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HomeMy WebLinkAboutTRUSS PAPERWORK!Tek® ml1324 MiTek USA, Inc. THE ROYALE 6904 Parke East Blvd. Tampa, FL 33610.4115 Information: SCANNED omer: WYNNE BUILDING CORPORATIN Project Name: ml1324 BY 3lock: Model: St Lucie County •ess: UNKNOWN Subdivision: ST LUCIE State: FL %ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ling Conditions): gn Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 [Code: ASCE 7-10 Wind Speed: 165 mph Load: 37.0 psf Floor Load: N/A psf package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date No. Seal# Truss Name Date 1 T13569629 a 3122/18 26 T13569654 2 T13569630 al 3/22/18 27 T13569655 3 T13569631 a2 3/22/18 4 T13569632 a3 3/22/18 5 T13569633 a4 3/22/18 6 T13569634 a6 3/22/18 7 T13569635 b 3/22/18 8 T13569636 bh7 3/22/18 9 T13569637 gra 3/22/18 10 T13569638 grb 3/22/18 11 T13569639 9rc 3/22/18 12 T13569640 11 3/22/18 13 T13569641 12 3/22/18 14 T13569642 l3 3/22/18 15 T13569643 l4 3/22/18 16 T13569644 l5 3/22/18 17 T13569645' l6 3/22/18 18 T13569646 18 3/22/18 19 T13569647 la 3/22/16 20 T13569648 lb 3/22/18 21 T13569649 Ic 3/22/18 22 T13569650 kj5 3/22/18 23 T13569651 k18 3/22/18 24 T13569652 kla 3/22/18 251 T13569653 klb 3/22/18 The truss drawing(s) referenced above have been prepared by MiTeklUSA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs'comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given tot 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 ANSIIrPI 1, Chapter 2. loft mv2 3/22/18 v4 3/22/18 RECEIVED NOV 2 7 2018 ST. Lucie county, Permitting ter ♦O�P�,GER'P,F7jL ��� ENBF. FQ No 22839 .0 STATE OF0. :ki� OR I /ONAI S%%%%% Walter P. Finn PE No.22839 MiTek USA. Inc. R. Cori 6634 6904 Parke East Blvd. Tampa R.33610 March 22,2018 Finn, Walter FILE COPY DEC 042018 Job Truss Truss Type Oty Ply THE ROYALE r , T13569629 m11324 A COMMON 10 1 Job Reference (optional) ee Inn TI„r l.,ler 9a n0.1n•a'l9MR Pwnn1 Unai .3 J3 d LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vart (LL) 0.3314-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT)-0.6414-15 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1691b FT=O% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 12x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Hoe 2=-223(LC 8) IMax Uplift 2=-775(LC 10), 10=-775(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3404/2226, 3-5=-2807/1885, 5-6=-2801/1990, 6-7=-2801/1990, 7-9— 2807/1885, 9-10=-3404/2226 BOT CHORD 2-17=-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 2) Wind: ASCE II; Exp C; Er to 17-6-0, In Drip DOL=1. 3) 100.011d AC 4) This truss hl 5) ' This truss will fit betwe 6) Provide ri joint 10. f live loads have been considered for this design. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ff; B=45ft; L=50ft; eavei Cat. GCpi=0.18; MWFRS (directional) and C-C 1 -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 r(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. San designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 is bottom chord and any other members, with BCDL= I0.0psf. ical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 lb uplift at Walter P. Finn PE No12679 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING Verify deslgnparemetereand BEAD NOTES ON THISANOINCLUDED AUTEKREFEBANCEPAGEMIFI4)erev. 101r1MIZU1S BEFORE USE OFDedgn valld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system) Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only.. Additlonal temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ParkeE Blvd. fi904 PaMB SCSI Buldi Component fobrlcatlon, storage, delivery. erection and bracing of trusses and truss systems. seaMSUIPII QualBy Criteria, DSBA9 and S Sabi Informutbnavoicbie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexani VA 22 14, a ast lam P a, aas Job Truss Truss Type Oty Ply THE ROYALE , T73569630 m11324 Al SPECIAL 9 1 Job Reference (optional) n Inn TAaaer 77 DG1 nnR en1R Ponn1 Chambers Truss Inc., r hon rlerce, hL ...,.,.,.,o....... I—..,,-....._......,,. ID:_MiGCA6bx712Syl HDXFw7ye3KX-iL10p37RjZ2Vg4Y8VTOym_BTnhas2XsNUPBjY9zYOkl 1.0- 7-8.0 13.7-8 17-6-0 23.11-12 26-9-10 35.0.0 8-0- 1-0- 7.8.0 5d 1.8 3-10.8 6-5-12 2-9-1 8-2-6 1-0- Scale = 1:60.3 5x8 MT18HS = 4.00 F12 B 2x3 11 2x3 l 3x6 22 S 23 5z6 WB� 4 8 2x3 3z4 9 3 21 24 jj 2 1 2 70 11 m R 26 6z10 MT18H5 = f d1 25 b 14 13 Us= 2x3 11 Sx12 = 2.00 F12 3x12 = 7 -8-0 13-7-8 23-11-12 35-0-0 1 7102 5-11-8 10-4-4 11-0-4 Plate Offsets (XY)-- f2O-1-2 Edoe] [8:0-3-0 Edael flo:0-1-15 Edge] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ld PLATES GRIP TOLL 20.01 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.80 12 >525 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3912-13 >302 240 MT18HS 244/190 BCLL 0.01 " Rep Stress Incr YES W B 0.62 Horz(CT) 0.37 10 n1a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Weight: 1591b FT=O% LUMBER- i BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD '2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 8-12: 2x4 SP M 30 OTHERS 2x4 SP N0.3 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) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 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 of live loads have been considered for this design. 2) Wind: AS 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50N; eave=6h; Cat. 11; Exie C; Encl., GCpi=0d 8; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 to 17-6-0, Int�arior(1) 22-3-10 to 31-2-6 zone;C.0 for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.�o 3) All plates arel 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 Nas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bbaring surface. 7) Provide mecjlanical connection (by others) of truss to bearing plate capable of withstanding 825 Ito uplift at joint 2 and 825 So uplift at joint 10. Waller P. Finn PE No.22838 MiTek USA Inc. FL Can e634 ISM Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING Verily Design parameters on tl READ NOTES ON TNISANDINCLUDED Mm£K REFERA NCE PAGEMII-]4Ta rev. r0/OY10150" C.mUSE. Deslgnvalid orw.only with M6el� connectors this oesign is to Ed only upon parameters shown, and is for anlndividual building component not O�- o truss system, Before use, the building designer must venp the applicability of oesign parameters and properly Incorporate mis design Into the overall building design. Bracing lndl.."m era present buckling of lntllviduel truss web end/or chcm members only. Addmonaltempo..ry and permanent bracing MlTek Is always reg0lmd for stability and to prevent collapse with posslble personal Injury ontl property tlpmpg.. For general gA nce regarding the fabticatlon,storage, delivery,em."on andbracing of trusses ontl truss systems, seeAN891P11 Q-11IHy Cd.r1a. DS049 and BC31 Build Component fi904 Parke East Blvtl. S. ter IM...tb..'aoble from Truss Plot. ImtiUs, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 .Truss Truss Type Oty Ply THE ROYALET73569631 324 rI A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL o.rJus mar I eV la moan nmY]urcs, mu. iuu rv,m cc w. rv.m cv,o �1 4.00 12 5x6 = 4x4 = Scale=1:62.3 3x5 2x3 11 cxa — 2.00 12 3x12 c � 8e0.I 153.-77--78 -0-.0 I 3--t111--1122 35-0-02 6-09 11-o-4 Plate Offsets (XY)— [2:0-1-2 Edgel [4:0-2-12 0-3-01 [4:0-0-00-1-12] [B:0-3-0Edge] [8:0-M 0-1-12] [9:0-3-2,0-M] [10:0-1-15 Edge] LOADING (pso SPACING- 2-0-0 CBS. DEFL. in (loc) Well tld 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) -1.0212-21 >412 240 MT18HS 244/190 BCLL 0.01 ' Rep Stress Incr YES WB 0.75 Hcm(CT) 0.37 10 n/a n/a BCDL 10.0i Code FBC2017/TPI2014 Matir Weight: 1601b FT=O% LUMBER - TOP CHORD x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 12x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1Row at midpt 7-13 REACTIONS. (IWsize) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2= 205(LC 8) IMax Uplift 2=-825(LC 10). 10— 825(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ila) or less except when shown. TOP CHORD 2-3=3315/2113, 3-5=-2515/1641, 5-6=-2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10=-5687/3567 BOT CHORD 2-15=-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 of live loads have been considered for this design. 2) Wind: ASCEi7-10; 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 Extei r(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Extedor(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss ha's been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSL7PI 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 8251b uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 A WARNING I Vedrydesf9n Peremetersend READNOTES ON TNISANUNCLUDEDMREKREFERANCEPAOEMIF7473mv. IG00,2015BEFOREUSE. Design void fpr use only with Mnek®connectors. IDls desl8n is based only upon parameters shown. and is for an indlvlduol burping component not a truss system, Before use, the bulltling designer must verify the opplicobllity, of design parameters and properly Incorporate this design Into the overall bulltling deslBn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MireW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricollon, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Quo lMy Cmeda, DSBA9.and 6CSI Buldi ng Component 6904 Parke East Blvd. Satalt raformatbnovallable from Truss Plate Institute, 218 N. Lee Sheet. Sure 312, Alexandria, VA 22314. Tampa, FL 33610 b Truss Truss Typa Oty Ply THE ROYALET13569632 11324 rTh A3 SPECIAL 1 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL age, ID:_k8GCA6bx7j2Sy1HDXFw7ye3KX.AXto1P73UsAMHE7K2AxBJCghg4vany8)G3uH4bzYOke 1-0- &0.1 140-0 21-IF 23-11-12 2fi-9-10 35.0-D 6-0- -0. 8-0.1 &11-15 T 2-11-12 2.9-14 8.2-6 6 d 54 = Axe = Scale =1:61.3 13 3x5 2x3 II Sx6 - 2.00 72 3x12 = = 8-0.1 8-0.1 I 7-8 -23-H-02 I 350.0153748 2-It 111-0.4 Plate Offsets (X,Y)-- 12:0-1-2,Edgel. (8:0-1-15,Edgel LOADING (psi SPACING- 2-04) CSI. DEFL. in (lot) Well Uri PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.69 VerULL) 0.72 10 >582 360 MT20 2441190 TCDL 7.01 Lumber DOL 1.25 BC 0.98 Ver(CT) -0.9810-19 >427 240 MT18HS 244/190 SCLL 0.0 Rep Stress Incr YES INS 0.74 Hom(CT) 0.35 8 r1/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 158 lb FT=0 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-0 0o pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hoe 2=-101(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3286/2122, 3-4=-2556/1711, 4-5= 3161/2095, 5-6=-3304/2150, 6-7=-5214/3232, 7-8=-5695/3643 BOT CHORD 2-13=-1853/3079, 12-13=-1853/3079, 11-12=-1338/2410, 10-11=-2826/4982, 8-10= 3331/5422 WEBS 3-13=0/293, 3-12=-854/595, 4.11=-480/959, 5-11=-360/724, 6-11=-2280/1355, 6-10=-1118/1934, 7-10=-530/515 NOTES- I I Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=45f ; L=50ft; eave=6D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any otherlive loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at 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 mec anical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 8. Walter P. Finn PEN IMI MiTek USA Inc. FL Cod 6BU 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 AaARNING Verlydealgaparametersend READ NOTES ON MIS AND INCLUDED Mins(REFERANCE PAGE MO7413rew. 1ZVXM015 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system Before use, the building designer must verify Me appllcablllty, of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, seeANSVrPII Quad INyCadillac, DSO-89 and SCSI Buydklp Component Informutbrpvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. ��• MiTek' 6904 Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type Ply THE ROYALS T13569633 m11324 A4 SPECIAL �Oty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.13u s mar-11 zuln mi I ex to. rnuma,2209;wauzmo Sx6 = 3x4 = 5x6 — 2x3 11 4.00 12 4 5 6 7 Scale = 1:61.3 V I A gJ;: 14 13 3x4 = 3x6 = 3x4 = 5.6 = 2.00 12 3x12 = 8-R-2 13-7-8 I 17-6:0 23-11-12 35-0-0 &8-2 411-6 3-10-B 6-5-12 11-0-4 r Plate Offsets (X,Y)— 12:0-0-6,Edgel,16:0-4-0,0-2-31.19:0-1-15,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.73 11-12 >572 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.98 11-20 >429 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress III YES WB 0.77 Horz(CT) 0.36 9 n/a n/a BCDL 10.0' Code FBC2017/TP12014 Matdx-MS Weight: 1601b FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=157(LC 9) ,Max Uplift 2=-825(LC 10). 9=-825(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3367/2256,3-4=-3093/2069,4-5=-2645/1853, 5-6=-3425/2347, 6-7=-5165/3301, 7-8=-5219/3301, 8-9=-5704/3714 BOT CHORD 2-14=-2000/3170, 13-14_ 1488/2537, 12-13=-2065/3480, 11-12=-2440/4196, 9-11=-3399/5431 WEBS 3-14=-429/415, 4-14=-323/584, 4-13=-142/386, 5-13=-1125/697, 5-12=-141/467, 6-12=-861/437, 6-11— 1145/2016, 8-11=-542/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=4514 L=50R; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-0-0 to 3-9-10, Intedor(1) 3-9-10 to 31-2-6, Extedor(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) All 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) ' This truss tias been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide rued anical connection (by others) of truss to bearing plate capable of withstanding 825111 uplift at joint 2 and 825111 uplift at joint 9. 1 I Walter P. Finn PE No1T839 III USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING VeN/y Cesignparametervandfuli NOTES ON THISANDINCLUDEDM?KHEFEHANCEPAGEMI47473rev. IdbL1a15 aEFOfiE USE �� Design valid for use only with Mmei connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always recall for stability and to prevent collapse with possible personal lniury and property dcmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS91Pli QualMy Crill DSM and BCSI Bulding Component 6904 Parke East Blvd. Safety Informaflonavaliable from Truss Plate InSflMe. 218 N. Lee Sheet Sulte 312, Alexantlrla. VA 22314. Tampa, FL 33610 Job ss Truss Type Ply THE ROYALE T13569634 m11324 TAr6u HIP �Oty 1 1 Job Reference (colonel) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industnes, Inc. Thu Mar 22 09:10:31 2018 Page 1 ID:_1dIGCA6bx7j2Sy1 HDXFw7ye3KX-6w7YS51 KOUR4XYHiAb_tOdlOkuf9FzMpANN09UzYOkc &7 -10 I 2184.0 I 2I 35-0.0 715 00.5 0.01 3B-o a 4.00 12 5.8 = 2x3 11 2x3 11 I 1. 5x8 = Scale=1:6o.3 4x5 =I 3x4 = 46 = 3x4 = 3x4 = 46 = 3x4 = 45 = I I , 1aa0 13.6-0 z-4-0 z6ao 35- O 10-0-0 3-8-0 7-8-0 ",a 10-0-0 Plate Offsets (X.Y)-- 12:0-1-14 Edge] [4:0-5-4 0-2-81 U:0-5d 0-2-8] f9:0-1-14 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.60 11-13 >424 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 HOrz(CT) 0.11 9 n/a rda BCDL 10.0, Code FBC2017/rP12014 Matrix -MS Weight: 1531le FT=O% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD ,2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (Ib/size) 2=111a/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Max Horz 2_ 133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10). 9=-739(LC 10) Max Gmv 2=1118(LC 1), 14=454(LC 19), 9=1206(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. FORCES. (Ib),- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1 2-3=-2600/2341, 3-4=-2215/1960, 4-5=-2527/2290, 5-6=-2527/2290, 6-7=-2527/2290, 7-8=-2531/2224, 8-9=-2880/2572 BOT CHORD 2-16=-2074/2444, 14-16=-1569/2065, 13-14=-1968/2527, 11-13=-1833/2382, 9-11=-2290/2707 WEBS 3-16— 495/599, 4-16_ 206/347, 4-14=541/820, 5-14=-526/591, 6-13=-234/311, 7-13=-182/282, 7-11=-355/492, 8-11=-444/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45H; L=50h; eave=6ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 16-9-7, Intedor(1) 16-9-7 to 18-2-9, Exledor(2) 18-2-9 to 25-0-0 zo6e;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 last bottom chard live load nonconcurrent with any other live loads. 5) ' This truss Has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6921b uplift at joint 2, 2191b uplift at joint 14 and 739 lb uplift at joint 9. Walter P. Finn PE No22839 M7ek USA, Inc. FL Cod 6934 6901 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Q WARNING =Verity parometemandREADEAD NOTES ON AND INCLUOEO MREK REFERANCE PAGE MI410T0 mv. idNMef6BEFOflE USE on'ydesignv Deslgn valltlfor use only with Mael� connectors. This design 6 based only upon parameters shown, and Is for on Intl oual building component, not 'g a huse systerr{. Before use, the bulltling designer must v.rify the applicability of design porometera and properly Incorporate thle design Intothe overall ��- bulltling dealOn. Bracing Indicated is to prevent buckling of individual hues web antl/or-hold members oniv Qtlonal temporary andpermanent bracing MiTek' Is always mq.1red for etablll y _no prevent collppae witn ppsslbl. peraonal lnlury antl p'.parry damage. For general Quidan.......ding Me fabn ..n, storage, d.".,. erection and br.."g of musses and fuss systems, seeANS9t911 Qua 18Mryy CdfsAp, DSB49 and 5G 1 Buildup Camp o...1 6904 Parke East Blvd. Sahy mlomiatbnovo11ob1e from➢uss plot. Imtltute, 218 N. Lae Sheet. Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T13569635 m11324 B COMMON �Qty 3 1 �THEIIOYAIE I Job Reference (optional) Chambers Truss, Inc., Fort Pierce,' L a.ruv s M., i, cm o im ien amwm, ,', ,,,u i..o. ..+. ..-. ID_khGCA6bxTjj25yl HDXFw7ye3KX-a6ZNR2ynnZxBhsvkJVmglHul5R Tdz016d1w. 4x6 = Scate: 1/2'=1' Plate Offsets (X Y)-- 12:0-2-I0 Ec1gel j4:0-2-10 Ec1ge] LOADING (psf)l SPACING- 2-M CSI. DEFL. in (loc) Udell Lrd PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.37 Ved(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 WE 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Weight: 4711c FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP N0.3 REACTIONS. (Ib/size) 4=510/0-8-0, 2=568/0-8-0 Max Horz 2=93(LC 9) Max Uplift 4=-292(LC 10). 2=377(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-967/954, 3-4=-966/952 BOT CHORD 2-5=-785/883, 4-5=-785/883 WEBS 13-5=-"315 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE i7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2pst BCDL=3.Opsh h=12N; B=451t; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Edm edor(2) zone;C-C for members and toes 8 MWFRS for reactions shown; L r b DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 4 and 377 lb uplift at joint 2. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6(i34 6904 Parke East Blvd. Tampa FL 33610 Data: March 22.2018 ,&WARNING �Vnfiydes19nparameferaend READ NOTES ON THIS AND INCLUDED MIT ICREFERANCE PAGE MIF7473mv. 10AUVOIS BEFORE USE eslgnvalitlf ruse onlywlmMRek®cnnectors.lhls degnb basetl onlyuponparametersshownand is for on lntllvdual buldngcomponentnot mBefore use, me bulltling designer must verity theoppllcobllty ofdesign parametersantl properlyIncorporae IN'design Info theoverall "!D uildingtleslgn. Bracing lntlicated is fo preventbucking oflndlvltlualfuss web and/orchortl membersnlyAtltllaonaltemporaryntl permanent bracing waysrequlreo losfbllltyantl to proven}collapse with possible personal Injury andpropertydamgeForgeneral Bultlonceregartling h bticotlon storgedelMeryrcaonnd brocingof busses and husssystems,seeAN611Goo''ry'yy Cmsdo,D5949 antl 6L61 BoldlnD Component Srd.y NformCtbrpvallabletrom Truss Plate InsnNfe. 21 B N. Lee Sheet, Sune 312, Alexantlrla, VA 22314. East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply i FALE T73569638 m11324 BH7 BOSTON HIP �Qty 1 1 ence (optional) Chambers Truss, Inc., Fort Pierce, FL a.130 s Mar 11 zula MI I ex mausmes, !no. I nu Mar z2 09:10:33 2018 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-217Jsn3aY5homrR5H007T2rL7iNJgG6dhsUEMzYOka 158 21£-0 9a-0 11-8-0 13fi 1 a 17-0-0 196-0 21U-0 23-6-0 25-6-0 29-0-0 35-e0 1-0-0 7-0-0 Me 2-0-0 2-0-0 I- 2-0-0 9 1 1-6-0 6- 2-0-0 2-0-0 243-0 741-0 1-GO Scale=1:62.6 4.00 12 5x6 = 12 14 16 35 -' 33 32 30 3z5 = 4.6 = 3x8 = 3x4 = 46 = 3x6 = 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0.0 71 7-0.0 7-0.0 Plate Offsets (X,Y)— 12:0-1-2 Edgel 128:0-0-2,Edgel LOADING (psq, SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.51 32-33 >826 360 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 32-33 >628 240 BCLL 0.01 ' Rep Stress [nor YES W B 0.48 Horz(CT) 0.14 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT=0 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 SP M 30 DOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing: WEBS 2x4 SP NO.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7,23 REACTIONS. (Ib/size) 2=1349/0-8-0, 28=1349/0-8-0 Max Horz 2=-223(LC 8) Max Uplift 2=-825(LC 10), 28=-825(LC 10) FORCES. (lb),- Max CompJMax Ten. -All foxes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3392/2640, 3-4=-1213/956, 4-8=-1157/946,8-9=-1145/979, 9-12=-1122/1028, 12-14=-1125/1090,14-16=-1124/1089,16-19=-1121/1028,19-22— 1145/979, 22-26=-1157/946.26-27=-1214/956, 27-28=-3393/2641, 3-5= 2373/2046, 5-7= 2376/2050, 7-10=-2376/2050,10-11=-2376/2050,11-13=-2376/2050,13-15=-2376/2050, 15-17=-2376/2050,17-18=-2376/2050,18-20=-2368/2046, 20-23= 2368/2046, 23-25=-2368/2046, 25-27=-2364/2041 BOT CHORD 2-35=-2358/3190, 33-35=-2360/3166, 32-33=-2652/3448, 30-32=-2361/3167, 28-30=-2358/3191 WEBS 3-35=0/284, 27-30=0/285, 3-33=-317/378, 18-33=-466/474, 27-32=312/353, 14-15=-405/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE,7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B--45ft; L=50ft; save=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 10-8-9, Exterior(2) 10-8-9 to 17-6-0, Interior(1) 24-3-7 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss halls 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 betweJ,n the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Wafterls. Finn PE No22839 fdiTek USA Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WA6NING �Ver'9009""Pan"no"raentl 9EAe Na7Es GN THIS A0 WCLUOEp"REK FEFENA`x PAGEMp]4Tl rev. id0320T5eEF0aE USE Design valid for use only with Mlrek connector. ihla deslgn a bcsetl only upon parameters shown, _d h for on IncMduol bulltling component, not a truss system4 Berore us. , the building designer mustverily the appircablllty of designparameters and properly Incorporate MIs deslgn Into the overall bulltl'notleslgn. Bracing Indiccted lsiaor. ventbucklIn, of lndlvldual truss web and/orcnor,membersonly. Addtonal temporary antl permanent bracing MiTek' Is always regJlredfor stability antl bprevent collapse with possible parwncl lniury antl properly damage. For general guidance regarding the fobriconon, storage, delNety erection and bracing of busses antl buss systems, see/1NSUIPII p��lNNyy Cmpdp, DS54W and SCSI euldkrp Comppnrrn} Spfoly In/om161bnovolloble from Truss Plate Institute. 218 N, Lee Sheet, Suite 312, 6904 Parke East Blvd. Tampa, FL Alexantlrlo, VA 22314. 33610 Job Truss City y E ReOeYAnLcE T73569637 m11324 GRA �TrussType SPECIAL 1 j Rfree optional) Chambers Truss, Inc., Fort Pierce, FL aruusmar rr auromrren 2.3] 12 40 = 410 = 19 4 20 04 = 21 5 22 64x10 = Scale=1:26.6 n ]d I 2x3 11 3x4 = 3x4 = 2x3 11 30 = 3x4 = LOADING (psf) TCLL 20.0' TCDL 7.01 BCLL 0.0, ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.18 BC 0.32 WS 0.06 Matrix -MS DEFL. in Vert(LL) 0.08 Vert(CT) -0.10 Horz(CT) 0.03 (loc) I/deB Ud 11 >999 360 10 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 58lb FT=0 LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid calling directly applied or 7-0-4 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (Ii/size) 2=770/0-8-0,7=770/0-8-0 Max Hom 2=-65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Max Grav 2=787(LC 17), 7=787(LC 18) FORCES. (Ib) I- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1798/1192, 3-4=1761/1197, 4-5=-1724/1169, 5-6=-1761/1190, 6-7— 1798/1137 BOT CHORD j 2-12=-1083/1685, 11-12=-1082/1692, 10-11=-1112/1724, 9-10=-1024/1692, 7-9=1028/1685 NOTES- 1) Unbalanced cot live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsk h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adejuate drainage to prevent water ponding. 4) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.apst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 Ito uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ib down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0. 113'Ib down and 146 lb up at 5-7-3, 60 Ito down and 129 Ito up at 5-11-0, 601b down and 129lb up at b-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 Ib up at 8-10-0, and 63 lb down and 139 Ib up at 9-8-8 on top chord, and 6lb down and 71b up at 4-1-8, 18 lb down and 15lb up at 5-0-0, 33lb down at 5-7-3, 39 Ib down at 5-11-0 39 Ib down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 16lb up at 8-10-0, and 6 Ib down and 7 Ib up at 9-8-8 on bottom chord. The cosign/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(5) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S� Standard 1) Dead + RooflLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 13_ 54, 3-4= 54, 4-5=-54, 5-6=-54, 6-8=-S4, 13-16=-20 Concentrated Loads (Ib) Walter P. Finn PE Na12839 P.39 Vert: 3=7(B) 4=64(B) 6=-64(B) 6=7(B) 12=-6(B) 11=-35(B) 10=-35(B) 9=-6(B) 19=-28(B) 20=-60(B) 21=-60(B) 22=28(B) MiTek USA, Inc. FL Cert 634 FL CBlvd. 23=-18(B) 24=-18(B) 6904 Parke Fast Tampa FL 3]810 , Data: March 22,2018 Q WARNING VeNty tlesl9n parammersaaCREADNOTES ON THIS ANDINCLUDED MMEKREFERANCE PAGE MILT4T3rev. 10A1Y1015 BEFORE USE Design void �r use only with R. connector. fits design Is based only upon parameters shown, and Is for an IndMducl bulidin8 component not a truss system'. Betore use, the bulltling designer muss v.1 the gPpllcgblllty of tlesl9n pgremefer antl properly Incorpargie tW design Into the overall bulltling desl�n. Bracing Intllcated is to prevent buckling ofnd vidudl truss web and/or chord members only. AddlSoncliemporory antl permanent bracing Mirek- ISDiwgysrequiredforstoblllty and fo prevent collapse wim possible personal Injury antl property tlamg0e. For general 0uldance reOaroln8lhe fdbrlcgtlon, storage. delivery, erection and brgcin0 of trusses antl buss systems, seeANSI/IPII Q-en ClBnle.OSo 9 antl aC51 BUBdbQ Compongnl 6904 Parke East Blvd. Safey Inlornielbrpvgllgble from Truss Plate Insnfute, 2l8 N. Lee Sneef: Suite 312 Ale..ndlki VA 22314. Tampa, FL 33610 Job Truss ss ype Oty Ply THE ROYALE T13569638 m11324 GRB �SMPECTIAL 1 1 Job Reference o tional TM.. rse. nn roll nnv enm o�net unamoers r was, Inc., 1-0- roll mar., FL 5.0.0 10.3.0 75-6.0 o.u...a Z ,. g3'o&: E-.3-.-S--4.-..,...9aU- ....-.-....____.._._P_-._ _ _. ID:_MiGCA66x7j25y1HDXFw7ye3KX-7hE3HS4g4ixV79aUPR26YTwmXV6MBjtP57LbIFzVGkV 21-fi-0 26.2.0 28-1-0fi-0- -0- 5.0.0 5-3-0 5-3.0 48-0 L11-0 Scale=1:62.4 I I as II 4x4 — 4,.00 12 4x8 = 3x4 = 3z6 = 2.3 II 4x4 = 9 3 25 26 4 27 Rf 28 29 5 630 31 32 733 34 35 8 j 1 2 10 11101 I 17 d d 18 36 37 17 38 16 39 42 14 0313 12 2x3 II 5z1 =4041 3x4 = 3.4 =3z6 3x4 = 3x4 = 3x6 = = 3x4 = 5.n.e 1nl 14.B.n 91.8-0 mi.n AL.ni 5-0-0 15-3-0 15.3-0 16-0.0 6-7-0 P6.11-0 Plate Offsets (X)l 13:01 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (too) Vclefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.1417-18 >999 240 BCLL 0.0, Rep Stress lncr NO WB 0.53 HDR(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 146 lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-15 REACTIONS. - All bearings 0-8-0. (Ib) - Max Hom 2=96(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=536(LC 8). 15=-846(LC 8), 14=-555(LC 8), 10=-314(LC 8) 'Max Grav All reactions 250 lb or less at Joints) except 2=787(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1773/1106, 3-4=-1406/944, 4-6=-304/595, 6-7=-304/595, 7-8=-304/595, 8-9= 702/344, 9-10= 719/323 BOT CHORD I 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=01331, 3-17=-297/158, 4-17=0/362, 4-15=-2076/1313, 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: ASCEl/-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50tt; eave=8tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2, 846 lb uplift at joint 15, 555 (b uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 257 Ito down and 341 Ito up at 5-0-0. 100 lb down and 129 Ito up at 7-0-12. 100 lb down and 129 lb up at 9-0-12. 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 Ito up at 13-0-12, 100 Ito down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 19-0-12, and 100 Ila dam and 129 lb up at 21-1-4 on top chord, and 83 It, down at 5-M, 39 He dam at 7-0-12, 39 Ito down at 9-0-12, 39 lb down at 11-0-12, 39 lb dawn at 13-0-12, 39lb down at 15-0-12, 39 lb down at 17-0-12, and 39 Ib down at 19-0-12, and39 lb 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 (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL tort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 Q WARNINGPVMfydesrm Paramefersead READ NOTES ON MIS ANGINCLUDED MIrEKREFERANCEPAGEMIIuMM rev. 101IYL015BEFOREUSE. Design valid f ruse only with MitelrlD connectors. this design is based only upon parameters shown, and is for an Individual bulltling componentnot a truss system, Before use, the building designer must verify the applicability of design parameters and properly Inte corporathis design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPIi Quo" ycMrtla. DS549 and SCSI Bulding component Safety Infomiatbn r oVoble from Truss Plate Immure, 218 N. Lee Street. Suite 312, Alexantltlo. VA 22314. Welk 69M Parka East BNd. Tampa. FL 33610 Jab Truss Truss Type Ply=THEROYAIET13569638 GRB SPECIAL �Qty 1 o tional Chambers Truss, Inc., Fort Pierce, FL 8.130s Mar 112018MITeklndusines,Inc. Thu Mar 2209:10:352018 Page ID-kfiGCA6bx7j2SyiHDXFw7ye3KX-?hE3HS4g4ixV?9aUPR2bYTw XV6MBjtP5?LbIFzYOkY LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: ;1-3— 54, 3-8=-54, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (Ib) Vert: 3=-160(F) 18=-45(F) 25=-60(F) 26=-60(F) 27=-60(F) 29= 60(F) 30=-60(F) 31=-60(F)32=-60(F) 33=-60(F) 36=-13(F) 37=-13(F) 38=-13(F) 39=-13(F) 40=-13(F) 41=-13(F) 42— 13(F)43=-13(F) QWANNINGIV"i Ceslgnpemmefem wdREAD NOTES ON TNISANU INCLUOEOMRKNEFEBANCEPAGEM67413mv. 1W 015aEFORE USE. Design vOlitl for use only with MBek®connectors. This design Is based only upon parameters shown, antl Is for an IndlvltluOl bulltling component. net a hush system! Before use, the bulltling tleslgner must verify the pppllcpbllity of design parameters antl properly Incorporate }his design Into the overall bulltling tlesldn. Bracing lntllcafetl is to prevent buckling of lntlivldudl fru9h web antl/or chord members only. AddlBoncl temporary and permanentbwcing 6 clwpyh req lretl for stability and fa prevent collapse with possible personal Infury antl property tlamage. For general gultlpnce regprtling the fobrlcoInfo storage, tlelNery, erection and bracing of husses antl hush systems seeAN51/RI I pY01M8yy CM�dp, OSB-09 antl BC81 BuldYlp Compon0nl SObry Inf0msa8omvclloble hom Truss Plate InsTNfe, 218 N. Lee Sheet, 8ul}e 312 Alexandria, VA 22314. MiTek' Tamp Parke 3361 Blvd. Tampa, FL 33610 Jab Truss Type Illy Ply T13569639 m11324 FrRC HIP 1 1 �THEIIOYALE Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a. i3v s Mar l i amo Mill emuaurcs, n, Tim mar«w.r�.o, 4.00 12 5x6 MT18HS = 5x8 MT18HS = 2K3 II 3x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 8 ab 10 as vo bo ar - m as Scale =1:60.3 3x5 = 2x3 11 3.6 = 6x1O = 6x10 = 3x6 = 2x3 11 3x5 = 8-0-0 1&8.0 21-4-0 27.JO 35-0-0 & &0.0 5-B-0 I 7-8-0 &&0 60 Plate Offsets (Xn— 13:0-5-4 0-2-81 [8:0-5-4 0-2-81 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.71 Van(LL) 0.22 11-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3113-14 >830 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Hom(CT) 0.05 9 n/a n/a BCDL 10.l Code FBC2017/TP12014 Mali% -MS Weight: 157 lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 2x6 SP No.2 REACTIONS. (Id/size) 2=41210-8-0. 14=358210-8-0. 9=1192/0-8-0 !Max Hall 2=-109(LC 6) ,Max Uplift 2=-299(LC 8), 14=-2133(LC 8), 9= 764(LC 8) IMax Grav 2=423(LC 17), 14=3582(LC 1), 9=1194(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-hoc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 1 Row at midpt 3-14, 5-14 FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (I d) or less except when shown. TOP CHORD 2-3— 377/225, 3-4=-1093/1954, 4-5— 1093/1954, 5-7— 1943/1220, 7-8— 194311220, 1 8-9=-2776/1671 BOT CHORD 12-16=-154/317, 14-16=-160/350, 11-13= 1475/2624, 9-11=-1464/2591 WEBS 3-16=-200/679,3-14=-2514/1528,4-14=-641/586, 5-14=-2674/1707, 5-13— 1124/2080, 7-13_ 592/548, 8-13= 760/483, 8-11=-201/684 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEl7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Ops1; h=12ft; B=45ft; L=50h; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit betwe4n the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2, 21331b uplift at joint 14 and 7641b uplift at joint 9. 8) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 312 Ib up at 8-0-0, 107 Ib down and 173111 up at 10-0-12, 107111 down and 173 lb up at 12-0-12, 107 lb down and 173 Ib up at 14-0-12, 107 Ib down and 173 Ib up at 16-0-12, 107 Ib down and 173111 up at 16-11-4, 1071b down and 173 Ib up at 18-11-4, 107111 down and 173 Its up at 2041-4. 107 Ib down and 173 Ib up at 22-11-4, and 107 Ib down and 173 lb up at 24-11-4, and 182 lb down and 312 Ito up at 27-0-0 GOOD chord, and 411 Its down and 242111 up at 8-0-0, 79 Ib dawn and 1 lb up at 10-0-12, 79 Ib down and 1 Ib up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 It, down and 1 Its up at 16-0.12, 79 Its down and 1 lb up at 16-11-4, 79 Ib dawn and 1 lb up at 18-11-0, 791b down and i Ib up at 20-11-4, 791b down and 1111 up at 22-11-4, and 79 lb down and 1 Ib up at 24-11-4, Waiter P. Finn PE No.22839 and 411 fib down and 2421b up at 26-11-4 on bottom chord. The designIselection of such connection device(s) is the responsibility MiTek USA, Inc. FLCert6634 of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East BNd.Tampa FL 33610 Date: LOAD CASE(S) Standard March 22,2018 Q WARNING! Pedlydeelyaperemelareamd READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM/F7479rev. 1N0.1Ne15BEFORE USE. Design vold (or use only with MBekG connectors. This design Is based only upon parameters shown, and Is for on IndNitlual building component, not �' B a truss system, Before use, the bundling designer must verify The opalcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only, Additional temporary and permanent bracing p�E MiTek Is always required for stablllty and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quo' XyCAteds, bSB49 and SCSI Bull Component 6904 Parke East Blvd. Sal mfonnatlonavollcbie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply THE ROVALE T13569639 M11324 GRC HIP 1 1 Jab Reference (optional) ChambersTruss; Inc., Fart Fierce, FL ILOAD CASE(S); Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-3=-54,3-8=-54, 8-10=-54, 17-20=-20 p..3usmen ii m,u n,,. K ma,uoo,,,.age ID:_kfiGCA6ba7j2Sy1 HDXFw7ye3KX-x3Mgi864cKBDFTksWs53du?1 EJjDFLUYJgiN7zVOkW Vert: �3=-126(B)6=-107(B) 8=-126(B)15=-50(B) 16=-411(B) 11=-411(B) 12=-50(B)23=107(B) 25=-107(B)26=-107(B) 27=-107(B) 28=-107(B) 29=-107(B) 30={07(3)32=-107(B)33=50(B) 34=-50(B) 35=-50(B) 36=-50(B) 37=-50(B) 38= 50(B)39=-50(B) AWARNING1IfeN/ydeelgnpemmefrmanEREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEMIN47]mv.IGTY10150EFOREUSE. Design valid for use only with M6ekk, connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a from system'Before usethe bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building dI Bracing indicated is to prevent buckling of inalvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always repaired for stoblllty and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, aallvery, erection and bracing of trusses and Fuse systems, seeANSl/I911 CualBy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbnovelloble from T�pse Plate Insf lute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tahoe, FL 33610 Only Ply THE ROYALE T13569640 F01'1324-7�:��M�ONOTRaUSS 2 1 Job Reference o donal chambers Truss', Inc., Yon Flerce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Mail L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL O.Oi ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix -MP LUMBER- I TOP CHORD ?x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical IMax HDrz 2=48(LC 10) Max Uplift 3— 4(LC 7), 2_ 140(LC 10) Max Gmv 3=11(LC 15), 2=118(LC 1), 4=17(LC 10) FORCES. (lb) - Malt ComplMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE;,7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Em" , GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) *This truss Has been designed for 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) Reier to giidCr(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3 and 1401to uplift at joint 2. WabrP. Finn PE No22839 IAiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 222018 I QWABNWGI VeNlydeclenpemmerereend READNODES ON TNISANDINCLUDEDMITEKNEFERANCEPAGEMIF74M... 10=2DISBEFUNE USE Deslgn valid for use only with Maek® connectors. fih design Is based only upon poromo'oo shown, and Is for an Indivlduol building component, not ��- a true system', Before use, the building designer must verity the oppllcablllly of design parameters antl properly Incomorote this design Inlo the overall bulltling design. Bmoinglndicoted is to prevent bucklingaflndlvidual truss web and/.'chord members only, Addlllonpl temporary and permonent bracing MiT®k' s alwaysrequired for atablllty and to prevent collapse wth possible person.[antl property damage. For general gultlanceregaIding Me fobrlcollon, storage, tlelNery, erection and brocing of trusses and truss systems, seeAN3VIP11 CualXXyy Cmrrdo, DSas9 and a61 aultlbD Component Safoty inlomiatbrravallable from Truss Plate Institute, 218 N. Lae Street Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply THE ROYALS T13569641 m11324 J2 MONO TRUSS 4 J— 1 Job Reference (optional) Chambers Truss, Inc., Yon Ylerce, FL o..ao s mm i i ce i6 waT . mu—m..' ;.— 7— - cc ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-PGwGwU6jNdJ4scJ34ZcIA5YLMjCrOCumZFVnYCkV -1-OPO 2-0-0 1-0-0 2.0.0 Scale =1:7.8 4 3x4 = 2.0-0 LOADING (last), SPACING- 2-0-0 CS]. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BOLL 0.0' ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0� Code FBC2017/TPI2014 Matdx-MP Weight: 8lb FT=0 LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD BOT CHORD 4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=37/Mechanlcal, 2=141/0-8-0, 4=23/Mechanical Max Horz 2=67(LC 10) Max Uplift 3= 28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=42(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb): Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=12ft; B=45N; L=50ft; eave=6N; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MA FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live Iliad 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 betwebn 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 28lb uplift at Joint 3,136 lb uplift at joint 2 and 3 It, uplift at joint 4. WalterP. Finn PE Nc.22939 MiTek USA, Inc. FL Cud e930 6904 Parke East Blvd. Tampa FL 33910 Date: March 22,2018 Q WARNING IV- Cealgn porm"''santl READ NOTES ONTHIS ANG INCLUDED MlIEK BEFEBANCE PAGE M6)4YJrev. ibAal10f6eEFaaE USE. Deslgn valitl ror use only with MReI� connectors. ibis design Is based only upon param.ton shown, and Is for an IntllAdual building component not a truss system: Before use, Me bullding designer must verify Ma appllcablldy of design par ..t-rs and properly Inaorpprate 1W design Into Me overall O'- bull..ng design. Bracing lndlcated Bfa prevent buckling of indivldual imss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always regJlred for sfablllN antl fo prevent collapse with possible personal Inlury and property damage. For general gultlance regartling the fobtlmtlon, storage, tlelNery, erection antl bracing of busses and buss systems, seeANSU1P11 p�.lMy CMrrdD, D8Bd9 antl BC31 BuFdhp Camadmemt Soloty udder lbrxrvallable from Truss Plot. Insntufe. 218 N. We St Suite 312, 6904 Parke East BNd. Tampa, FL eet Alexandria. VA V 1d. 33610, Job Truss Truss Type Oty Ply THE ROYALE I T73569642 m11324 J3 MONO TRUSS 2 1 Job Reference (optional Chambers Truss, Inc.. Fort Yleme, FL 6 3A = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (fee) Vdefl L/d TCLL 20.0; Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 360 TCDL 7.0, Lumber DOL 1.25 BC OA7 Vert(CT) -0.01 4-7 >999 240 BCLL O.Oi ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10 Code FBC2017/TPI2014 Matrix -MP LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD �x4 SP No.3 BOT CHORD REACTIONS. '(Ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Harz 2=85(LC 10) 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. Comp./Max. Ten. -All forces 250 (16) or less except when shown Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 11It, FT=O% Structural wood sheathing directly applied or 3-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=121t; B=45ft; L=50ft; save=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss had been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54lb uplift at joint 3, 147 lb uplift at joint 2 and 4lb uplift at joint 4. Wader P. Finn PE No12639 MiTek USA Inc. FL cent 6634 69U Parke East Blvd. Tampa FL 3361B Date: March 22,2018 I A fARNANG VeNly design paremefemend READ NOTES ON THIS ANO/NCLUOED M?EKREFERANCE PAGE MIF]aiJ ev. lamY aisEFORE USE Design valld for use only with MRekc connectors. Ths tleslgn a basetl only upon parameters shown, andIs far an IndMtlual builtling component, not a fiuss rysteml Before use, the bulltling tleslgner must verlN the appllCablllry of tleslgn parameters antl properly Incorporate this tleslgn intothe overall bulltling tleslgn Bracing lno cated b fo prevent buckling of lndlvlduoltmssweb and/orohord members only.. Additional temporary and permanent bracing b al ways re cussed for stablllN and to prevent collapse wim possible personal lnfury and property damage. For general guldance regarding the tabricotlon, storage, delivery, erection and bracing of trusses and hus5 systems. seeANSU1P11 Q-sd C.1f.da, DSBA9 antl BC51 Building Come onpnt Sa6My Infoon6tbnwollobl. from Truss Plot. Ins,tute. 21 a N, Lee Sheet. Suite 312, Alexandria, VA 22314. ��• MiTek' 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply THE ROYALE r T13569643 m11324 J4 MONO TRUSS 4 1 Job Reference o tional unamoers rmss, mc., ron nerce," ..._.Um ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-tSUa7g7L7xRxuFeH7xjJ5So6UM7eD77dJpROzYOkU 3x4 = 4 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0, Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0, ' Rep Stress their YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[rP12014 Matrix -MP LUMBER - TOP CHORD 'Fx4 SP No.3 BOT CHORD 2x4 SP No.3 I REACTIONS. l(lb/size) 3=89/Mechanical, 2=206/0-8-0, 4=50/Mechanical 'Max Horz 2=104(LC 10) Max Uplift 3=-79(LC 10), 2=-161(LC 10), 4=-e(LC 10) Max Grav 3=97(LC 15). 2=206(LC 1), 4=67(LC 3) FORCES. (lb):- Max. Comp./Max Ten. -All forces 250(Ib) or less except when shown. Seale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=O% BRACING - TOP CHORD Structural woad sheathing directly appliedor4-0-0 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult-165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=60; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as 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 betwe n the bottom chord and any other members. 4) Refer to girdBr(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791b uplift at joint 3, 161 Ib uplift at joint 2 and 81b uplift at joint 4. WalterP. Finn PE No22839 IATek USA, Inc. FL CUN634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 Q WARNING! Verity design parameters and READNOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMI.7473rex. 10,03rz015 BEFORE USE. Design valid for use only with MBe'x® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component not a truss system, Before use, the building designer must verily the applicablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Isalwaysrequiredforstabllltyandtopreventcollapsewith posdbie personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN91/IPII CualNByy Creedal. DSB49 and SCSI Building Component Safety Informatlanavollable from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria VA 22314, MiTek- SON Pence East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T73569644 m11324 JS MONOTRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 2018 Mil Industries, Inc. Thu Mar 22 09: 3x4 = Scale=1:12.7 so-g LOADING (psfi SPACING- 2-0-0 CSI. DEFL. in (too) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(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 Hom(CT) -0.00 3 rate Na BCDL 10.Oi Code FBC2017/TPI2014 Matrix -MP Weight: 171b FT=0 LUMBER- I BRACING - TOP CHORD 2.4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115IMechanical, 2=243/0-e-0, 4=63/Mechanical Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10), 2=177(LC 10). 4=-9(LC 10) Max Grav 3=125(LC 15), 2=243(LC 1).4=87(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. NOTES- 1) Wind: ASCE17-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss flas 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 1041b uplift at joint 3, 1771b uplift at Joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No.22039 Mi7ek USA, Inc. FL Cliff 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING Verify design paramefersand READ NOTES ON MIS AND INCLUDED MIrEKREFERANCE PAGE MIF1473rev. lVatoi BEFORE USE. Design valid for use only with Mirk® connectors. R4s design Is based only upon parameters shown, and Is for an Individual building component, not a truss system; Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for noblllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems sooANSUIPI1 QuallBlyy CmM �, DSB-89 and SCSI Bull component Sal Infonnotionavollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THE ROYALE T73569645 m11324 J6 MONO TRUSS 4 1 Job Reference (optional) F\.1nrM n0.1n•An7MG Panc1 Gnambers l russl inc., r oR nerve, r-L 11 ID:_kfGCA6bx7j2Syl HDXFw7ye3KX-Le2yKA8zuFZo6wTRC_emFW deEWits5TSEH2MzSZYOkT Scale = 1:14.3 3x4 = a LOADING (psi) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0I Plate Gdp DOL 1.25 TC 0.34 Vert(LL) 0,11 4-7 >664 360 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.11 4-7 >652 240 BCLL O.O ' Rep Stress Inor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 12x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 10) Max Uplift 3= 129(LC 10), 2=192(LC'10), 4=-8(LC 10) Max Grav 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) FORCES. (lb) F Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 201b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 9=45ft; L=50h; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown;Lumtier 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 betwein the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide mecPical connection (by others) of truss to bearing plate capable of withstanding 1291b uplift atjoint 3,192 lb uplift at joint 2 and 811a uplift at joint 4. Waller P. Finn PE NoR2039 Mires USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING �Verltytleslgn parameters antl READ NOTEa ONTHIS AND INCLUDED MIiEKREFERANCE PARE MI474Yl rev. 1DN1�1a156EFORE USE. Design valId for use only wifh MRals� connectors. finis design Is based only upon parameters shown, antl Is for an Individual bulltling component not OF o fruss systems Before use, the bulltling tles1 nor mustvatlfy the appllcablllfy of design parameters and propeI Incorporate this daslgn Info the overall bulltling de sign. Bracing lntllcated is to prevent buckling of lndlvId buss web antl/or chortl members only. Atldalonal temporary antl permanent bracing MiT®k' 's always required for sfablllN and to prevent collapse with possible personal Injury antl property damage. For general guldance ragording the fobricotlon stbroge, Swaly wformalbnovollobl. tleliv-rY erection and bracing of busses and tacs systems, c.aMS611 Cua11N CMrrdo, DSB-09 and aC91 eu10Np Companenl from buss plate Institute, 216 N. Lee Sheet Sutie 312. Aiexondrlo."22 14. 6904 Parke East Rlvtl. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE T73569646 m11324 JB MONO TRUSS 11 1 Job Reference o tional Chambers Truss; Inc., Fort Pierce, FL 1 3x4 u.1 Ju a Mani 2018 Ml r ek industries, Inc. I nu mar 22 0916:4 r 2018 Page! I D:kFmsnOwY419Zh0_nM3lc6ylJ9g-prcKY W 9bfYhfj42dii97okA1 m7HbYilTxovW mYOkS 7-D-0 7-00 Scale = 1:17.7 Plate Offsets (X,Y)— 12:0-3-14,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BOLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 Be FT=20% LUMBER - TOP CHORD x4 SP M 30 BOTCHORD 4SPM30 REACTIONS. I(Ib/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hoa 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) ,Max Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb); Max. CompufMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=120; 8=59h; L=36N; eave=5H; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 betwe8n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 3, 226 lb uplift at joint 2 and 13 Ib uplift at joint 4. WaiterP. Finn PE No.22839 MiTek USA Inc. FL Can 6634 69M Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING;Verify deslgnparemetere and READ NOTES ON MIS AND INCLUDEOMRENREFERANCE CAGE MX7473rev. tassel BEFORE USE. Design valet fpruse only wrn MBekO connectors. This design is based only upon parameters shown, and is for an Individual building component not a true system, Before use, the bullding designer must verlty fire appllcablllty of design parameters and properly Incorporate this design Into the overall �r- ■` building design, Bracing indicated is to prevent buckling of lndNldual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of trusses and truss systems, WoANSUfPII CualMy CdlBda, DSB-B9 and SCSI Building Component Safety Infemmtle from Truss Plate Institute. 218 N. Lee Street, Suite 312, V14, 6904 Parke East Blvd. Tampa, FL ovallable Alexantlrla. VA 22 33610 Job Truss Type city Ply=Referenm T13569647 m11324 FJA MONO TRUSS 2 Chambers Truss, Inc., 1-on Fierce, rL 1 , ID_k8GCA6bx7j2Sy1HDXFW7ye3KX-prcKYW9bfYhfj42dli9?okAsc DBbYlTxovWmYOkS 4 3x4 = Scale = 1:8.3 LOADING (psi SPACING- 2-0-0 CSI, DEFL. in (too) Udall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.09 Vert(GT) -0.00 7 >999 240 BCLL 0.01 • Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 9lb FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. ;(Ib/size) 3=45/Mechanical, 2=150/0-8-0, 4=28/Mechanical Max Hare 2=73(LC 10) Max Uplift 3=-37(LC 10). 2= 139(LC 10), 4=-4(LC 7) Max Grav 3=50(LC 15), 2=150(LC 1).4=37(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12ft; B=45N; L=50N; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Luni 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 beading plate capable of withstanding 37 lb uplift at joint 3, 139 Do uplift at joint 2 and 4 Its uplift at joint 4. WalterP. Finn PE No.22839 MITek USA Inc. FL Cad eSU 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 REFEshownPAGE USE NOTES ONTHISIs eIonly Design we onlyderiwith connectors, basedupeMara dIsfo1anIndiidual br59EFORE design Is basedonlyuponparametersmown,antl Is for an Individual buildingcomponent,not compon DesignyalM foruseonly, the MRe4®connecers. must atruss mustverify Incorporate his design Into theoverall use,thebulldlIs gdemjBefore bullring tleslgn. Bracing atedis prevent In IvIducaruss etleslgnparameterandproperly chord only. and permanent bracing of lntllvlduclhusswebry MiTek' revert obuckling Is always required stability collapse with po tydamamembers Injury and property and damage. general guidance re ing the for stability and to grand fabrication, storage, b and truss deltsia,ill erection gntl bracing of pusses and puss systems, saeAN9gIP11 Coolly a. DSO-89a and Qual BCnce Building DSBd9 and sC31 aultlbp Component Comp Sahh Nlormatbrgvallable from Truss Plate Institute, 218 N. Lae Sheet Suite Tamp Parka Blvd. Tempe, FL atio o 4, 312, Alexantltla. VA 2231d. 3East361 33810 Job Truss Truss Type Orly Ply THE ROVALE i T73569648 m11324 JB MONO TRUSS 2 1 ' Job Reference optional) Onamaers I rues, Inc., ran Inside, rL Scale=1:12.5 3x4 = 4 I 5-5-11 5.5.11 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 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 0.01 Rep Stress loci YES W B 0.00 Horz(CT) -0.00 3 Ida n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MP Weight: 191b FT=0 LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puriins. BOT CHORD x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-0 oC bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=269/0-8-0, 4=63/Mechanical Max Horz 2=114(LC 10) Max Uplift 3=-109(LC 10), 2=-206(LC 10), 4— 6(LC 10) Max Gray 3=127(LC 15), 2=269(LC 1).4=90(LC 3) FORCES. (Ib) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEi7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hats 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 109 lb uplift at joint 3, 206 lb uplift at Joint 2 and 6 Ile uplift at joint 4. Wafter P. Finn PE No.22839 fdiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Dale: March 22,201 B ,&WARNING IVed1ydes1g0paramereIsar BEAD NOTES ON THIS AND INCLUDED MITEKNEFERANCE PAGE MPlslnrev. 100=015 BEFORE USE. Design valid fpr use only with MRekO connectors. Ibis design Is based only upon parameters shown, and Is for an Individual building component, not a hum system, Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNldual hum web and/or chord members only. Addronal temporary and permanent bracing MiTek' Is always reaulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcalion, storage, delivery, erectlon and loncing of trusses antl truss systems. seeANSU1PII CualMMyy CRrrda, DSBd9 and BCSI Building Component 6904 Pane East Blvd. Safety InfomaatbMvallabie from Truss Plate Institute, 218 N. Lee Shoot, Suite 312, Alexontlrlo. VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oty Ply T13569649 m11324 JC MONO TRUSS � (optional) tmamuers i russ, ina, ruu rimca, ..__....._..__._..... _.....___...__I..._. ID_kfiGCA6bx7j2Sy1 HD%Fw7ye3KK-mDj5zBArBAXNZOBOt7BTtgFC5kwg3SCawFHOanzYOkO -1-o-D 1-1-4 r 1.0.0 1-1-4 Scale =1:6.2 4 3x4 = LOADING (psQ SPACING- 2-" CSI. TEFL in goc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5lb FT=0 LUMBER- I BRACING - TOP CHORD ?x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. gb/size) 3=11/Mechanical, 2=119/0-8-0, 4=4/Mechanical 'Max Horz 2=50(LC 10) Max Uplift 3=-6(LC 7), 2— 138(LC 10) Max Gmv 3=14(LC 15), 2=119(LC 1), 4=14(LC 10) FORCES. (lb),- Max- CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psq BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumtier DOL=1.60 plate grip DOL=1.60 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 betwetin 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 6lb uplift at joint 3 and 1381b uplift at joint 2. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cert 6634 6904 Parke East BNtl.Tampa FL 33610 Data: March 22,2018 I WARNING1v`r/ry tlealen parameters end READNOTES "s ANOWCIL DMfr REFERANCE PAGE We'r " re¢"`x"a`15 BEFORE USE. Design valitl+anise only with Mrek®connact. In tlesign is basetl only upon parameters shown, antl h for an lntlMtlual builtling component,not eg up �� a trusscystersj. Before use, the b dsl otl.sk`2 must verity the a"r.colr, of design parameters antl properly Incorporate this designInfo Me overall bulId design.Bradnglntlicotetlistopreventbucklingoflntlivldualtmssweband/or chord members only. Adtllilonaltemporaryandpermanentbracing MiTek' Is always required for sfobllity antl to prevent collapse wlfh possible personal Injury and propeM damage. For general gultlanca regartling the fobrkatlon, storage. d.".ry erection and brocing of trusses and truss systems, seeANSVIPit Ceal CmedD, Des 9 and BC51 BukdhrD Camponpnf fieo4 Parka Eest Blve. Safety mfonnalbaovailpble tram Truss Plate Institute, 218 N. Lee SM1eet. Sulfa 312, Ale.antlrlo, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE • T7356965D m11324 KJ5 MONOTRUSS 1 1 Job Reference (optional) cnamoers I was; Inc., Von Fierce, rL 2 3x4 = a.rwsnorn��r� nnrnnnruusues, inc., rnyer ID:_k1iGCA6bx7j2Sy1 HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9F9Wks73SCawFHOanzYDkO 2.83 F12 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (lot) I l Lid TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.34 Vert 0.09 4-7 >923 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >563 240 BCLL 0.0 ' Rep Stress Incr NO W6 0.00 Hord(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- I TOP CHORD 2.4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=194/Mechanical, 2=233/0-11-5, 4=94/Mechanical Max Horz 2=109(LC 8) lMax Uplift 3=-174(LC 8), 2=-191(LC 8) Max Grav 3=198(LC 13), 2=233(LC 1), 4=133(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.7 3 4 PLATES GRIP MT20 244/190 Weight: 231la Fr=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; 13=451k L=50N; eave=6D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss lias 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 to uplift at joint 3 and 191 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD CASE(S) Standard 1) Dead+ Roof, Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2= 54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-e, B=-8) Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING= VeHlydeslgnpaemetetsand READ NOTES ON THIS AND INCLUDED M/TEKREFERANCEPAGEMM1T473mr, I&VIV015aEFORE USE Design volld or use only win MRek®connectors. This 'design is based only upon parameters shown, and is for on lndlvlduoi building component not a truss systa Before use, the bulltling designer must verify the appllccblllN of design parameters and property Incorporate this design Into the overall bulltling dad n. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabaity, and W prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems seeANSI/IPII pualMy CMsda. DSB49 and BCBI Building Component 69M Palle East Bisd. Safety mformalbmvailable from Truss Plate l0antuts, 218 N. toe Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss TypeOry Ply THE ROVALE •T73569651 ;Job�::.Truss KJ8 MONO TRUSS 2 1 Job Reference o tional Chambers Truss; Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:10:44 20 2 LOADING (psf) TCLL 20.01 TCDL 7.0 BCLL 0.0 BCDL 10.0: 3x4 = LUMBER - TOP CHORD PX4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress her NO Code FBC2017/rP12014 13 2.83 12 14 15 Scalek 3x4 = 5 CSI. DEFL, in (fee) Vdefl L/d PLATES GRIP TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 BC 0.25 Vert(CT) -0.10 6-9 >999 240 WB 0.35 Horz(CT) 0.01 5 n/a rVa Matdx-MS Weight: 44 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. REACTIONS. (Ib/size) 4=90/Mechanical, 2=465/0-11-5, 5=409/Mechanical [Max Horz 2=178(LC 8) Max Uplift 4=-91(LC 8), 2=-332(LC 8), 5= 223(LC 8) FORCES. (Ib); Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-875/541 BOT CHORD ' 2-6=-535/942, 5-6=-535/842 WEBS 3-6=-1/287, 3-5=-923/587 NOTES- 1) Wind: ASCE17-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ff; L=50ft; eave=6ff; 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for 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 S. 6) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 lb up at 2-11-0. 38 Ib down and 61 lb up at 2-11-0, 8lb down and 106 lb up at 5-8-15, 8 lb down and 106 Ile up at 5-8-15, and 42 lb down and 145 lb up at B-6-14, and 42 lb down and 145 Ib up at 88-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0. 11 lb down and 311Ib up at 5-8-15, 11 Ile down and 31 lb up at 58-15, and 31 lb down and 14 Ib up at 8-6-14, and 31 lb down and 14 Ito up at 88-14'on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). LOAD CASE(Sy Standard 1) Dead+ Roof[Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert; 1-4= 54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-5(F=-3, 9=8) 12= 83(F--42, B=-42) 13=14(F=7, B=7) 14=-21(F— 11, B— 11) 1S=-50(F=-25, B=- I5) Walter P. Finn PE No.22839 MiTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WANNING VeMy design psnsmafers BndNEAD NOTES ON MISANDNCLUDEOMWEKNEF£NANCEPAOEMn-74"MK 1NAY10r56EFONE USE Design v011tl jor use only with Mnek®connectars. TW deign Is based only upon parameters shown, and Is for an IntlNltlual building component, riot a truss system;. Before use, the bullding designer must verity the appllcoblllN of design parameters and properly Incorporate this design Info }he overall ��• buldngdedgn.Bracingindicafed a to prevent buckling of 1. Idual truss web end/ orche'd members Only. Additional temporary and permanent bracing MiTek' Is always requlretl for stability ontl fo pre vent col lapse with passible personal lNury and prapedy damage. For general guidance regarding the fobricotion, storage, us,Ncry. erection ontl brocmg of ...a ontl I. systems sea SVIPIt Cue16y CM�M, DSS-0V and SCSI M11dh1p Cpmpamnt 6904 Parke East BNd. Seth mlolmalbrxnaaoble from Truss Rate InstiMe, 21B N. Lee Sheet S.R. 312 Alexondaa. VA 2231,. Tampa, FL 33610 Job I Truss Truss Type Oty Ply THE ROYALE , T73569652 m11324 KJA MONO TRUSS 2 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 4-2.9 3x4 = a.a98 s Mar 11 2m b MI let InOUSmes, Inc. I nu Mar ez ue: Scale = 1:13.6 6-0-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.21 Ven(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.17 Vert(CT) -0.07 4-7 >974 240 SCLL 0.0 - Rep Stress [nor NO WB 0.00 Horz(CT) 0.00 2 r/a n/a BCDL 10.0i Code FBC2017/rP12014 Matrix -MP Weight: 2016 FT=O% LUMBER- I BRACING - TOP CHORD 64 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=181/0-9-11, 4=69/Mechanical Max Horz 2=97(LC 8) Max Uplift 3=-129(LC 8). 2=-150(LC 8) Max Grav 3=145(LC 13), 2=181(LC 1), 4=104(LC 3) FORCES. (I1b)1- 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=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Ijas 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 girdbgs) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1291b uplift at joint 3 and 150 lb uplift at joint 2. 6) In the LOAD.CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(Sy Standard 1) Dead+ Roof, Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-54 Trapezoidal Loads (pIQ Veil: 2=0(F=27, B=27)-to-3=-81(F=-14, B=-14), 5=0(F=10, B=10)-to-4=-30(F=-5, B=-5) Walter P. Finn PE No.22839 III USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 B AWARNING-VerfifydeslSnparsmefersandREADNOTES ONTHISANDINCLUDED Mm KREFEFANCEPAGEMIF74"ar ..10 015HUGHEUSE Design valid jor use only with Mreka➢ connectors. This design Is based only upon parametea shown, and Is for on Individual building component, not a truss systeaj, Before use, the bulltling designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSVIPII QualWByCrli OSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Bdormatio avalloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandra. VA 22314. Tampa, FL M610 Job Truss Truss Type Ply THE ROYALE , T73569653 m11324 KJB �Qty MONO TRUSS 2 1 Job Reference o tional Chambers Truss; Inc., Fort Pierce, FL .1-2-9 3x4 = 8.13u s Marl i Lul a MI IeK industries, me. 1nu Mar ee uu:lu:4o zula rage ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-IcrrDlC6jnB5ChLP_YExyaLZIXbOXMitOZm7lgzYOkO Scala =1 r11.7 4-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Hall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.00 Hom(CT) 0.00 2 n/a We BCDL 10.0 Code FBC2017/TPI2014 Mardi Weight: 17 to FT=O% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fib/size) 3=95/Mechanical, 2=148/0-9-11, 4=46/Mechanical Max Harz 2=75(LC 8) Max Uplift 3=-84(LC 8), 2=-136(LC 8) Max Gray 3=95(LC 1), 2=148(LC 1), 4=77(LC 3) FORCES. (Ibi 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=4.2psh BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss lias been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3 and 1361b uplift at joint 2. 6) In the LOAD ICASE(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 l Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert! 1-2=-54 Trapezoidal Loads (plp 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.22939 MITek USA Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 0WARNING'-Vetlrytleslgnpmame(ers.dREAD NOTES ON THISAND INCLUDED M? KREFENANCEPAGEMIP74M mv. 1"JA 15 SEFONEUSE. Design vallo(or Use only with Mliconnectors. This design is based only upon parameters shown, and is for an Individual bulltling component not a buss systertl, Before use, the bulltling designer must verify the oppllccbillry of design parameters and properly Incorporate this tleslgn Into the overall building design, Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fabrication storage, dellvery, erection and bracing of trusses and truss systems, seeANSt/IPtI Quality Cmrrlla, DSM9 and BCSI Building Component Sal�y Inlorma6grpvallable ham truss pate IratiMe. 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Ory Ply THE ROYALE • T13569654 m11324 MV2 VALLEY 1 1 Job Reference (optional) ChambersTmssInc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:10:46 2018 Page 1 ID-kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AoPDbDDkU5JygrwbYFIAVntlPmUGpyl cDVgB6zYOkN 2-0-0 2-0-0 4.00 12 3x4 LOADING (Pat): SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 20.0' Plate Grip DOL 1.25 TC 0.04 Ved(LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 2 n/a I BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- I BRACING - TOP CHORD 2x4SPNo.3 TOP CHORD SOT CHORD 2x4 SP N0.3 BOT CHORD REACTIONS. '(lb/size) 1=41/2-M,2=30/2-M,3=11/2-M Max Harz 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. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT=0 Structural wood sheathing directly applied or 2-0-0 oc puffins. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12d; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requirga 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 lias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 301b uplift at joint 2. Scale -1:6.1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING I VerUydsslgn,;wa cI..dREADNOTES ON THISAND INCLUDED M9EKREFERANCEPAGEMIF7r1l3mv. 10IM31015BEFORE USE. Design valid for use only with MBek® connectors. This d9slgo Is based only upon parameters shown. and Is for on Intllvldual building component not a truss system, Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate Mrs design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requtred for stability, and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding Me fobrica6an storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CuaIM [reads, DSB49 and BCSI Building Componesm 6904 Pa*s East Blvd. Safety Infomiationaooiiabie from Tmss Plate Institute, 218 N. Lee Sheet Suite 312 Mexondna, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE ROYALE ' T73569655 m11324 MV4 VALLEY 1 1 Job Reference o tional Gnambers Irusst me., ron rlerce, r-L o.rouamarnemo,niiea inuusnrcs, nru. uru nim cc w. w.Yv cmv 3x4 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (lac) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER- IBRACING- TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=10914-0-0.3=109/4-0-0 Max Horz 1=56(LC 10) Max Uplift 1=-54(LC 10), 3=-72(LC 10) Max Grav 1=112(LC 15), 3=117(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 7 3 3x4 II Scale -1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT=O% Structural wood sheathing directly appliedor 4-0-0 oc purilns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCDL=3.Opsf; h=1211; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.16; 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.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 641b uplift at joint 1 and 72 In uplift at joint 3. Waller P. Finn PE No22839 MiTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 QW ows'-Verity Eeslgn parameters andaEAp NOTES ON TNIS ANDWCLUOED MREKNEFENANCE PAGEMIA74)3rev. 1aN32015 BEFORE USE Design vplltl Museonly with Mnak®connectors. ID6 tlesign Is b-scd only upon parameters shown, old b tot on IndNltlual bulltling component, not ��- a hu. system. Before use, the building tlesigner must verity Me apppllcabllity of tlesign Parameters antl propery Incorporate thb tlesign Info the overall bulltling tlesl'gn. Bracing indicated is to prevent buckllnB of lndivitlual truss web antl/ or chord members only, Atldlilpnaltemporary and permanent bracing WOW Is always requlretl for stability and roprevent collapse mu possible personal lniury and property dam age. For general guidance regarding the fobrlconon, storage. delivery, erection antl bracing of hu-.a and truss systems, seeANSURII Cuallry CNUrrda, DSB-09 and BGSI aWof Componrrnl Safety mbume deluvclloble ham Truss Plcte,.titpte. 218 N. Lee Street Sulfa 312 Nexpndrla. VA 22m14. 6904 Pake East Md. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION AM 3/14- 4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0 1/0 from outside edge of Truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in Mirek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION -7 Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing if indicated, ME Z 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: ANSWPI1: National Design Specification for Metal --- Plate.Connected Wood -Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-48 I dimensions shown tffsc sixteenths II-'ll (Drawings not to scale) I 2 3 TOP CHORDS O U U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved Mfrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/1PI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/IPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General pracflce is To camber for dead load deflection. 11. Plate type, she, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. - - --- - - 20. Design assumes manufacture in accordance with ANSI/rP11 Quality Criteria.