (loc) Udell - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 — TC 0.38 Vein( 0.10 4-7 >645 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.07 4-7 >898 240 - BCLL 0.0 ' Rep Stress III YES . WB 0.00 HoR(CT) --0.00 3 Na - ri BCDL .10.0 Code FBC2017/TPI2014 Matdx-MP - Weight:.19 lb. FT=0 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. (lb/size) 3=127/Mechanical, 2=26910-8-0, 4=63/Mechanical Max Hor4 2=114(LC 10) Max Uplift 3=-109(LC 10), 2=-206(LC 10). 4=43(LC 10) . Max Grav 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) - �S - FORCES..(Ib) - Max. Comp./Max. Ten. - All farces 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; B115ft; L=501t; eave=6ft; Cat. _ II; Exp C; Ench, GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcumsnt 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 bottomchonioand any other members. . 4) Refer to girder(s) for truss to truss connections. . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3, 206 lb uplift at joint 2 and 6111 uplift at joint 4. - - Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 .8904 Parke East Blvd. Tampa FL 33610 Date: August 22,2019 OWARNING -VmltytleelgnparmrielemanOBEAD NOTES ON TNISANDMCLUDEDMREKBEFENANCEPAGEMX74Mmre 11413iff(T1SBEFORE USE. , Design valld for use only with MBecs).onnectom This design Is based only unon parameters shown. anti a for on Individual bustling Component, not a fuss system. Before use, me building angrier must verily me appllcablllty of design parameters and propery Incorporate this design Into the overall bullDing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MtTek' 6 always required for stability and to prevent collapse with possible paschal Injury and properly damage. For general guidance regarding me fobrlcofloa storage, delivery, erection and bracing of busses and truss systems. seeANSI/IPII Cu T2 Criteria. OS"9 and SCSI leading Component 6904 Parke East Blvd. Safety Informalbsgvollable from Truss Rote Institute. 218 N. We Sheet, Suite312. Alexandria, VA 22 14, Temps, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T77929455 fi11324 JC MONO TRUSS 2 1 Job Reference o tions] Chambers truss, Inc., Fort Pierce, FL U.130 s Mar 11 2018 MTek Industries, Inc. I his Aug 22 07:50:30 2019 Page 1 ibx7j2Sy1 HDXFw7ye3KX-3BF41 x1 IgrRVg4jG24iPCGXG_8dv34XNrgr?7cyIM Nd 1-1-4 1-1-4 Scale =1:6.2 4 3z4 = LOADING (psQ -SPACING-" 2-0-0 CSL_ _ DEFL. in (too), Vdefl L/d . - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .0.18 Vert(ILL) -0.00 5>999 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 13C D.02 Ved(CT) -0.00- 5 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Hoa(CT) 0.00 _>999 4 n/a n/a ' BCOL 10.0. Code FBC2017/rP12014 Matrix -MP Weight: 5lb 'FT=0% LUMBER- _ BRACING- . TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 0o pudins. BOT CHORD 2x4'SP No.3 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=11/Mechanical,2=119/0-8-0,4=4/Mechanical - - Max Hom 2=50(LC 10) ' Max Uplift 3= 6(LC 7), 2=-138(LC 10l - - Max Gray 3=14(LC 15), 2=119(LC 1), 4=14(LC 10) 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=3.0psf; h=12ft; B=45tt; L=5011; eave=6ft; Cat. II; Exp C; EnCL,%Cpl=0.18; MWFRS (directional) and C-C Fxtedor(2) zone;C-C for members and forces & MWFRS for reactions shown; LOmber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreir 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 6 lb uplift at joint 3 and 138 Its uplift at joint 2. ' Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 - Date: August 22,2019 QWANNING- Vedtydesignparemefdrsend N£ADNOTES ON MSANDWCLUDWMrt£KNEFENANCEPAGEM674 mv. 1M1120f50EF0BE USE Design valid for use only with MOeR®connactors. rill design Is based only upon parameters shown, and Is for an Inc lOdual building component, not a her system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn.&acing Indicated is to prevent bucrill of lntllvloual hussweb and/or chord members only.Additional temporary and permanent bracing '. MiTek•• .. ' Is always recurred for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems seeMSUB91 Quapry Cmub, DS849 and BCSI Building Component' 69M Parke East Blvd. Sabty informotionovallablefrom Thus Plate lnstiMe.218 N. Lee Sheet. Suite 312, Alexandria. VA 22314, - Tampa, FL 33610. Job rill TrillType .Oty. Ply THE ROYALET77929456 m11324 LKJ5ss 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 2.83 rl2 B-130 s Mar 11 2018 MiTek Industries, Inc., Thu Aug 22 07:50:31 2019 Page 1 ID _kgGCA6bx7j2Syl HDXFw7ye3KX-XLoTEG2wb8ZMIEIScaDe1T309YvJoXnX4UbYf2ylMNc 3 4 Scale =1:15.7 LOADING (psQ SPACING- 2-" CSI. DEFL. in (Joe), Vdefl L/d PLATES -GRIP ' TCLL 20.0 Plate Grip DOL . 1.25 - TC 0.34 VBd(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 lncr NO WB 0.00 Horz(CT) 0.00 2 n/a" n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 231b FT=0% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 - - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=194/Mechanica1, 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 Grav 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) - - - - FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ile) oorress except when shown. NOTES- - - -1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=6ft; Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members. 4)-Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 In uplift at joint 3 and 191 Ib uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) 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 (pIQ Vert: 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, B=10)-to-4= 35(F=8, B_ 8) ` Walter P. Finn PE No.22039 MiTek USA Inc. FL Cad Sl 0904parke East Blvd. Tampa FL 33610 Au .. -Date: August 22,2019 '- QWARNING-Vedrydesempersmefersend NEADNOTES ON MSANDINCLUDEDMI KNEFENANCEPAGEM674M.V.. 100NLm5aEFONE USE Design valid for use only with Mgekas connectors. This design Is based only upon parameters shown, and Is for On Individual bunging component, not a muss system. Before use, the budding daslgner must verity the appllcablliN of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to buckling of lndlNduol truss web and/or chord members only, Addltlonol temporary and bracing MOW prevent permanent Is aiwoys required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the " fobrlcailon storage. delivery, erection and bracing of trusses and thus systems seeANSVMII Quell Criteria. DS549 and SCSI Building Component Safety lnformoBorrnailcble from Truss Rate lnstitur 218 N. Lee Street Suite 312. Alexandria VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 e. Job Truss Truss Type Ply THEROYALE T77929457 M11324 KJ8 MONO TRUSS �Qty 2 i Job Reference (optional) Chambers Truss, Inc., Pon Pierce, FL - u. rou s mar 11 zb 18 mi r ex Industries, Inc. Thu Aug az urou:az zu ro rage 1 ID:_KGCA6bx7j2Syl HDXFw7ye3KX.OXMrSc3ZMShDvONAVktHhcavyGjXvZgJ8K6CVy1MNb Scatev 2.03 r12 3x4 12 3 11 10 2 13 14 6' 15 _ - - 2x3 11 3x4 = 3x4 = 5 - 7.2.7 3-10-5 2- . LOADING (pst) SPACING- 266 CSI. DEFL. in (too) Well Ud PLATES GRIP , TCLL 20.0 Plate Grip DO_L 1.25 TIC 0.21 Ven(LL) 0.08 6-9 >999. 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC '0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 '- Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 ' n/a n/a BCDL 10.0 Code FBC2017LTP12014 Matrix -MS - Weight: 441to FT=O% LUMBER- ae. _ BRACING - TOP CHORD 2x4 SP M 36 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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 Hori 2=178(LC 8) - Max Uplift 4---91(LC 8), 2=-332(LC'8), 5=-223(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb).or less except when shown. TOP CHORD 2-3>675/541 BOTCHORD 2-6=-535/S42, 56=-535/842 - WEBS 36=-1/287, 3-5=-923/587 NOTES- 1) Wind: ASCE7AO; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B-4aft; L=50ft; eave=6ft; Cat. II; Fxp C; End; 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 nonconcumant with any other live loads. 3) `This truss has been designed fora live load of 20.Opsf.dn 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 mercers. - 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4, 332 lb uplift at joint "2 and 223 lb uplift at joint 5. - 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 lb up at 2:11-0, 381b"down and 61 lb up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8lb down and 106 lb up at 56-15. and 42lb down and 145 lb up at 86-14, and 42 lb down and 145lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 11 Ile down and 31 lb up at 5-8-15, 11 lb down and 31 lb' up at 5-8-15, and 31 lb down and 14 Ib up at 8-6-14, and 31 lb down and 14 lb . up at 8-6-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section. loads applied to the face of the truss are noted as from (F) or back (8). LOAD CASE(S) Standard ' 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - - Uniform Loads (plo - - Vert:1-4=-54, 5.7=20 - Concentrated Loads (Ib) - Vert: 1D=80(F=40;B=40) 11=-5(F=-3, B=-3) 12=63(F=-42,B=-42) 13=14(F=7, B=7)14=-21(F=-11, B=-11)95=-50(F=-25, B= 25) Wafteris. Finn PE No.22639 MTek USA, Inc. FL Cliff 6634 69I)CFarke East Blvd. Tampa FL 33810 Date: August 22,2019 Q wARNWG-Verity Ees/gnperdmefeerand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM6747arey. 10113419156EFOREUSE. Design volld for use only MM MpekS connectors. This design Is based only upon parameters shoe cnd Is for an hdNldual bulltling component not a truss system. Before use, the. building designer must verify the applicclelty at design parameters and property Incorporate th6 design Into the overall bulltling design. Bracing Indicated is to prevent buckling of hdNidual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for statully and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Cdfedo, DS849 and SCSI aulding Component: 6904 Parke East BNd. Safety Inf smsatbrwollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job - Truss . City y T17929458 tnl1324 KJA �Truaa;­Fypa MONO TRUSS 2 GnamDers I ruse, Inc., Fart Pierce, FL I� I 8.130 a Mar 11 2018 MITek Industries, Inc. Thu Aug 22 07:50:32 2019 Page 1 ID:_kfiGCA6bs7j2Sy1HDXFw7ye3KX-OXMrSc3ZMShDvOtfAVktHhca_yHyX 1gJ8K6CVyIMNb Scale =1:13.6 3x4 = 4 ' 6-0-4 6-0-4 LOADING (psf) ..SPACING, 2-0-0 = CSI. DEFL. - in (lac), Vdefl Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL` 7.0 Lumber DOL 1.25 - BC 0.17 Vert(CT) -0.07 4-7 >974 240 BCLL- 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 2 Na n/a ®_ _ BCDL 10.0. Code FBC20177TP12014 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 2x4SP M 30 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanioal, 2=181/0-9-11, 4=69/fvlechanical - - ' 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 (11 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=12N; 8=45f; L=50ft; eave=6ft; Cat. II; ExpC;. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 F ' 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent With any other live loads. 3) ' This truss has been designed for a live load ot20.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 and 1501ti 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 (8). LOAD CASE(S) Standard - -1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) - - - Vell: 1-2=-54 ' Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to3=-81(F=-14,13=-14), 5=0(F=10, B=10)-to-4= 30(F=5; B=5) - Walter P. Finn PE No.22339 MiTek USA, Inc. FL Cod 6634 - 6904Parke East Blvd. Tampa FL 33810 Date: August 22,2019 AWARNING -VerfydeslgnParameters MdREADNOTES ONTNISANDMCLUDEDMITEKREFERANCEAAGEMM1TMrex.laAouSSISBEFOREUSE Design valid for use only with MITSkS connectors. Tits design N based only upon parameters shown, and h for on Individual budding component, not a, russ system. Before use, the building designer must verify Me applicability of design parameters and popery lncorpomte this design Into the oveloll buildingdeOgn. Bracing Indicated Sto prevent buckling ofincividual trussweb and/orchorl members only.. Addlfloncitempororyondpeananentbtcc)ng MOW a always required for stability and to prevent. collapse with possible pemonol hjury and property damage. For general guidance regarding ire fabrication. storage. delivery, erection and bracing of trusses and truss systems seeANSWII QuaCmodo, DS5419 and BCSI Building Component 6904 Palle East Blvd: Sae lisformatbrnvalloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22 14. _ Tampa, FL 33610: Job Truss Truss Type , ON Ply=Reference T17929459 in11324 KJB MONO TRUSS 2 s.namuers nws, inc., 'On 'Juice, rL Is. Jau s mar It 4u Je MI I eK mausmes, Inc. I nu mug ze ucou:aa zul u e 3x4 = .. - 4 L i. n1FIInd 4 11 9 4-11-9. LOADING (psf) SPACING- 2-0-0 CS1. - DEFL. in (loc), Udefl Ud PLATES GRIP TCLL 240.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) -0.02' 4-7 >999 360 MT20 2441190 , TCDL .7.0 Lumber DOL 1.25 8C 0.10 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 •. Rep Stress lncr NO WB' -0.00 Horz(CT) 0.00 2 n1a n1a . BCDL 10.0. Code FBC2017/71`12014 Matdx-MP "Weight: 171b FT=O% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30, TOP CHORD Structurzl wood sheathing directly applied or4-11-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=95/Mechanical,2=148/0-9-11,4=46)Mechanical- Max Horz 2=75(LC 8) - - Max Uplift 3=-84(LC 8). 2=-136(LC 8) Max Gram 3=95(LC 1), 2=148(LC 1), 4=77(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -AII 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=12f ; B=45ft; L=50tt; eave=6ft; Cat. _ IC Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of:20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections: _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint 3 and 136 lb uplift at - joint 2. - - - 6) In the LOAD CASE(S) section, loads applied to the face of the Muss 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 (Plo ' Vert: 1-2=-54 Trapezoidal.Loads (plf) - Vert: 2=0(F=27, B=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, B=10)-to-4= 25(F=-2, B=-2) . ' Walter P, Finn PE No.22639 MTek USA, Inc. Ft Curt 6634 -. - 6904 Parke East Blvd. Tampa FL 33619 ® e Data: August 22,2019 AWARNING.VorhydesignperametereandRE DNOTIES ON MOI DWCLUDEDMREKREFERANCEPAGEMM1742!3reJe104132pI5BEFOREUSE :Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown any is for an Individual building component. not ��• a trusts system, Before use, Me building designer must verily 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 end bracing. MtTek•- permanent IsalwaysrequiredforstabilityandtopreventcollapsewinpossiblepersonalhjuryandpmperNtlamage. For general guldonce regarding the folerlcarcr% storage, delivery, erection and bracing of trusses and hun system% seeANSVWII QuoimByy CJe�dp. OSB-0g and SCSI BuildingGm1lanlnF 69U Parke East Blvd. sallN hsformatbrpvallable tram True Plate InsllNte. 218 N. Lee Sheet, Suite 312, Alaxandrl¢ mA 22314. Temps, FL 33610 , Jab Truss Truss Type Ply=Refemnce T77929460 fi11324 MV2 VALLEY �Oty 1 cnamaers i russ, mc., ron Fleme, rL Mau n s mar ema mi i ea mausmes, inc. i nu Aug zz ucbu:au zU1u rage 1 ID:J&GCA6bx7j2Sy1 HDXFw7ye3KX-UjwDfy4B7mp4XXSgDF6qu9olLfZGRHpXo4tkxylMNa 2-0-0 2-0-0 4.00 12 2 9 3x4 - LOADING (Ps' SPACING- 2-0-0 CSI.. DEFL in floc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Ven(LL) n/a - - n/a 999 TCDL 7'0 Lumber DOL 1.25 BC 0.02 Ven(CT) n1a - n1a 999 BCLL 0.0 ' _ Rep Stress Incr - YES WS 0.00 Horz(CT) -0.00 2 rda n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P - PLATES - GRIP MT20. 244/190 ,Weight: 5 lb. FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Alb/size)'21P41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 - - MaxHorz 1=21(LC 10)- - Max Uplift 1=-20(LC 10). 2=-30(LC 10) -Max Grav 1=42(LC 15), 2=32(LC 15), 3=22(LC 3) FORCES. (Ib): 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=45H; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. - - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-04) wide _ - will fit between the bottom chord and any other members: 5) Beann at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capaci of bearing surface. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at - -joint 2. Scale =1:6.1 Walter P. Finn PE No.22639 MTek USA, Inc. FL Ced6634 ` 6904Parke East Blvd. Tampa FL 33619 Date; Aunuct 92.2019 Job Truss Thus Type Ply THE ROYALE T17929461 fi11324 MV4 VALLEY �Oty 1 1 Job Reference (optional) unamuers i rues, Inc., ron rierce, rL odou s 712Syi F mn es mausnrce, inu. r nu rsug au urau:oe m i a rage i (-ywUbsl5pl3xx9hl 1 HwmL11,16huulzU7u%zmRpCGNyIMNZ Scale =1:9.4 2 3 - - - 3.4 i 3x4 11 I LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.17 Ved(CT) ; n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a r1a BCDL 10.0 Code FBC2017[TP12014 Matdx-P L Weight: 12lb FT=O% LUMBER- - BRACING- - TOP CHORD 2x4 SP No.3 TOP CHORD Structure] wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS • 2x4 SP NILS 0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-", 3=109/4,0-0 Max Horz 1=56(LC40) - Max Uplift 1=-54(LC 10), 3=-72(LC 10) - - Max Gmv 1=112(LC 15). 3=117(LC 15) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. - NOTES- 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=129mph; TCDL=4.2psf; BCDL=3.0psf; h=12tt; 3=45ft; L=50ft; SariCat. II; Exp W C; Encl., GCpi=0.18; MFRS (directional) and C-C Exteror(2) zon%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).7his 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) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 541b uplift at Joint 1 and 721b uplift at - - joint3. - A Welter P. Finn PE No.12839 , MiTek USA, Inc. FL Cert 6634 6904Puke East Blvd. Tampa FL 33610 Data: August22,2019 Q WARNING - VeNtydesrgn parerrleM. and BEAD NOTES ON IBIS AND INCLUDED MIreeKHEFERANCEPAGEeffli rev. I"JaIBSBEFOBE USE • Design valid for use only with Mli connectors. lh6 design Is based only upon parameters shown, and Is for an Individual budding component, not . a hiss sysfem. Before use, the building designer TrtWA�t verify the applicoblllty of design parameters and properly Incorporate his design Into tt1a overall bustling design. gracing Indicated is to prevent bJbking of lndNldoal truss web and/or chord members any. Additional temporary and permanent bracing M!Tek' 6 always required for stability and to preventcollapse with possible personal nury and property damage. For genercl guidance regarding the fabiicanan'storage, delivery. erection and bracing of hums and truss systems SeeANSU1P11 puo6ry CMrrM, DSB-89 and BCSI Building Component. Safely Informatbns,cloble from Truss Note Institute, 218 N. Lee Sheet Suite 312. Alexandra. VA 22314. -- 6904 Parke East Bind. Tampa, FL 33610 Symbols, PLATE LOCATION AND ORIENTATION 1 374 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates To both sides of Truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-"0 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE u The first dimension Is the plate width measured perpendicular 4 x 4 To slots, Second dimension is th'e length parallel to slots. . LATERAL BRACING LOCATION Indicated bysymbol section of the by text The.bracing section of The output. Use T or I bracing . if Indicated. BEARING 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. . SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering. System I 6-4-8. I dimehsions shown in fsixteenths Ill (Drawings not toscale) sccale) 2 1 3 8 7 6 '' 05 i6 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS., A General Safety Notes Failure to Follow Could Cause Property . Damage or Personal Injury 1. Additionalstability 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 mayrequire bracing, or alternative Tor I p - bracing should be considered. c OZ 3.. Never exceed the design loading shown and never O stack materlals on Inadequately braced trusses. a_ • 4., Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint' locations are regulated by ANSI/PI 1. ' 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS tg 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideratlon and is the ESR-.1311, ESR-1352, ESR1988 responslbllltyof truss fgbricator: General practice is to ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.g These truss designs rely on lumber values established by others. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. �LumGer used shall be of the species and she, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing Indicatedon design. ' .. 14. Bottom chords require lateral bracing at 10 ft. spacing or less, fi 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 © 2012 MITek® All Rights Reserved I approval of an engineer. Mirek Engineerinlij Reference Sheet: MII-7473 rev. 10/03/2015 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. Revlewing pictures alone Is not suf dent. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.