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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek® RE: m11324 MITek USA, Inc. THE ROYALE 6904 Parke East Blvd. Tampa, FL 33610-4115 Information: tomer: WYNNE BUILDING CORPORATIN Project Name: ml1324 SCANNED 'Block: Model: BY Iress: UNKNOWN Subdivision: �t LUCIr3 County : ST LUCIE State: FL feral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ding Conditions): lign Code: FBC2017/TPI2014 Design Program: MITek 20/20 9.1 ,d Code: ASCE 7-10 Wind Speed: 165 mph f 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 xms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date No. Seal# Truss Name Date 1 T13569629 a 3/22/18 26 T13569654 2 T13569630 a1 3/22/18 27 T13569655 3 T13569631 a2 3/22/18 4 T13569632 a3 3/22118 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 T13569638 grb 3/22/18 101i T13569639 grc 3/22/18 12 T13569640 11 3/22/18 131 T13569641 12 3/22/18 14 T13569642 13 3/22/18 15 T13569643 14 3/22/18 16 T13569644 15 3/22/18 17 T13569645 16 3/22/18 RT13569646 18 3/22/18 T13569647 la 3/22/18 T13569648 lb 3/22/18 T13569649 Jq 3/22/18 22I T13569650 kJ5 3/22/18 23 T13569651 k18 3/22/18 241 T13569652 kla 3/22/18 251 T13569653 klb 3/22/18 The truss drawing(s) referenced above have been prepared by MiTO USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs, comply with ANSI1TPI 1. These designs are based upon parameters shown e.g., loads, supports, dimensions, shapes and design codes), which were given to MITek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. 'MITek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. loft mv4 3/22/18 �f27M8 111111/1��� ER R 0ENgFN'L 0 22839 Walter P. Arm PE No.22839 MITek NSA, Inc. FL Can 6534 6904 Parke East Blvd. Tampa FL 33610 Walter March 22,2018 Job Truss Truss Type Oty Ply THE ROYALE , T73569629 m11324 A COMMON 10 1 Job Reference (optional) Chambers Truss, Inc., I-Ort Force, hL o. r zu s mar i I zu i o mi ren nmusmes, am. u,u rv,n, 22 ao.,o.a, ao,o 6 d 4.00 12 45 = Scale=1:59.3 17- 15 -- -- 14 -- 1z 4x5 - 2x3 II 5x6 WB= 3.8 = 2x3 11 45 = 3x8 = 5x6 W B= -n na.e.n Oq1 n 8-4-0 4-7-0 9.2-0 14-7-0 84.0 LOADING (psQ SPACING- 2-M CSI. DEFL in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.63 Horl 0.13 10 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 169 lb FT=O% LUMBER - TOP CHORD ?x4 SP M 30 BOT CHORD Zx4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 I REACTIONS. '(Ib/size) 2=1399/0-8-0, 10=139910-8-0 ,Max Hom 2=-223(LC 8) Max Uplift 2=-775(LC 10), 10=-775(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. FORCES. (Ib) - Man Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/2226,3-5=-2807/1885, 5-6=-2801/1990, 6-7=-2801/1990,7-9=-2807/1885, 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 roof live loads have been considered for this design. 2) Wind: ASCE, 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=45tt; L=50ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10. Interior(1) 3-9-10 to 12-8-6. Extedor(2) 12-8-6 to 17-6-0. Intedor(1) 22-1-0 to 31-2-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) 100.0110 AC unit load placed on the top chord, 17-6-0from left end, supported at two points, 5-" apart 4) This truss has been designed fora 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 3-61 tall by 2-" wide will fit between the bottom chord and any other members, with BCOL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. WalterP. Finn PE No.22039 MRek USA, Inc. FL Ced 8834 6904 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 QWARNINi 9edrydeslgn Pemmetersand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE110l-74Tdmv. laa=o15BEFOREUSE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss systeBefore use, me building designer mustverity the applicability of design parameters and properly Incorporate this design Into the overoll bulltling tlesi n. among Indicated is to prevent buckling of lndNldual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' 6 always requlred 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 true systems, seeANSVTP11 Guallry Create. DSB419 and SCSI Building Component Safety Informatbnovallable from Truss Plate InstlMe, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Truss Truss Type Cry ply THE ROYALE T13569630 F-I'1324 Al SPECIAL 9 1 Job Reference c tional Chambers Truss; Inc., Fort Pierce, FL m iju s mar l 1 m 10 mu eR nmtames, nm. Tim n,a, 4.00 F12 Sx8 MT18HS = Scale = 1:60.3 14 13 3x5 — 2.3 II 5x12 = 200 12 3x12 = I 1237&0 10141412 35-0.0 I 11-0.4 Plate Offsets (X Y)— 12:0-1-2 Edoe] [8:03-0 Edrel (10:0-1-15,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.80 12 >525 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.39 12-13 >302 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.37 10 n/a n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix -MS Weight: 159 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=1349/03-0, 10=1349/0-8-0 Max Horz 2=-223(LC 8) Max Uplift 2=825(LC 10), 10— 825(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 6-12 FORCES. (Ib)�- Max. CompJMax. Ten. -All forces 250 (Ib) 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 root live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B--45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Extedor(2) 12-8-6 to 17-6-0. Intedor(1) 223-10 to 31-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at jom(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of b a .ng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 M7ek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,201 S Job Truss Truss Type City Ply THE ROYALE • T13569631 m11324 A2 SPECIAL 1 1 Jab Reference o tional Chambers Tess, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:28 2018 Scale=1:62.3 4.00 12 Sz6 = 44 = 15 2.3 II 5x6 = 3zt2 3z5 � 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL. 10.01 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.70 BC 0.98 WB 0.75 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.75 12 >559 360 Vert(CT) -1.02 12-21 >412 240 Horz(CT) 0.37 10 n1a n/a PLATES MT20 MT18HS Weight: 160 Ib GRIP 244/190 2441190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-8 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 WEBS 1 Row at midpt 7-13 REACTIONS. 'gb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-205(LC 8) ,Max Uplift 2— 825(LC 10), 10=-825(LC 10) FORCES. (lb). -Meet. CompJMax.Ten.-All forces 250 gb) or less except when shown. TOP CHORD 2-3=2315/2113, 3-5= 2515/1641, 5-6=-2524/1699, 6-7=-2672/1734, 7-9=-5246/3199, 9-10=-5687/3567 BOT CHORD 245=-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 hoof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI?PI i angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 Ib uplift at joint 10. Waiter P. Finn PE N9.22639 fdTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING '• Vedly Cealgnparsmelera antl READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMX74laray. AVatonISBEFORE USE Design valltl(or use only wlm MRel�connecfore.fia Design is bosod only upon porameters mown, and is Caron indlvlduO"'U'dlng component not a trusssyste Before use, Me bulltling designer must verify the appllcablllfy of design parameter antl properly Incorporate this designlnto iha overall bulltling desl�n. &acing Indicated is to prevent buckling of lno dual irussweb and/or I'd members only. Additional temporary antl permanent bracing MiTek' Is always required I., stablllI, antl to prevent collapse with poa4ble personal Injury antl proper damago For general Vo nce regardtna the fObrlcanon storage, Setaty mromlaNanwollOble delNery, erection antl bracing of mn antl truss systems, seeMS611 Q-.IMyCMrrda, DS549 and 613.1dCSNB CDmponanl from muss Plate In5Imd. 21a N. Lee Street SUlte 312, Alexondrlo. 69N Palm East Blvd. Tampa, FL 33610 VA 22314. Job Truss Truss Type Qty Ply THE ROYALS T73569632 m11324 A3 SPECIAL 1 1 Job Reference (optional) Gni mbers 1 WSJ, To., run rleme, rL 61 0 5x6 = 4 . ..._. I ..._. ..._ ..._. __ __.. _.__ __ -- 712SvlHDXFw7ye3KX-AXtot P73UsAMHE7K2AxBJCghg4vanyeXi3uH4bzYQke Axe = 5 wn a Scale = 1:61.3 y b M 13 2x3 5x6 — 3xl2.= 3x5 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.72 10 >582 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9810-19 >427 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS I2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hoe 2=-181(LC 8) Max Uplift 2=-825(LC 10), 8=-825(LC 10) FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3286/2122, 3-4=-2556/1711, 4-5=-3161/2095, 5-6=-3304/2150, 6-7=-5214/3232, 7-8=-5695/3643 BOT CHORD 2-13=-1853/3079, 12-13=-1853/3079, 11-12=-1338/2410, 10-11= 2826/4982, 8-10=-3331/5422 WEBS 3-13=0/293, 3-12=-854/595,4-11=480/959, 5-11=-360/724, 6-11=-2280/1355, 6-10=-1118/1934, 7-10= 530/515 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 1581b FT=O% Structural wood sheathing directly applied or 2-5-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCFE 7-10; Vuh-165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=30psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss In s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825 Ito uplift at joint 8. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; March 92 2018 ,&WARNING4 VMly Ceal9nparamefere and READ NOTES ON MIS AND INCLUDED MITEKFEFEHANCEPAGEMX7473rev. far0.3traf59£FONEUSE Design valid or use only with MgekO connectors, This design Is based only upon parameters shown, and Is for an Intllvidual building component, not a trusssystern, Before use, the building designer must verity the appllcabl0ly 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 MiTek' Is always red Iredfor stability and to prevent collapse with passible personal Injury and property damage. For general guidance regordIng the fobrlcaflon, s oroge, delivery, erection and bracing of frusses and truss systems. seeANISKPIT Cual Criteria. DSBd9 and BC6l Building Component Sotoly Info mlatbravalloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Mexantlrlo. VA 22 114, 6904 Parke East BNtl. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THE ROVALE • T13569633 m11324 A4 SPECIAL 1 1 Job Reference o tiunal Chambers Thus, Inc., For Pierce, FL b.luusmanr zwowaiex Sx6 = 3x4 = SxB — 2x3 II 4.00 FIT 4 5 6 7 14 /3 3x4 0 mc. Trui Mar zz un: mau 2G i o rage JiWcuTOrPDsdUF7W0_ggdadlzYOkd Scale=1:61.3 3x6 = 3x4 = 5x6 = 2.00 12 3x12 = 8-8-2 13-7-8 17-fi-0 23-11-12 35.0.0 8.8.2 4-17-8 3-10-8 6.5.12 11-0.4 Plate Offsets (X,Y)-- f2:0-0-6,Edge1 16:0-4-0,0-2-31 19:0-1-15 Edoel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud 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 Verf(CT) -0.9811-20 >429 240 MTIBHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.36 9 n/a Wit BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:. 160 lb FT=0 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purims. BOT CHORD !2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS '2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=157(LC 9) Max Uplift 2=825(LC 10), 9=-825(LC 10) FORCES. (Ib)- Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3367/2256,3-4=-3093/2069,4-5=-2645/1853, 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, 6-1 1=-1 145/2016. 8-11— 542/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 3-9-10, Imerior(1) 3-9-10 to 31-2-6, Extedor(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825lb uplift at Joint 2 and 825 lb uplift at joint 9. Waller P. Finn PE No12639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING'r Verllyda0gaparamelera and READ NOTES ON THIS AND/NCLUDED MMEKREFERANCEPAGEM674M.. 11IN34201SBEFORE USE Design valltl }or use only with MRek® connectors. Rtls design Is based only upon porometers smown, and Is for on Intllvldual building component, not a hues syste bulltling daslgnermusfverlfy me .Before use,"" oppllcoblllty of design parameters and properly Incorporate Mls design Into Me overall bulltling design. Bracing lndlcoted is to prevent buckling of lnd"ual muss web and/orohord members only, Additional ferric ..ly and permanent bracing Is always r.golred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the fobrlcotior 4omgo, delbery. erection no bracing of musses and tmsssystems. ueANSI/IP11 Quit1mI1yy Cryst , OSBE9 mad BCSI Bu1dNp Componml Safety IntormaFbrwollobl. from T.. Plot. Insmute. 218 N. Lee Sfreat. 3ulre 3" Alexontldo, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty. Ply THE ROYALS T73569634 m11324 A6 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.1au s mar i i 4uia mi ea mausmes, in, inu mar cc aa: ma, cu io raga i ID _k6GCA6bx7j2Syl HDXFw7ye3KX-6w?YS51 KOUR4XYHiAb_fOdl0kuf9FzMpANN09UzYOkc 24-0 5.00 4-1 35.0.0 0230. &155 3-4O 00 3-8-0 4 6.7-15 0. 4.00 12 Sx8 = 2x3 I 2.3 11 5x8 = 4 23 24 5 25 26 6 27 28 7 Scale =1:60.3 15 la 4x5 = 3x4 = 1.6 = 3x4 = 3.4 = 4x6 = 3x4 = 4xS = 10.0.0 1&&0 21-4-0 25.0-0 35-0.0 a-a-n in-n-n Plate Offsets (X,))- 12:0-1-14,Edae),14:0-54,0-2-81, f7:0-5-4,0-2-81,19:0-1-14,Edge1 LOADING (its') SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grips DOL 1.25 TC 0.71 Vert(LL) 0.60 11-13 >424 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.71 Vert(CT) -0.78 13 >328 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.31 Horz(CT) 0.11 9 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 Ib FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1118/0-8-0, 14=379/0-8-0, 9=1201/0-8-0 Max Horz 2=-133(LC 8) Max Uplift 2=-692(LC 10), 14=-219(LC 10). 9=-739(LC 10) Max Gmv 2=1118(LC 1). 14=454(LC 19), 9=1206(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. FORCES. (lb),- Mau. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=2600/2341, 34=2215/1960, 4-5=-2527/2290, 5-6=-2527/2290, 6-7=-2527/2290, 7-8=-2531/2224, 8-9=28B0/2572 BOT CHORD 2-16=-2074/2444, 14-16=1569/2065, 13-14- 1968/2527, 11-13=-1833/2382, 9-11=-2290/2707 WEBS 1 3-16=495/599,4-16=-206/347, 4-14=-541/820, 5-14=-526/591, 6-13=-234/311,. 7-13=-1821282, 7-11=-355/492, B-1 1 =-444/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; Ill2ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MWFPS (directional) and C-C Extedor(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zorie;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 2, 219 lb uplift at joint 14 and 739 lb uplift at joint 9. Waiter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNINGIL Vedrydeslgn parameters end NEAU NOTES ON THIS AND INCLUDED MGEKNEFENANCEPAGE MIP74M rev. 1011132015BEFOHE USE Deslgn valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not au ss syste Before use, me bulltling designer must verify the appllcablity of tleslgn parameters and properly Incorporate this design Into the overall bulltlingdesl n. Bracinglntlicatedlsloprevent buckling ofIndKeduaitruss web and/or chord members only. Additional temporary and permanent bracing Is always req Ired for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guldanoe regarding fire fabrication, storage, delivery, erectlon and bracing of busses and buss systems, seeANSV1P11 OualNy Cmeda, DSB419 and BCSI BU6dIng Component Safely International from Truss Plate Institute. 218 N. Lee Sheet, Su lie 312, Alexontlrlo, VA 22m14. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE • T73569635 m11324 B COMMON 3 1 Job Reference o tional Chaonbers Trues, Inc., Fort Pierce, FL C.1Ju s anar l r LU 10 ran e6 mou5urc5, inc. mu mar cc vv.ivac 3x4 — 4x6 = 2x3 6-11-0 13-10-0 6-11.0 6.11.0 Scale: 1/2-=P 3x4 = Plate Offsets (X,Y)— f2:0-2-10,Edcel.f4:0-2-10,Edce1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.10 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vett(CT) -0.13 5-8 >999 240 BCLL 0.0 ' Rep Stress her YES WB 0.12 Horz(CT) 0.01 4 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 47 lb FT=0 LUMBER - TOP CHORD 12x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=510/0-8-0, 2=568/0-8-0 Max Horz 2=93(LC 9) Max Uplift 4=-292(LC 10). 2=-377(LC 10) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-967/9S4, 3-4=-966/952 BOTCHORD 2-5=-785/883,4-5=-785/883 WEBS 3-5=-84/315 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. NOTES- 1) Unbalanced �oof live loads have been considered for this design. 2) Wind: ASCE,7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp C; Eric, 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 3) This truss has been designed fora 10.0 pal bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 4 and 377 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING Verity tleslgn paramefereantl HEAD NDTES ON THI6 AND INCLUDED MREK REFERANCE PAGE M6]47Jmv. idA'Y2015'BEFORE USE. area Dslgn validOruse only calm MBaI�connadors, Thls tleslgn is le donly upon parametersshown, and is for onintllvldual bulltling component nai WOW a truss systarsj Before use. the bulltling deslgnar must verity theoPpicalal"Y of tleslgn parameters and propery incorporate thls tleslgn Into me overall bulltling tleslgn.Brecinglndicatedist. prevent buckling ofindlvldual muss web antl/.,chord m......nly. AddlIlona' temporory and permanent bracing MiTek' Is alwayvepylretl for stability and prevent collapse calm possible personal I ury and property doma9e. For Oenerol guidance regarding me to I- s crags, delivery, erecnon and brocIng of trusses end buss systems, seeANSU1PI QualIiItryy Cmpdp, DSB49 aC31 Bu4deep 6904 Parka East aNtl. antl Comppnml Spbfy b/ormpfbrpvolloble hom Truss Plate Ins1Nfe. 218 N. Lee Sheet, Suite 312, Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type city, Ply THE ROYALE T13569636 m11324 BH7 BOSTON HIP 1 1 Job Reference o tional Chambers Truss; Inc., Fort Pierce, FL o.uus mar rr rare miien muusnes, nm..„aa4af22G9:rv.w2G ray=. ID_k6GCA6bx7j2Sy1HDXFw7ye3KX-217Jsn3aY5hcmrR5HO07T2rL7iN-jgG6dhsUEMzYQka 15-8-0 21-6-0 1-0A 7-0-0 8-0-0 114-0 13- 014-0.0 17d 19-6-0 21-0-0 236-0 25E-0 28-0-0 35-0-0 36-0-0 1U IO 7-0-0 i 2-GO I 2-0-0 I z-0-0�be 2-0-0 z o o 1 61 z-0-0 I z, 7-0-0 1-Do Scale=1:62.6 d 4.00 12 5x6 = 12 14 16 35 -- 33 32 -. 30 3i5 = 4x6 = 3x8 = 3x4 = 46 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.51 32-33 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.67 32-33 >628 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.48 Horz(CT) 0.14 28 n/a ril BCDL 10.0; Code FBC2017/rP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD �2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7, 23 REACTIONS. (lb/size) 2=134910-8-0, 28=1349/0-8-0 Max Horz 2=-223(LC 8) Max Uplift 2=-825(LC 10). 28=-825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3392/2640, 3-4=-1213/956, 4-8=-1157/946, 8-9=-1145/979, 9-12>7122/1028, 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=-236W2046, 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, 1 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 icof 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.Opsh Ill2ft; B=451t; L=50ft; eave=6ftt Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extrnor(2) -1-0-0 to 3-9-10. Interior(1) 3-9-10 to 10-8-9. Exterior(2) 10-8-9 to 17-6-0, Intedor(1) 24-3-7 to 31-2-6 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss I)Ias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ito uplift at joint 2 and 825 lb uplift at joint 28. 8) Graphical purrlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Walter P. Finn PE No12839 i USA Inc. FL Cert 6631 6904 Parke East Blvd. Tampa FL 33810 Bate: March 22,2018 AWABN/NGIVerify des/gnpalemeferaardREADNOTES ONTN/SANDINCLUDEDMDEKBEFEBANCEPAGEM&7473MEINAscanTSBEFOBEUSE. Design valid for use only with M9ek® 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 verly, the appllcablllN of tleslgn parameters and properly Incorporate this design Into tha overall building tleslgn. 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. Far general guldance regarding the fabrication, storage, delivery, erection and bracing of pusses and truss systems, seeAN5U NI dualMy criteria. DS049 and SCSI Building Component Safety Infomiationavollabie from Truss Plate Institute. 21 B N. Lee Shest, Suite 312, Alexontlrlo. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty. Ply THE ROYALS • T13569637 m11324 GRA SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.l30 s Mar l l 2Ol8 MlTek lndmtnes, Inc. I Du Mar 22 09: 2.37 12 4x4 = 4x10 19 4 20 44 = 21 5 22 64x10 = 2.3 11 3x4 = 3x4 = 2x3 II 3x4 = 3x4 = Scale=1:26.6 1� LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/7PI2014 CSI. TC 0.18 BC 0.32 W B 0.06 Matdx-MS DEFL in Vert(LL) 0.08 Vert(CT) -0.10 Horz(CT) 0.03 (loc) VdeB Ud 11 >999 360 10 >999 240 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 58 lb FT=O% LUMBER- I2x4 BRACING - TOP CHORD SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins. BOT CHORD '2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=770/0-8-0,7=770/0-8-0 Max Horz 2=-65(LC 6) Max Uplift 2=-523(LC 8), 7=-523(LC 8) Max Grav 2=787(LC 17), 7=787(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1798/1192, 3-4=-1761/1197, 4-5=-1724/1169, 5-6=-1761/1190, 6-7=-1798/1137 BOT CHORD 2-12=-1083/1685, 11-12=-1082/1692, 10-11=-1112/1724, 9-10=-1024/1692, 7-9— 1028/1685 NOTES- 1) Unbalanced (roof live loads have been considered for this design. 2) Wind: ASIDE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 beading plate capable of withstanding 523 to uplift at joint 2 and 5231b uplift at joint 7. 7) Hanger(s) on other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8. 85 lb down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60 lb down and 129 Ib up at 17-11-0, 113 Ito down and 146 lb up at 8-2-13, and 85 lb down and 124 It, up at 8-10-0, and 63 It, down and 139 lb up at 9-8-8 on top chord, and 61b down and 7lb up at 4-1-8, 1816 down and 15lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0 , 39 lb down at 7-11-0, 33 It, down at 8-2-13, and 18 lb down and 15lb up at 8-10-0, and 6 lb down and 7lb up at 9-8-8 on bottom chord. The 4esigrVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert; 1-3=-54, 3-4=-54, 4-5=-54, 5-6_ 54, 6-8=-54, 13-16=-20 Wafter P. Finn PE No.22839 mated Loads (lb) Vert: 3=7(B) 4=-64(B) 5=-64(B) 6=7(B) 12=-6(B) 11— 35(B) 10=-35(B) 9=-6(B) 19=-28(8) 20=-60(B) 21=-60(B) 22= 28(B) MiTek US0.1ne. FL Cert 6634 23= 18(B) 24=-18(B) 6984 Parke East Blvd.Tampa FL 38810 Dale: March 22,2018 QWARNINGf V.1Wdesl9nparametenend READ NOTES ON MIS AND INCLUDED M/TEKREFERANCEPAGEMIG7473me 1aW2015BEFORE USE Design valid ffor use only with Mae scion tlesign is based only upon parameters shown, and Is for an Indlvlduol bulltling compone nt, not a huss systerrj. Bstoreuse , thebulltling designer must verity Me opplicoblllry of design pOwm6fers and properly Incorporate 1Ns design Into the overall bulltling desi n. Bracing indicated is to prevent buckling of lnoNciu.l muss web and/archord members only„Adtllf.n011emporary antl permanent bracing MiTek' Is always required fobricotlon, storage, Sabty Infmmatbnwollobie for stability and to prevent collapse wlin possible per sonal Injury and property damage. For general Buldbnce regOrtling the tle,l -ry, erection and bracing of musses and muss systems, seeAffS6it Q-.I CAtbdo, DSM9 and 6C51 Buldhlp Cemp0nonl mom Truss Plate Institute. 218 N. Lee Street. Suite 312, 6904 Pafxe East Blvd. Tampa, FL 33610 AlexOn: rlo. VA 22314, Job Truss Truss Type City Ply THE ROYALS T73569638 m11324 GRB SPECIAL 1 1 Job Reference D tional Chambers Truss, Inc., 1-0- Fort Pierce, FL 5.0.0 10.3-0 15.6.0 aaaa a Mar i i mro Muenummurcq nm. nru ram cc wdv.aa 2GIG rage, ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX.?hE3HS4g4ixV49aUPR2bYTwmXV6MBjtP54LblFZYCikY 21-6-0 2fi-2-0 28-1-0 L_ :2 6- -0- 5-0-0 5.3.0 63-0 640.0 4-8.0 1-11-0 6-11-0 Scale=1:62.4 2z3 II 4x4 4.00 rl2 bxe = 3x4 = 3z6 = 2x3 40 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 a jrn �, 2 -: 10 11 NI ,,, 111 1-1— 6 a 16 36 37 17 38 16 39 42 14 4313 12 3x4 = 2x3 II 30= US = Sz1 =4041 3x4 —3xfi = 3z4 — 3x4 = 5-0-0 10-3-0 1&fi-0 21-6-0 28-1-0 35-0.0 r as-n 3 ao-n I a-n-n I a.v.n I rr11.n Plate Offsets (X Y)-- f3:0-5-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1,25 TC 0.41 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.1417-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017[rPI2014 Matrix -MS Weight: 1461to FT=O% LUMBER- BRACING - TOP CHORD I2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS IRow at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-536(LC 8), 15=-846(LC 8), 14=-555(LC 8), 10=-314(LC 8) Max Gmv All reactions 250 lb or less at joint(s) except 2=787(LC 17), 15=1322(LC 1), 14=927(LC 1), 10=506(LC 14) FORCES. (lb)1- Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 1 2-3=-1773/1106, 3-4=-1406/944, 4-6=-304/595, 6-7=-304/595, 7-8=-304/595, 8-9=-702/344, 9-10=-719/323 BOT CHORD 2-18=-962/1659, 17-18=-958/1675, 15-17=-843/1406, 14-15=-595/429, 12-14=-15B/622, 10-12=-196/636 WEBS 3-18=0/331,3-17=-297/158, 4-17=0/362,4-15=-2076/1313, 6-15=-505/480, 7-14=-431/408, 8-14=.1063/625,8-12=-115/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL--3.2psh BCDL=3.Opsf; h=12h; B=45tt; L=50h; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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%uplift at joint 14 and 314 lb uplift at joint 10. 7) Hanger(s) o�other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0. 100 lb,down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 Its down and 129 lb up at 11-0-12, 100 It, down and 99 Ib up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 Ib up at 17-0-12, and 100 lb down and 129 lb up at 119-0-12 and 100 lb down and 129 lb up at 21-14 on top chord, and 83lb down at 5-0-0, 39 lb down at 7-0-12, 39 lb down at 9-0.12, 39 lb down at 11-0-12, 39 Ib down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOADICASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Wafter P. Finn PE No32833 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING�Vedfydes/gn Peremetersend READ NOTES ON MIS AND INCLUOEOMITEKREFERANCEPAGEM/FT479ree 1�01SSEFOREUSE Design valitl or use only wnh MRek®connectors. inls tleslgn Is based only upon parameters shown, ontl Is for an IndNltlu0' bulitling component, not 0 truss""' Before use, the bulitling tleslgner must verly the applicability of tleslgn parameters ontl properly Incorporate this tleslgn Into the overall bullding as lQn. Bracing lndlcatetl is to prevent buckling of lndNldual truss web ontl/orch.,d members ohly. Additlanal temporary and permanent bracing Is alwOys lea as for stabillty ontl to prevent collapse with possible personalln)ury ontl properly damage, Fa(geneml guidance regarding the fabrlcaMon, s}oroge. delivery, erection and bradng or trusses and Huss systems seeANS6it Q-.Il CrlNnp, DS4419 pn0 BCSI 9uSdbg Cpmponmf Sor. y Infpm(atbravollobl. ham Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. MiTek' 6904 Palle East 13W. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE • . T73569638 m11324 �1311131 SPECIAL 1 1 Job Reference o tional Chalnbers Truss, Inc., Fort Pierce, FL 8.13o S Mar ll 2U18 Mllek Industnes, Inc. Ihu Mar22 U9:lu:3b L01B Page ID_HGCA6bx712Syl HDXFW7ye3KX-?hE3HS4g4ixV?9aUP R2bYT=XV6MB)tP5?LblFzYOkY LOAD CASE(S) Standard 1) Dead + RoofLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-9=-54, 9-1 1=-54,19-22=-20 Concentrated Loads (lb) Vert: 3=-160(F) 18=-45(F) 25— 60(F) 26=-60(F) 27=-60(F) 29=-60(F) 30=-60(F) 31=-60(F) 32=60(F) 33=-60(F) 36=-13(F) 37=-13(F) 38_ 13(F) 39— 13(F) 40_ 13(F) 41=113(F) 42=13(F) 43=-13(F) Q WARNING; Verlydeslgnpammefemard READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIPMMray. laN.DLeig BEFORE USE. Design volitl or use only with MgeM connectors. THIS designn Is based only upon parameters shown, and Is for an IndMdual bulldIng component, not a truss syste Before use, Me bullding designer must verify the oppllcabllity of design parameters and properly Incorporate this design Into Me overall bulltling desl I. Bracing Indicated is to prevent pul ling of individual truss web and/or chord members only, Addltlonal temporary and permanent brat M(Tek Is always rag Ired for stall and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fobacatlon, storage, delivery, erection and bracing of trusses and buss systems, sewANsVrP11 CualtlSyy CMeAo, DSBl and BCSI Building Component Safoly Inforraationovallable from Truss Plata Institute, 218 N. Lee Street Suite 312, 6904 Parke East BNd. Tampa, FL Alexandria. VA 22314. 33610 Job Truss Truss Type Cry. Ply THE ROYALE • T73569639 I m11324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.l30 s Mar 11 20IB MiTek industdes, Inc. Thu Mar 22 09:10:37 2018 Pagel ID:_k6GCA6bx7j2Syl HDXFw7ye3KX.x3Mgi864cKBDFTks W s53du71 EJIDfZUYJgiN7zYCkW 1.0-0 8-0.0 I 13-&0 I 17-6-0 21-4-0 27-0.0 I 35-0.0 $fi-0.0 -0- 8-0.0 5-8.0 &10.0 3-10-0 SfLO 8-0-0 -D-D 5x8 MT18HS = 1 4.00 12 2.3 11 3x8 = 3x6 = 2x3 11 &I Ie :» as ae ar __ rz as 6x8 MT18HS = Scale =1:60.3 3x5 = 2.3 II 3x6 = 6x10 = 6x1D = 3x6 = 293 11 3x5 = 8.0.0 13.8.0 21-0-0 27-0.0 35.0.0 a-0.5 5-8-0 7-8-0 5-8-0 &0-0 Plate Offsets (X,Y)-- 13:0-5-4,0-2-81,18:0-5-4,0-2-81 LOADING (fast) SPACING- 2-" CSI. DEFL. in (too) VdeN Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.22 l l-22 >999 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.67 Ved(CT) -0.31 13-14 >830 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.79 Horz(CT) 0.05 9 rVa n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 157111 FT=O% LUMBER- BRACING - TOP CHORD I2x4 SP M 30 TOP CHORD BOT CHORD '.2x4 SP M 30 BOT CHORD WEBS i2x4 SP No.3 *Except* WEBS .4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=412/0-8-0, 14=3582/0-". 9=1192/0-8-0 Max Horz 2=-109(LC 6) Max Uplift 2= 299(LC 8), 14=-2133(LC 8). 9= 764(LC 8) Max Grew, 2=423(LC 17), 14=3582(LC 1). 9=1194(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/225, 3-4=-1093/1954, 4-5- 1093/1954, 5-7=-1943/1220, 7-8=-1943/1220, 8-9- 2776/1671 BOT CHORD 2-16=-154/317, 14-16=-160/350, 11-13=-1475/2624, 9-11=-1464/2591 WEBS 3-16=-200/679,3-14=-2514/1528,4-14=-641/586,5-14=-2674/1707,5-13- 1124/2080, 7-13- 592/548, 8-13= 760/483, 8-11=-201/684 Structural wood sheathing directly applied or 3-5-6 oc purlins. Rigid ceiling directly applied or 5-9-3 oc bracing. 1 Row at midpt 3-14, 5-14 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3,Opst h=121t; 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 adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2, 2133 lb uplift at joint 14 and 7641b uplift at joint 9. 6) Hanger(s) orl other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 3121b up at 8-0-0, 107 Ito down and 1731b up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 1731b up at 14-0-12, 107 lb down and 173 lb up at 16-0-12, 107 lb down and 173 lb up at 16-11-4, 107 lb down and 173 Ib up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107 Ib down and 1731b up at 22-11-4, and 107 lb down and 173 Ib up at 24-11-4, and 182 Ib down and 312 lb up at 27-" on top chord, and 411 lb down and 242 Ib up at 8-", 79 lb down and 1 Ib 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 lb down and 1 It, up at 16-0-12, 79 Ib down and 1 lb up at 16-11-4, 79 Ib down and 1 Ib up at 18-11-4, 79 lb down and 1 lb up at 20-114, 79 lb down and 1 lb up at 22-11-4, and 79 lb down and 1 It, up at 24-11-4. Wafter P. Finn PE ND22839 and 411 lb down and 242 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility MiTek USA Inc. FL Cert 6634 of others. 9) In the LOAD'.CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8904 Parke East Blvd. Tampa FL 33810 Date: LOAD CASE(S) Standard March 22,2018 AWARNINGrVerlyd..[BnperamefenendBEADNOTESONTHISAND/NCLUDEDMITEKNEFEBANCEPAGEMX747Jree.10/0.R015BEFOFE USE. �� Deslgnvalld o"co only wlM MRel�connectors.7h" design is basetl only upon paamete""C"n and is for on lndlvldual bulltling component not a buss sysle Before use, the bulltling tleslgner must verify the appllcablllfy of tleslgn parameters and propetly Incorporate this designInto Me overall I. b "on bulltling des1999999n. Bracinglndlcatad is to prevent buckling of Intlly dualfruss web and/or chord membersonly, Add tlonal temporary and permanent bracing MiTek' Is always re culled for stability on to prevent collapse In possible personal Injury and prapedy dl1atltlIyn no For general gultlancaregortlingthe Sol. let.ed.tI...1lObl9 ham Truss Plotte Ilnsmugfe 218 N. Lee Street, Suite 312. Al ontltlo, VVA 22314.Medp, DSB4W and aC51 Buedbp Cpmponenl Te paaRe Eas 3381 OBlvd. Job Truss Truss Type Oty, Ply THE ROYALS T13569fi39 m11324 GRC HIP 1 1 ' Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL miau s mar r r zuIa mii ex mousmus, Inc. um mm cc w: m:ur antl Faye c ID-kfiGCA6bx712Syl HD%Fw7ye3KK-x3Mc i864cKBDFTks W s53du71 EJIDIZUYJc iN7zYQkW LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plfJ Vert: 1-3=-54,3-8=-54, 8-10=-54, 17-20=-20 Concentrate Loads (lb) Vert:3=-126(B) Ell07(B) 8=-126(B) 15=-50(B) 16=-411(B) 11=411(B) 12=-50(8) 23=-107(B) 25=107(B) 26=-107(B) 27=-107(B) 28=-107(B) 29— 107(B) 30=-I107(B) 32— 107(B) 33=-50(B) 34=-50(B) 35— 50(B) 36=-50(B) 37=-50(8) 38=-50(8) 39— 50(B) O WARNING Va1Ilydest9npamme(ereeed NERD NOTES ON TN/SAND/NCLUDEOMfIEKREFENANCEPAGEMX74"mv. fDNMV2e1SBEFONE USE. Design void for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not a huss syste�l deign. Before use, the building designer must verity the appllcoblllly of design parameters and properly Incorporate this design Into the overall Bracing Indebted! h to buckling Individual truss prevent of web and/or chord members only,. Addlhonal temporary and permanent bracing M!Tek' Is always b always required for stoblllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobticotlon. sledge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cuallly Cereals. DSB419 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbravalloble from Truss Plate Institute, 218 N. We Sheet. Suite 312, Nexondrlo, VA 22314. Tampa, FL 3361D Job Truss Truss Type Cry. Ply THE ROYALE T13569640 m11324 J1 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.1ou a mar r i 20 ra Mil muwurcs, ma. u m gam cc 09.10.37 201p rage , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-x3Mc iB64cKBDFTksW s53du7A W 1D6jiYJC iN7zYDkW -1.0-0 1-0-0 ' too 1-0-0 - 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ve all -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matail LUMBER - TOP CHORD?x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. ,(Ib/size) 3=9/Mechanical,2=118/0-8-0,4=0/Mechanical ,Max Hone 2=48(LC 10) Max Uplift 3=-4(LC 7), 2=140(LC 10) Max Grav 3=11(LC 15), 2=118(LC 1), 4=17(LC 10) FORCES. (lb) - Max Conr lMau. Ten. -All tomes 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE!7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fb 13=4511; L=50f ; eavel 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 his 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 betwe§n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22639 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 Q wARNINGFV dfy Ees/9n paremelereend READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGEMII-7473 rev. 1011342015BEFOREUSE Design valid or use only with v it connectors. This design is based only upon parameters shown, and is for an Individual bulltling component, not a fiuss syste .Before use, the building deslgner must verify the appllcablllly of design parameters and properly Incorporate this design Into the overall bulltling desI n. Bracing Indicated is to prevent buckling of lntlMdual truss web and/or chord members only. Additional temporary and permanent bracing 'MfTB k, B always recalled for sal and to prevent collapse with p=llble personal injury and property damage. For general guldance regarding the fabrication• storage, delivery, srectlon and bracing of trusses and truss systems, seaANSVTPlt CualNByy CMada. D8949 and SCSI Building Complement 6904 Parke East Blvd. Safety lntomralbnovallable from Truss Plate Insiltute, 218 N. Lea Street Sulte 312 Alexandtla, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Cry. Ply THE ROYALE • T13569641 m11324 J2 MONO TRUSS 4 1 Job Referents o tional cnarmoers I nxss, inc., ton vierce, rL a. rous mar , r cur. muea I, umnu.,u�. Tilu1—,«uu. 4 ax4 = Seale =1:7.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 8lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. , (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=23/Mechanical Max Hom 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural woad sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=45h; L=50ft; eave=6h; 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; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ib uplift at joint 4. Waller P. Finn PE No22839 MRek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING I,-VeNyde.19npal..efe...d RMDNOTES ON THI5AnDWCLUDEOMREKREFERANCEPAGEM674Mree IGro9rz015BEFORE USE. Design valiafor use only with Mnel19 connectors. fib designlsbaeetl only upon parameten shown, and lstar on Individual bulltling component not a truss syste Before use,thebuilding designermust verify the apiellcabllity of desgn parameters and properly Incorpomle IN'tleslgnInto the overall bulltling tlesl n. Bracing indicated is to prevent buckling ofintllvidual muss web and/or chord members only, Acl I anal femponvyand permanent bracing MiTek' ,a always required for stability andto prevent collapse wlm possible penonalinlury and property do go For generalgultlance regartling me fobricanon, storage, ad"ery. erection and bracing of musses and buss systems, se. SVfP11 puall8fyy CMedp, DSo 9 and aC51 Su60hp Gmppnmf SaNto Nlarmplbrxrvallable mom Truss Plate Inaft". 21 a N. Lee Sheet. Sun. 312, 6904 PaMa Eest Blvd. Temps, FL Alexandria, VA 22314, 33610 Job I Truss Truss Type Oty Ply THE ROYALE i T13569642 m11324 J3 MONO TRUSS 2 1 Job Reference loptional chambers I russ, Inc., II ron race, rc g 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0, Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER- I TOP CHORD 12x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (I a'size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Hoe 2=85(LC 10) Max Uplift 3=-54(LC 10), 2=-147(LC 10), 4=4(LC 10) Max Grav 3=70(LC 15), 2=173(LC 1), 4=50(LC 3) FORCES. (Ib)I- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:9.4 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) 0.01 4-7 >999 360 MT20 244/190 Vert(CT) -0.01 4-7 >999 240 Hoa(CT) -0.00 3 n/a n/a Weight: 11111 FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=12tt; B=45tt; L=50tt; eave=6ft; Cat. II; Exp C; Enc1., GCpi=0.1 B; 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) his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Inthe bottom chord and any other members. 4) Refer to girdr(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to beading plate capable of withstanding 54 lb uplift at joint 3, 147 Ib uplift at joint 2 and 4lb u ,lift at joint 4. WallerP. Finn PE No22839 MiTek USA, Ine. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22.2018 QWARNINGII Vedlydesignparametereand READ NOTES ON THIS AND INCLUDED MREKREF£RANCEPAGEMIF74Mmre 10A)0Q015BEFORE USE. Design valid for a huss systerq. bulltling design. Is always required fabrication, storage, Safety Infaenatbrpvallable use only with MiTek® connectors. This design Is based only upon parameters shown, antl Is for an Individual building component. not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeAN31/ryll CualXXyy C&,M, DSB-0e and BCSI BuedMg Component from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexcndrlo, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE ROYALE T13569643 m11324 J4 MONO TRUSS 4 1 �J.IbR.frarpce o tional Chambers Trues, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:39 2018 Page 1 ID_kfiGCA6bx7j2SyiHDXFw7ye3KK-tSUa7g7L7xRxUmuFeH7XjJ55o6UM7eD77dJpROzYQkU 4-0-0 1-0.0 I 4-D-0 Scale=1:11.1 3x4 = 4-0-0 LOADING (psf) SPACING- 2-0-0 CS].EDErFLL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.390.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37-0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD I2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; 8=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom 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 79 lb uplift at joint 3, 161 lb uplift at joint 2 and 8lb uplift at joint 4. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cod 8636 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 �WAHNMGF VeNty de sign le and HEAD NOTES ONTHIa AN e INCLUDED MREK HEFERANCEPAGEMIl447dre¢faNfY1015 BEFORE USE MR, Dedgn valltl )or use only with MRek®connec'Or' Th" design Is based only upon parametecol s shown, and Is for an Indlvitlual building component, not a truss ystem. Before use, me building tlaslgner must verify the applicablllty of design parameters ontl properly Incorporate this design Into the overall bulltling cl-1 n. Bracing indicated is to prevent buckling of ln"Icual truss web and/.'chord members only, Add"on.' temporary and permanenibracing MiTek' Is always re, k.d for stability and to prevent collapse wlthP._",. personallnlury cnd property damage. For general guMancereg.1d ng the fabrlccrpon, storage, tlellvery, erection cnd b'ocing of ..... ss.. ontl truss systems, seeANSVIPII ppalMMyy Cm.d.. DS949 and as 9u1 dlnit Componc.1 6904 Parke East Blvd. Snlory Inlom. atbrpvalloble from ➢uss Plate InsnMe, 210 N, Lea Street. Suite 312. Alaxandr. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oly. Ply THE ROYALE T13569644 m11324 J5 MONO TRUSS 11 1 Jab Reference o tional P 1 Chambers Truss, Inc., Fort Pierce, FL 3x4 = B.130 s Mar 11 2018 M! I ek industries, Inc. Thu Mar 22 09.10.40 2018 age ID'.—"GCA6bx7j2Syl HDXFw7ye3KX-Le2yKABzuFZo6wTRC_emFWdZeWIRs5TBEH2Mz5zYOkT Scale =1:12.7 5.0.0 LOADING (ps SPACING- 2-0-0 Cal. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.Q Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.06 4-7 >939 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.64 Vert(CT) -0.06 4-7 >964 240 BCLL 0.6 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10. Code FBC2017/TP12014 Matdx-MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 10) Max Uplift 3=-104(LC 10). 2=-177(LC 10), 4=-9(LC 10) Max Gray 3=125(LC 15), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib)� -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCO 740; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psL BCDL=3.Opsf; h=12tt; B=45ft; L=50ft; eave=6ft; Cal. 11: Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hqs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belw4n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 Its uplift at joint 3, 1771b uplift at joint 2 and 91b uplift at joint 4. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tamps FL 33610 Date: March 22,2018 Q WARNINGjV dfy assets. paremetereand READ NOTES ON TUSAND INCLUDED MITEKREFERANCEPAGEMIF74T3 rev. lW10=015BEFORE USE. Design vendor use only with MEek® connectors. this design is based only upon parameters shown, and is for on Individual building component not a truss syston . Before use, the building all must verify the applicabllity of design parameters chat properly Incorporate this design Into the overall building des/ n. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req ilredfor stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabricaflon, sjoral Bach, Infoenaaonovalloble calvary. erection and bracing of trusses and truss systems, seeAtia l I CuaINV Create, DSB49 and BC91 Building Component from Truss Plate Instfute, 218 N. Lee Street Suite 312, Alexantlrlo, VA 22514. 6904 Parke East Bind, Tampa, FL 33610 Job j Truss Thus Type Oty. Ply THE ROYALS • T73569645 Ill J6 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ua9 us mare zuio Nil mousmes, mc. inu mar zz ue:iu:auzuro rage, ID:_k8GCA6bx7j2Sy1HDXFw7ye3KX-Le2yKA8wFZo6wTRC emFWdeEWits5TSEH2Mz5zYOkT Scale = 1:14.3 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ve t(LL) 0.11 4-7 >664 360 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vad(GT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER- I BRACING - TOP CHORD I2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. I (lb/size) 3=142M1echanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 10) I Max Uplift 3=-129(LC 10). 2=-192(LC 10). 4=-B(LC 10) Max Grav 3=155(LC 15), 2=276(LC 15), 4=100(LC 3) FORCES. (Ill - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 20lb FT=0 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129lb uplift at joint 3, 192 lb uplift at Joint 2 and 8'Ib uplift at joint 4. Wafter P. Finn PE No.22839 M7ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 A WARNING � Vvify4es19n1ammefM .e BREAD NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M&7473nv. 10 0156EFORE USE Design valltl (((ar use only wiIn MRek®cannectors. This design is based only upon parameters shown, and is far an Indlvitluol building component not a fruss sydoI Before uso, the bulltling designer must ve,iry the oppllcablllN of design parameters ond.praperly Incorporate this design Into the overall bulltling tlesl n. Bracing lndlcatetl is oprevant buckling of IndNldualfruss web ano/orChord members only. Atldinonal temporary and permanent bracing T M)IBk• Is always rno Intl for stablllty and ro prevent collapse wim possible personal Injury antl property damage. For general guidance regarding the fabrication, s rage, tlelNery, erection and brocIng o(husses antl truss systems. seeAN31/IPII Guplm.CMOM, DSB49 ontl SC31 Buldhp Compenent Sebly hfemsefterxrvoiloble from Truss Fate Institute, 21 B N. Lee Sheet Suite 312. Alexondrlo, VA 22314. 6904 Palle Eest eNtl. Tampa, FL 33610 Job Truss Oiy Ply=ROYALET13569646 m11324 JB PsaType NO TRUSS 11 ,,namoers .,., ma., rm, r,tsv, r, ID:kFvnsnOwY419Zh0_nM3lc6y1J9g.prcKYW9bfYht42dli9?okAlrw7HbYilTxovW MYOkS 30 G 4 LOADING (psQ SPACING- 2-0-0 cSl. TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 TOOL 7.0 Lumber DOL 1.25 BC 0.47 BOLL 0.0' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matdx-MP LUMBER - TOP CHORD I2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. �(Ib/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical 'Max Hone 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. (Ib),- Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown Scale=1:17.7 DEFL. in (foe) I/deft L/d PLATES GRIP Vert(LL) -0.14 4-7 >676 360 MT20 244/190 Vert(CT) -0.30 4-7 >310 240 Horz(CT) -0.00 3 We rda Wind(LL) 0.26 4-7 >368 240 Weight: 261la FT=20% 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: ASCEI7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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-" wide will fit betweern the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Waiter P. Finn PE No22639 MRek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 O WARNINe:V¢Hty Oeslgn parameeers anO READ Homes 00 THIS A IHCLUOED s' "sFERANCE PAGE MIFla"-v. 1WDY1015BEFORE USE. Design valid+.' use only with MRek® connectors. This tleslgn Is based only upon parameters shown, and Is for an IndMidum bulltling component, net MR a truss systerrl,8efore bulltling tleslgn. use. Me bulltling tleslgner must verity the applicability of tleslgn parameters antl properly Incorporate this tleslgn Into the overall Bracing lndlcafed is to preventbuCklin'-"ntlivldual}russweb andlatch."members anly.Adtlltlonal temporary and permanent bracing MiTek- IsalwaysrequlredforstablllNantltopreventcollapsewithpossiblepersonalInluryantlpropertyda_age . For general gultlance'ago"Ing the fobricatlon, sjoroge, delfv. , e,..t.n and bracng of huass antl truss systems, seaMSU1P11 peelryy Cdbde, DS549 and BCSI Beltlhre Component Set 1,1. so..lable from Truss Plate Ins"Wn. 2' a N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke Easl BNE. Tampa, FL 33610 mur Job Truss Truss Type Oty Ply THE ROYALE • T13569647 m11324 JA MONO TRUSS 2 1 Job Reference (optional) unamoers I nl Inc., ron Yrerae, rL a.. ausmarnmra miiurt inuwnros, inu. um mar cc vaa mer m ro ra.er ID:_kfiGCA6bx7j2Syl HDXFw7ye3Kx-prcKYW9bfYhfl42dii970kAsmOBbYIITmvW uzYOkS 3x4 = 4 Scale =1:8.3 LOADING (psfj SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Hom(CT) -0.00 3 nta n/a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP Weight: 9lla FF=0 LUMBER - TOP CHORD 12x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=45/Mechanical, 2=150/0-e-0, 4=28/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-37(LC 10). 2=-139(LC 10). 4=-4(LC 7) Max Grav 3=50(LC 15), 2=150(LC 1), 4=37(LC 3) FORCES. (lb),- Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 24-3 oc puriins. 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=50f ; eave=6N; 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 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for Tmss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371b uplift at joint 3, 139111 uplift at joint 2 and 4 Ile uplift at joint 4. Wafter P. Finn PE No.22839 I USA, Inc. FL Cad 6634 6904 Parke East BNd. Tampa FL 33610 Date: March 22,2018 ,&WARNINGVerllxdaslgn peremet. end READ NOTES ON THISANU INCLUDED MREKREFERANCEPAGEMIF7473rov. fa/aV101SBEFORE USE. Design volid+or use only with MBekis connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building cast in. 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 wIm Injury damage. For the WOW possible personal and property general guidance regarding fabrication, s)omge, delivery, erection and bracing of trusses and truss systems, seeANSVTFII Quad Cdbda, DSB419 and BCSI Bu6dMg CompoMnt Safety Informefbmvolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke Ent Blvd. Tampa, FL 33610 Jab I Truss Truss Type Oty. Ply THE ROYALE ' T73569648 m11324 JB MONO TRUSS 2 1 Job Reference o tional Ghambers I rues. Inc., Von Face. FL o. IOU s mar 11 zu la MI r eR."o."es, nm. nu rveu cc utl:r V:Yccmo SO = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl I TCLL 20.0 Plate Grip DOL 1.25 TIC0.38 Vert(ILL) 0.10 4-7 >645 360 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.07 4-7 >898 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hord(CT) -0.00 3 n/a WE BCDL 10.0 1 Code FBC2017/TPI2014 Maidx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=127/Mechanical, 2=269/0-8-0, 4=63/Mechanical Max Hoe 2=114(LC 10) Max Uplift 3=-109(LC 10), 2=-206(LC 10), 4=-6(LC 10) Max Grant 3=127(LC 15), 2=269(LC 1), 4=90(LC 3) FORCES. (Ib), Mm CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:12.5 PLATES GRIP MT20 244/190 Weight: 191b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; 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 Was h s been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) `This Wss ;as been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3, 206 Its uplift at joint 2 and Ebb uplift at joint 4. Walter P. Finn PE No.12839 MlTek USA Inc. FL Cart 6634 ISIM Parke East Blvd. Tampa FL 33610 Date: March 22,2018 OWARNING'r Vadrydesfgupsremefarseed READ NOTES ON MIS AND INCLUDED MrtEKNEFERANCEPAGEMIF7473hoK 10,1131?0156EFOREUSE Design volld or use only wnh MBek®connectors. INS desgn is based only upon parameters shown, and Is for an lndNldual bulltling component not a truss syste .Before use, the building designer must verify the appicclailty, of design parameters and properly Incorporate this design Into the overall bulltling tlesl n. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Addlflonal 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 fabecatlon, storage, delivery, erection and bracing offenses and truss systems, seeANSVIPII CualNByy CModa, Di and BCSI Building Component Safety Inf emenlonarvailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. WOW 69U Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type any Ply THE ROYALS • T13569649 m11324 JC MONO TRUSS 2 1 Job Reference o tional ID:_kfiGCA6bx7j2Sy1 HDKFw7ye3KK-mDj5zBArBA#JzOB017BTt9FC5kwg3SCawFHOa YOka 1. -0 i -� 1-14 r 4 3x4 = LOADING (psf) SPACING- 2110 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Ve t(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD I2x4 SP No.3 REACTIONS. (Ib/size) 3=11/Mechanical,2=119/0-8-0,4=4/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-6(LC 7), 2=-138(LC 10) Max Grav 3=14(LC 15), 2=119(LC 1).4=14(LC 10) FORCES. (lb) - Max. ComPJMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=12ft; B=45ft; L=50ft; eave=6ft; Cat. It: Exp C; Eld., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6lb uplift at joint 3 and 138111 uplift at joint 2. Scale =1:6.2 Wafter P. Finn PE No22839 hi7ek USA Inc. FL Cad 6SU 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q WARNING'r ver/rydesr9nparemetereend NERDNOTES ON MIS AND INCLUDED MmEKREFEFANCE PAGE MIF7473rev. 10141'✓d0159E 0116 USE. DeslBn valltl for usa only with MRek®connectors. this design is based only upon parametersshown, and lsforan lndlvlduol bullOing component not atruss ayste .Before usa, the bulking designer must verity me oppllcoblllfy of design parameters and properiyln0orpamie this designinto Me overall bulltling design. Braoinglndlcatad is to prevent buoklingoflndNltluaitruss web and/or chord members only. AdditionaItempor.ry and permanent bracing MiTek' Is always requlretl for stability antl to prevent collapse wish possible personal injury and property damage, For general guldanceregording me fobricoilon, storage, do'ery, erection and braoing of trusses antl buss systems, SB.ANS711 CuoIIft1yy Cdbda. DSM9 antl BCSI BUAtlbD Componml 6904 Parke East Blvd. SW in informpnk..1l.bl. from Buss Pia,. InslV. 216 N, Lee sheet Suite 312, Alexandria. VA 2231 d. Tempe, FL 33610 Job Thus Truss Type Oty Ply THE ROVALE T13569650 m11324 KJS MONO TRUSS 1 1 Job Reference o tional ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:432018 Page 1 ID_k6GCA6bx7j25y1HDXFw7ye3KX-mDj5zBArBAxNzOBOt7BTt9F9W ks73SCawFHOanzYOkO -1-5-0 3.11.0 7-0.2 1-5-0 3-11-0 3-1-2 2.83 Ft2 3x4 = Scale=1:15.7 7.0-2 LOADING (psQ SPACING- 2-0-0 CSI.EH' in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 0.09 4-7 >923 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 -0.15 4-7 >563 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.00) 0.00 2 n1a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 23lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 12x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=194/Mechanlcal, 2=233/0-11-5, 4=94/Mechanical Max Hou 2=109(LC 8) Max Uplift 3=-174(LC 8). 2=-191(LC 8) Max Grav 3=198(LC 13). 2=233(LC 1).4=133(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCF, 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opst h=12ft; B=45tt; L=50tt; eave=6h; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss his been designed for a 10.0 psf bottom chord live load nonconcurrem 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 betwe✓3n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 191 lb uplift at joint 2. 1 6) In the LOADiCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-54 Trapezoidal Loads (pIQ Vert: 2=0(F=27, B=27)-to-3=-g5(F= 20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-8, B=-8) Walter P. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tamps FL 33619 Date: March 22,2018 O WABNINGI,-Verify tleslgn peromeeereaatl BEAD NOTES ON MIS AND INCLUDED MIiEKBEFEBANCE PAGE MM17479mv. 10,21V20ISBEFOBE USE Design valid 'Cruseonly with MITek9 Connectors. lltle tleslgn Is based only upon parameters shown, antl Is for an no dual bullOing component, not a huss rysters}. Bofors use, the building desl8ner musfvarlty the appl'Cobll Y of design parameters antl properly Incorporate this tleslgn Into Me overall bulltling tleslgn. Bracing lntllcated is to prevent bucklingollndNldualtrussweb and/or Chord members only. Addltlonal lemporaw and permanent bracing Is always req end for stability antl to prevent collapse withposdble personalin'antl property E.g.. ForGeneral guidance regartling me MiTek' fobrleotl fee storage, delNery, erecllon nobracing of pusses and huss systems, aa.MS611 GXTII1yCree ke. 03,49 and 6CSI a Acgr g Campenenl Sably Nfpmiatbmvo bbl. hom Truss Plate Immure, 218 N. Lee Sfreet Suite 312. A drla, VA 22314. 69W Parke East Blvd. Tampa, FL 33610 ..x Job Truss Truss Type Oty Ply THE ROYALE • T13569651 m11324 KJB MONO TRUSS 2 1 Job Reference o tional ChambersTruss, Inc., Fort Pierce, FL 8.130 ! Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:10:44 2018 13 3x4 = 2.83 12 14 3x4 � i2 2x3 II 15 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. "FL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.08 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-15 oo bracing. WEBS 2x4 SP No.3 REACTIONS. ' (lb/size) 4=90/Mechanical, 2=465/0-11-5, 5=409/Mechanical 'Max Horz 2=178(LC 8) Max Uplift 4= 91(LC e), 2=-332(LC 8), 5=-223(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.9=875/541 BOT CHORD 2-6=-535/842, 5-6=-535/842 WEBS 3-6=-1/267, 3-5=-923/587 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Ops1; h=12f ; B=45ff; L=50N; eave=6tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 4, 332 Ib uplift at joint 2 and 2231bluplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and fit Ib up at 2-11-0, 38 lb down and 61 Ib up at 2-11-0, 8lb down and 106 Ib up at 5-8-15, 81b down and 106 Ib up at 5-8-15, and 42 Ib down and 145 lb up at 8-6-14, and 42 Ib down and 145 Ib up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 Ib up at 2-11-0. 11 Ib down and 31 Ib up at 5-8-15, 11 Ib down and 31 Ib up at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14, and 31 Ib down and 14 Ib up at 8-6-141 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD,,,CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 54, 5.7=-20 Concentmteif Loads (lb) Vert: 10=80(F=40, B=40) 11=-5(F=-3, B=-0) 12=83(F=-42, B=-42) 13=14(F=7, B=7) 14= 21(F— 11. B= 11) 15=-50(F=-25, B=-25) MUI R Finn PE No22839 MRak USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q wARN/NG�Vedrydes Ia paramefersand REAONOTESON THISAND/NCLUDEDMr£KR£FERANCEPAGEM&74nreV. 10tW015BEFOREUSE. Deslgo valid /or use only with MrelA connectors.'his design is based only upon parametersshown, and "'or an Individual bulltling component not a truss systerri. Befare use, the bulltling designer must verify me appllcoblliN of design parameters and properly Incorporate the design Into Me overall bulltling deslhghgn. Bradng indicated is 1.pr.ventbuckling of individual truss web and/or chord memo.. only. Addltlonal temporary and permanent bracing WO Is alwaysmq bed for MoblllN and to prevent collapse with possible personal lnlury an tl property tlamage. For general guitlance regarding the fabricanoru storage, delivery, e...... and bracing of trusses and truss systems. s-.MS 611 Cuoll1l1yy Cdtnb, OSS49 and 601 Buld10a Componant 69N Parke East Blvd. Safety Im rrealbnavolloble from Truss Plate Instltute, 218 N. and Sheet Suite 3,2. Alexondrlo, VA 22314. Tampa, FL 33610 Job I Tress Truss Type Cty, . Ply THE ROYALS T73569652 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Tress, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:10:44 2018 Page 1 ID _kfiGCA6bx7j2Sy1 HD%Fw7ye3KX-EOHTA%BTyT3EaXMCRg6iOMoML7EeovSk9vOa6DzYOkP -1-2-9 6-0.4 129 { 6.0-4 —_-- Scale=1:13.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.07 4-7 >974 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MP Weight: 20 lb FT=0% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD BOT CHORD I2x4 SP M 30 BOT CHORD 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. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly appliedor6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3 and 150lb uplift at joint 2. 6) In the LOADICASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54 Trapezoidal Loads (plo Ved: 2=0(F=27, B=27)-to-3=-et(F=-14, B=-14), 5=0(F=10, B=10)-to-4=-3O(F=5, B=5) Walter P. Finn PE No.22039 RTA USA, Inc. FL Cart 6631 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNINi VpN Eeaign paremetero and NEAC NO rea-v"N1s/INa/NCLUOED M/rEKNEFENANCE PAGE ep"`arev-faNYf015aEFpflE USE Design valitlar use only with Mrtek® connect ors. This d sOn is based only upon parametersshown. antl isfaran Ind (dual builtling component not a huss systeBeforeuethe bulltling tleslgnermus}verify}he applicability oftlesen Prametrsnd properlylncorporote thisdeslgnlntotheverallbutling den. Bracing lntllwted is toprevent bucklingoflndlvlduo,trussweb antl/orchord membersonly. Ado an0ltemporaryandpermanent bracing MfTekIawaysreired tar stability and to pna 'collapaw mpossiblepersonalInivantl propertytlam.geForgene,.,guidanregartlingthefabricationorage. delivery, erection and Orocing of trusses ontl truss systems. seeAN61/IPII Gualpy CMsda, D60dV and BCSi eu6dhrp Componmf eao4 Parka Ees1 Blvd. 3aby Nfamiatbmvallable from Truss Plate Institute, 218 N, Lea Street, Suite 312. Alexandeo, VA 22314. Tampa, FL 33610 Job I Truss Truss Type cry Ply THE ROYALE ' T13569653 m11324 KJB MONO TRUSS 2 1 Job Reference o tional Ghynbers Truss, Inc., For Fierce, FL B.19u 6 Mar ll Zulu MI I eK Industries, Inc. Intl Mar2Z Ua:l U:4b 2Ula VagB l ID _k6GCA6bx7j2Syl HDXFw7ye3KX-icrrOlC6jnB5ChLP_YExyaLZfXbOXMitO7m7fgzYQkO 3x4 = 4 Feale -1'11 1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 VerI -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(CT) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hoa(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17111 FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=95/Mechanical, 2=148/0-9-11, 4=46/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-84(LC 8), 2= 136(LC 8) Max Gmv 3=95(LC 1). 2=148(LC 1), 4=77(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-9 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. 11; 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 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 betwe✓:n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841b uplift at joint 3 and 136 lb uplift at joint 2. 6) In the LOAD, CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=-54 Trapezoidal Loads (plf) Vert 2=0(F=27, B=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, B=10)-to-4=-25(F= 2, B— 2) Wafter P. Finn PE No22639 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING rr Vedlydesrs lgnparameteand BEAD NOTES ON THIS AND MCLUD£DMIrEKHEFENANCE PAGE MILTIMmi, lBtstra sBEFORE USE. �lor Design valid use only with MRelle+ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design.. Bracing Indicated is to prevent buckling of Individual 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 fine fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVMIl CualMftyy Calera, DSB419 and BCSI Building Component Safety Informa6errwollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1s I1 M(Tek 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALS T73569654 m11324 MV2 VALLEY 1 1 Job Reference o tional CIVmbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2016 MI I eK Imoustnes, mc. 1 nu mar 22 e9H O:4E 2e1b Paget ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AoPDbDDkU5JygrwbYFIAVniIPxxUGpylcDVgB6zYOkN 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2017/PPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD I2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-0-0,2=30/2-0-0,3=11/2-04) Max Horz 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) 4.00 12 3a4 DEFL in (too) Vdefl L/d PLATES GRIP VerhLL) n/a - n/a 999 MT20 244/190 Vert(CT) n/a - n/a 999 Hoa(CT) -0.00 2 rJa n/a Weight: 5 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All foxes 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.Opst h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requites continuous bottom chord bearing. 3) This truss hAS been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20lb uplift at Joint 1 and 301b uplift at joint 2. Scale =1:6.1 Walter P. Finn PE No32639 l USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNINGI-Verity deafgo paramefera eadREADNOTEsovMS A`vomx"UGEO MmEKREFERANCE PAGE M1174M rev. iN9Yl0159EFoRE USE Dedgn volld for use only wilh MT`& connectors. m11s design labored only upon porametan shown, ontl a for on InEcuol b"Iding component, not fat a husesysterp. Before use, the bulltling d.""'er mustverify the poollcabslht ofdesign parameters and properly Incorporate this design intothe overall building desgn. Bracing indicated is to prevent buckling of lnd'vlduol frets web ontl/orchord membarsonly. AddltlooaltempoxrY and permanent bracing MiTek- Isalwaysrequiredfarstabilityandfopreventcollapsewithpossibleperwn0Inluryandpropertytlomage. for generalguidanceregartling In fabricaaon, storage, delivery, e,.ctlon ontl bracing of hussar and huss systems. s..ANS611 Q..I CMor o. DSB49 ontl BC51 BUYtlarp Compo...1 6904 Parke East Blvd. Sol.Inroabotbrpv.e.d. fromTruss'lot. Inamute. 218 N. Lee Sheaf, Sulfa 3, 2, Alexondrlo, VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE ROYALE ' T13569655 m11324 MV4 VALLEY 1 t Job Reference o tional unamoers I mss, me., ran Fierce, rL 6.1 au a mar n zu1B mi iex mousmes, me. mu mar z'z uv:l u:g0 eulu rage 1 ID:_kfiGCA6bx7j2Syl HDXFW7ye3KX-AoPDbODkUSJygrwbYFIAVmgFwAGpy1 cDVgBGzYOkN 4-0-0 4-0-0 2 3 3x4 i Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ved(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matdx-P Weight: 121b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD I2x4 SP N0.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=109/4-0-0, 3=109/4-0-0 Max Harz 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ila) or less except when shown. Structural wood sheathing directly applied or 4-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc 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=50f ; 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; 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 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. Wafter P. Finn PE No.22839 N7ek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNINGi VedN design parameters andR DNOTEB ON THIS AND/NCLUUW MREKREFERANCE PAGEMIh1413 rev. 1W0.YIp15 BEFORE USE. Ueslgn valltl;for use only w8h M9ek®connectors. This design abased only upon parameters shown. and Is for an IndMtlual builtling component, not ��- a truss system. Before use, Me building designer must verlN the appllcoblllty of design parameters antl property Incorporate Mls design Into the overall bue ng design. Bracing Indlc.'ad is to".van,bucklingoflndlvldual muss web and/.,chard memberaanly. AddltlanaI tempoI ntl perman.nt bracing MiTek' Is 'aad far stabll"' and to prevent collapse with possible canarallniury antl property damage. Far general guldanice regarding the fabrication, 3toroge, as, v., erection and bracing of musses and muss systems, se.MSMIJ pyollBryy "sots. bSS-0S and a all 1u9dbg Co.$ ...I Saf. lnfermrslbrrovolloble tram Truss Plate lmlltute, 218 Street, 69N Parke East Blvd. Tampa, N. lea Suite 312 Alexandria. VA 2231,. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 1 374 Center plate on joint unless Y. 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 0-1491 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 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 BEARING Indicated by symbol shown and/or by text In the bracing section of The output. Use T or I bracing If indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6 4.8 I dimensions shown Infisixteenths t scale) IIII (Drawings not to scale) 2 3 TOP CHORDS 0 c O U 0 O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 ® 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 0 bracing should be considered. c U 3. Never exceed the design loading shown and never = stack materials on inadequately braced trusses. U 0 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabdcator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or pudins provided at spacing Indicated on design. Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft.spacing. or less, if no ceiling Is Installedunless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved MiTek° MTrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 sul iclent: - — - -- - 20. Design assumes manufacture In accordance with ANSVIPI 1 Quality Criteria.