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HomeMy WebLinkAboutTRUSSMIIa MiTek a Lumber design value' are in accordance with ANSI/TPI 1 section 6.3 \ �� These truss designs rely on lumber values established by others. I BY St Lucie Cou.n. Y RE: 75142 - 5333 EMERSON AVE. Site Information: Customer Info: Cal Builders Project Name: Spe Lot/Block: Subdiv • Address: highlands drive City: Vero Beach State: Name Address and License # of Structural Eng Name: Address: City: Model: #� f 9�o 3 - ©7516P MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 er of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. J Seal# � J Truss Name J Date 1 IT138502261A 4/23/18 118 IT13850243IJ3 4/23/18 12 1 T13850227 1 Al 1 4/23/18 119 I T13850244 I J5 1 4/23/18 13 1 T13850228 1 A2 1 4/23/18 120 I T13850245 I J7 1 4/23/18 14 1 T13850229 1 B 1 4/23/18 121 I T13850246 1 JH 1 4/23/18 15 1 T13850230 1 B1 1 4/23/18 122 1 T13850247 1 KJ3 1 4/23/18 1 16 1 T13850231 1 C 1 4/23/18 123 1 T13850248 1 KJ7 1 4/23/18 1,47 I T13850232 ( C1 1 4/23/18 124 1 T13850249 1 MV2 1 4/23/18 1.8 1 T13850233 1 C2 1 4/23/18 125 1 T13850250 1 MV4 1 4/23/18 9. 1 T13850234 1 C3 4/23/18 126 1 T13850251 MV6 4/23/18 1.10 1 T13850235 1 C4 4/23/18 127 1 T13850252 1 MV8 4/23/18 11 I T13850236 1 C5 1 4/23/18 112 1 T13850237 1 C6 1 4/23/18 113 1 T13850238 1 GRA 1 4/23/18 114 1 T13850239 1 GRB 1 4/23/18 115 1 T13850240 1 GRC 1 4/23/18 116 1 T13850241 1 GRG 1 4/23/18 117 I T13850242 I J1 1 4/23/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the , ngineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 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's 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. RECEIVED APR 24 ?018 ST. Lucie County, per rcR'P, `S.` E N S�.•ti �.�� 0 22839 :A : STATE OF M ilter P. Finn PE No.22839 Fate c, FCL'e�34�'j " SL" J pFL33610 April ,23-"'r/ Finn, Walter Job Truss Truss Type city Ply 5333 EMERSON AVE. T13850226 75142 A HIP I , 1 1 Job Reference (optional) cnamoers I russ, Inc., rorr rreice, rL. .,2 0 7-1-12 5x8 = ; 6.00 12 4 27 28 1 ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-Ts56aD5cRfebN171gd5J4mKH25wBZUPBFW Kugl4 8-0-0 2-10-4 3x4 11 5x8 = 5 29 30 6 Scale = 1:60.2 3x8 i 3x4 I 5x8 II 5x8 II 1-4.0 36-0-0 ,1-0-0, , 10-0-0 , 18-0-0 , 26-0-0 34-8-0 _ 3 to- 1 1-0-0 8-8-0 B-0-0 8-0-0 8-8.0 W4�0 0-4.0 1-0-0 Plate Offsets MY)-- [2:0-0-12 1-2-2] [2:0-3-0 0-1-8] [4:0-5-12 0-2-81 [6:0-5-12 0:2-8] [8:0-3-0 0-1-8] [8:0-0-12 1-2-21 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.20 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.39 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS { Wind(LL) 0.26 10-12 >999 240 Weight: 170lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=1333/0-8-0, 8=1333/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-6 oc bracing. Max Harz 2= 133(LC 10) ' Max Uplift 2=-705(LC 12), 8= 708(LC 12) 1 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2318/1618, 3-4=-2172/1551, 4-5= 2640/1913, 5-6=-2640/1913, �6-7=-2172/1550, 7-8=-2318/1617 BOT CHORD 2-14=-1371/2056, 12-14=-1231/2008, 10-12= 1216/2008, 8-10= 1357/2056 WEBS 4-14=-58/300, 4-12=-524/815, 5-12= 491/498, 6-12= 525/815, 6-10= 57/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 10-0-0, Extedor(2) 10-0-0 to 30-2-15, Interior(1) 30-2-15 to 36-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=705, 8=708. Walter P. Finn PE No.22839 MITsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE'PAGE MIf-7473 rev. 10103J201S BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown), and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tam systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i Oty Ply 5333 EMERSON AVE. T13850227 75142 Al HIP .1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:33 2018 Page 1 ID:Ul4FEgtwmGe?W HXMOUGiroyKad4-x3fUnZ6ECzmR?BixEKcYcztT5VES13zHUA4RMmzNs9K 7-6-4 12-0-0 18-0-0 24.0-0 263-11 36-0-0 36- 2 0-8-2 7.8.4 43-12 6-0-0 6.0.0 4-3-11 7.8.5 0- 2 r Scale = 1:60.7 5x8 = 3x4 I 5x8 = —2 qI 0 3x8 — 3X4 II 3x4 = ---- 3X8 = 3X4 — 3X4 II 5x8 II 5x8 11 1-4-0 3E0-0 1-" 7-8-4 12-0-D 18-0.0 24-0-0 2B•3-11 34-8-0 3`a-Q-0 i 1-0-0 6-4-4 4-3-12 6-0-0 6-0.0 4-3-11 6-4-5 4 0 Od.0 1 0 0 Plate Offsets (x Y)-- [2:0-0-12 1-2-2] [2:0-8-4 0-0-61[4:0-5-12,0-2-81,[6:0-5-12,0-2-81,[7:0-0-0,0-0-01,[8:0-8-4,0-0-61,[8:0-0-12,1-2-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DO 1.25 TC 0.42 Vert(LL) -0.16 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 I Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.21 13 >999 240 Weight: 183lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-14 oc bracing. REACTIONS. (lb/size) 2=1333/0-8-0, 8=1333/0-8-0 Max Horz 2= 160(LC 10) Max Uplift 2= 705(LC 12), 8=-708(LC 12) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2314/1570, 3-4= 2059/1491, 4-5=-2158/1615, 5-6=-2158/1615, 6'i 7=-2059/1491, 7-8=-2314/1569 i BOT CHORD 2-16=-1332/2057, 15-16=-1332/2057, 13-15=-1136/1878, 11-13= 1121'/1878, 10-11 =-1 316/2057, 8-1 0=-1 316/2057 1 WEBS 3-15=-277/247, 4-15=-1441324, 4-13=-284/480, 5-13=-367/377, 6-13=-284/480, 6-11=-144/324, 7-11=-277/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL' 3.Opsf; h=15fh B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 12-0-0, Exterior(2) 12-0-0 to 28-3-11, Interior(1) 28-3-11 to 36-0-13 zone; cantilever left and right exposed ';C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=705, 8:R08. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010MOIS BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I Qty Ply 5333 EMERSON AVE. T13850228 75142 A2 HIP �;1 1 Job Reference (optional) Cht 12 11 10 9 3x4 II Sx6 = i 6x8 = 3x4 I I 45 = 3x8 = 4x10 I 5x8 11 Page 1 :zNs9J 3 = 1:60.7 1-4-0 36.0-0 1-0-0 7-e-4 14-0-0 z2-o-0 29-8-0 34-8-0 i ss-o-o 1-0-0 s-4-4 i 6-3-12 a-ao 7-B-0 5-0-0 ot4ro -0 1." Plate Offsets (X Y)-- [2:0-0-12 1-2-2] [2:0-8-0 0-0-2] [4:0-3-0 0-2-4] [5:0-4-0 0-1-13] [7:0-0-4 Edge] 17:0-1-14 Edge] [10:0-4-0,0-3-41, [11:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Veft(LL) -0.42 11-12 >844 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 i Vert(CT) -0.71 11-12 >500 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.43 11-12 >828 240 Weight: 163lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 9=455/0-8-0, 2=1262/0-8-0, 7=949/0-8-0 Max Horz 2= 186(LC 10) Max Uplift 9=-329(LC 10), 2=-672(LC 12), 7=-675(LC 12) Max Grav 9=855(LC 22), 2=1327(LC 17), 7=984(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing. WEBS 1 Row at midpt 6-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-2338/1531, 3-4=-1924/1324, 4-5=-1735/1310, 5-6=-1944/1333, 6�7=-1885/1359 BOT CHORD 2-12=-1301/2216, 11-12=-1301/2216, 10-11=-957/1817, 9-10=-1137/1703, 7-9= 1137/1703 WEBS 3-11=-471/387, 4-11=-92/406, 5-10= 62/382, 6-10=122/561, 6-9= 7621490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 14-0-0, Exterior(2) 14-0-0 to 26-2-15, Interior(1) 26-2-15 to 36-0-13 zone; cantilever left and right exposedi; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=329, 2=_,672, 7=675. jd 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 reV. IaVX2015 BEFORE USE ,A Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610` Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850229 75142 B HIP I 1 1 Job Reference (optional) Chambvrs I russ, Inc., Fort Pierce, FL 1-4-0 i 4-1-7 , 10-5-14 i a. r ou b rvrar i 120 ro rvu 1 e& muubmeb, 111U. rvio i r pica aao.ao n i o raga 1 I D: Ul4FEgtwmGe? W HXMQUGirOyKad4-LeLCPb87VuBOseQWVTAFECV_JjEeVGKjAB16z5zNs9H 16-0-0 , 20-0.0 2&10.7 i 29•&0 , 31-1-5 , 36-0•o 36-p-2 0. 2 2.9.7 6-4-7 5-62 4.0.0 6-10.7 2-9-9 1-5.5 4-10.11 0. -2 1-4-0 Scale = 1:63.1 Sx6 5.00 12 Sx6 = 8 3x4 it 35 4x6 3x6 i 34 6 i 3x8 I 910 5 4x8 11 r 3x6 11 33 ' 3 21 1 2 16 5xl—�36 12 o 5x8 MT18HS II 20 18i 17 �o 0 19 24 23 22 3x4 II 4x8 = 4x4 = 4x4 = 15 14 3x4 11 4x4 11 3x4 I I 4X6 3x5 - 3x10 115 1-4-0 ,10-0 2-0-3 4-1-7 1D-.S74 16-D-0 .I 20-0-o 26-10.7 29-6-0 , _ 34-6-0 36-0-0 1-o-0 1� 1-H 9 6d-7 5-62 4-0.0 9-10.7 2-9-9 1-0-0 -0 Plate Offsets (X Y)-- [3:0-1-11 1-2-8] [4:0-0-8 0-2-0] [T0-3-0 0-2-4] [8.0-3-0 0-2-41 [10:0-2-4 0-1-81[12:0-0-4 Edge] [12:0-1-6 0-0-2] [21:0-4-0,0-1-81, [22:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.20 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.38 20-21 >904 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2620-21 >999 240 Weight: 199lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` l 4-19: 2x6 SP 240OF 2.OE, 9-15: 2x4 SP No.3, 16-19: 2x6 SP No.2 WEBS 20 SP No.3 "Except 11-14: 2x6 SP No.2 WEDGE Rights 2x6 SP No.2 I BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (ib/size) 14=1472/0-8-0, 24=1113/0-8-0, 12=81/0-8-0 Max Horz 24=-212(LC 10) Max Uplift 14=-803(LC 12), 24=-653(LC 12), 12= 253(LC 12) Max Grav 14=1472(LC 1), 24=1113(LC 1), 12=82(LC 22) I FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.', TOP CHORD 2-3=409/236, 3-4=-610/391, 4-6= 2303/1551, 6-7=-1312/1034, 7-8=-1146/1022, 8-9=-1315/1033, 9-11=-685/725, 11-12— 42/447 BOT CHORD 2-24=-226/415, 23-24= 238/513, 22-23=-312/619, 21-22= 161/314, 4-21= 975/1574, 20-21 =- 1287/2193, 18-20=-1287/2193, 17-18= 623/1206, 16-17=-498/649, 9-16=-679/469, 12-14=-383/114 WEBS 6-20=-176/541, 6-18=-11541774, 7-18=-195/324, 9-17=-1 31/693,14-16- 421/150, 11-16=-581/1058,11-14=-1160/735,3-24=-554/392,4-23=-675/472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-114 Interior(1) 2-11-3 to 16-0-0, Exterior(2) 16-0-0 to 20-0-0, interior(1) 24-2-15 to 36-0-13 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for 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, with BCDL = 10.Opsf. 7) Provide rrlechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=803,24=653,12=253. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10=2015 BEFORE USE. ' Design valid for use only with Miiekb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe W prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Ciiterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Insnhite. 218 N. Lee Street, Suite 312, Alexandria. VA 22314' Tampa, FL 33610 Job Truss Truss Type I Qty Ply 5333 EMERSON AVE. T73850230 75142 B1 ROOF SPECIAL I 45 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL id-0 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:37 2018 Page 1 I D: Ul4FEgtwmGe? W HXMQUGirOyKad4-pqv?dx9lGCGtTO?iTAhU np 19t6ej EpItPo2fVXzNs9G Scale = 1:66.7 I219 0 3x4 114x4 11 '^v 3x4 II 4x6 = 3x5 = 3x5 = 3x8 11 1-4-0 36-0-0 ,1-0-0. 2.4-3 4-1-7 14513 16-0.0 26.1a7 z9-6-0 , 34-6-0 3�-Q-0 , 1-40 1-0-3 1-9-3 fi-4-7 7-6-3 B-10-7 2-9-9 S0.0 0 4 0 0-0.0 1.0.0 Plate Offsets (X Y)-- 13:0-1-11 1-2-81[4:0-0-12 0-2-0] [5:0-4-0 0-3-0] [11:0-0-4 Edge] 111:0-1-6 0-0-21[15:0-2-12 0-3-12] [19:0-4-0,0-1-8], [20:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Veit(LL) -0.19 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 I Vert(CT) -0.37 18-19 >922 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS I Wind(LL) 0.26 18-19 >999 240 Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 I TOP CHORD BOT CHORD 2x4 SP M 30 *Except` BOT CHORD 4-17: 2x6 SP 240OF 2.OE, 9-14: 2x4 SP No.3, 15-17: 2x6 SP No.2 I WEBS WEBS 2x4 SP No.3 *Except* i 10-13: 2x6 SP No.2 WEDGE I Right: 2x4 SP No.3 REACTIONS. (lb/size) 11=20/0-8-0, 13=1545/0-8-0, 22=1101/0-8-0 Max Horz 22_ 238(LC 10) Max Uplift 11= 276(LC 10), 13=-861(LC 12), 22= 642(LC 12) Max Grav 11=118(LC 22), 13=1545(LC 1), 22=1101(LC 1) Structural wood sheathing directly applied or 4-5-0 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-404/215, 3-4=-602/363, 4-5=-2233/1318, 5-6=-1183/821, 6-7=-1142/841, 7-9— 600/553, 9-10=-573/469, 10-11= 126/549 BOT CHORD 2-22=-201/409, 21-22=-201/496, 20-21=-267/594, 19-20=-140/299, 4-19=-789/1483, 18-19=-1056/1994,16-18— 1052/1973,15-16=-482/987,11-13=-431/185 WEBS 5-18=-85/458, 5-16=-1108/741, 6-16=-328/556, 7-15=-677/360, 13-15=,406/199, 10-15= 460/1039, 10-13=-1216/698, 3-22=-549/375, 4-21= 649/439 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=24fh eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3', Interior(1) 2-11-3 to 18-0-0, Exterior(2) 18-0-0 to 21-0-0 zone; cantilever left and right exposed ; porch right exposed;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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 11=276, 13=861, 22=642. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 23,2018 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MO-7473 rev, 1010312016 BEFORE USE Design valid for use only with MTIek® connectors. This design is based only upon parameters shown, and Is for an individual bustling component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damcSge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Qty Ply 5333 EMERSON AVE. � T13850231 75142 C COMMON d 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:38 2018 Page 1 ID:Ul4FEgtwmGe?W HXMQUGiroyKad4-HOTNgGANt VOk5yavl uCjJi aLpWyGzEKOeSnC1 _zNs9F 6-5-3 12-2-10 17.11I.15 23-9-4 29-6-11 29- -14 36-0-0 0 -2 6-5.3 5-9-6 5.9.5 5-9-5 5.9.6 0- -3 6-4-2 • I Scale=1:60.2 5x6 = 5.00 F12 6 N 2 0 10 i� 0 4x10 II 1-4-0 36.0-0 1.0-0 L17-14 17-11-15 20.2-9 29-7-14 29$0 34-7.14 34.11r14 i 1 0.0 7-3-14 9-0-i I 2.2.10 9-5.5 0-0-2 4-11-14 0 4 0 0-4-0 1-0.2 Plate Offsets (X Y)-- [2:0-2-14 0-1-8] [2:0-0-5 Edge] [10:0-1-6 0-0-21 [10:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.28 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 I Vert(CT) -0.56 12-14 >632 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Wind(LL) 0.16 14-16 >999 240 Weight: 178lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I WEBS 1 Row at midpt 7-12 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 12=1451/0-8-0, 2=1105/0-8-0, 10=110/0-8-0 li Max Horz 2=-238(LC 10) I Max Uplift 12=-748(LC 12), 2=-603(LC 12), 10=-307(LC 12) II Max Gram 12=1451(LC 1), 2=1105(LC 1), 10=175(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1860/1208, 3-5=-1696/1153, 5-6=-1084/857, 6-7=-1081/856, 7-9Li 0/507, 9-10=01470 BOT CHORD 2-16� 976/1732, 14-16=-762/1400, 12-14=-525/829, 10-12= 369/0 WEBS 5-16= 136/369, 5-14=-606/484, 7-14=-6/335, 7-12=-1414/584, 9-12=-324/370, 6-14=-347/507 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 17-11-15, Exterior(2) 17-11-15 to 20-11-15 zone; cantilever left and right exposed ; porch right exposed; C-C',for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=Ib) 12=748, 2=603, 10=307. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE 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 system. Before use, the building designer must verify the applicability of design parameters anq properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse wilh possible personal Injury and property dampge. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and buss systems, seeANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850232 75142 C1 COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 23 10:58:39 2018 Page 1 I D:U14FEgtwmGe? W HXMQUGirOyKad4-mDO12cB?opW bj695bbjysE7UwwlTihmAs6XmaQzNs9E 6-6-1 12-2-911 18-0-0 23-9-7 29-2-0 29 5 15 35-0-0 0• •25.8.5.9-6 5-9-7 5-4-9 0- - 5 5.6.2 Scale = 1:58.9 4x4 = 6.00 12 6 2 0 Io 14 3x4 = 3x6 = ' 3x8 _ 3x6 = 3x4 = 4x8 II 3x8 � 5x8 II 1d-0 1-0-0 9-6-13 18-0-0 26-5-3 35-0-0 1-40 B-2-13 B-5-3 B-5-3 8.6-14 0.4-0 Plate Offsets (X Y)-- f2:0-0-12 1-2-21j2:0-3-0 0-1-8] [11:0-5-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.18 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 i Vert(CT) -0.36 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 j Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Wind(LL) 0.23 14-16 >999 240 Weight: 178 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 ! REACTIONS. (lb/size) 11=1257/5-8-0, 2=1334/0-8-0 Max Harz 2=232(LC 11) Max Uplift 11=-666(LC 12), 2=-706(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2351/1447, 3-5= 2172/1361, 5-6=-1636/1130, 6-7=-1636/1135, 7}9=-2188/1390, 9-11=-2334/1479 BOT CHORD 2-16=-1217/2092, 14-16� 1024/1863, 12-14=-1023/1869, 11-12=-1241%2096 WEBS 5-16=-77/339, 5-14= 587/463, 6-14=-568/937, 7-14=-596/468, 7-12= 101/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLI=3.0psf; h=15ft; B=45fh L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 18-0-0, Exterior(2) 18-0-0 to 21-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all area's 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 100 Ib uplift at joint(s) except Qt=lb) 11=66612=706. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MI1-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only Win MTek® connectors. This design B based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and, properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type City Ply 5333 EMERSON AVE. T13850233 75142 C2 COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 Mrrek Industries, Inc. Mon Apr 23 10:58:40 2018 Page 1 ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-EPa7FyCdZ7eSLGkH81EBOSffhKehR82J5mGJ6szNs9D 6-6-1 12-2-10 1&0-0 23-9-7 29-5-14 35-0-0 0-8-2 SIN 5-8-9 5.9.6 5-9-7 5-8-6 5-6-2 42 0 3x8 5xB I I 1-4-0 1-0-0 9-6-13 18-0-0 26-5-3 35-0.0 1-0-0 B-2-13 B-5-3 8-5.3 8-6-14 : 1:57.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.18 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.36 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 j Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.23 14-16 >999 240 Weight: 176 ib FT m 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 I REACTIONS. (lb/size) 11=1257/Mechanical, 2=1334/0-8-0 Max Harz 2=232(LC 11) Max Uplift 11=-666(LC 12), 2=-706(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' TOP CHORD 2-3=-2351/1447, 3-5=-2172/1361, 5-6=-163611130, 6-7=-1636/1135, 7-9=-2185/1388, 9-11=-2333/1479 BOT CHORD 2-16=-1217/2092, 14-16_ 1024/1863, 12-14=-1022/1869, 11-12=-1244%2097 WEBS 5-16=-77/339, 5-14=-587/462, 6-14— 568/937, 7-14=-594/466, 7-12=-98/348 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 18-0-0, Exterior(2) 18-0-0 to 21-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRSlfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) except Qt=lb) 11=666, 2=706. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 9934 9904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10N32015 BEFORE USE. Design valid for use only vAth MfiekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Chteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850234 75142 C3 HIP �i � ,1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:41 2018 Page 1 bx8 11 1-4-0 1-0-0 8-7.4 16-D-0 2a0-0 27-4-12 35-0-0 1-0.0 7-3-4 7-4-72 4-0-0 7-4-11 7-7-5 04-0 Plate Offsets (X Y)-- [2:0-0-12 1-2-2] [2:0-3-0 0-1-8] [3:0-3-0 0-3-0] [6:0-3-0,0-3-01 [8:0-5-4,Edge] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.36 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.55 12-14 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.25 12-14 >999 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 �, TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-1 oc bracing. WEBS 2x4 SP No.3 I WEBS 1 Row at midpt 3-12, 6-11 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 8=1257/Mechanical, 2=1334/0-8-0 Max Harz 2=206(LC 11) Max Uplift 8=-666(LC 12), 2=-706(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shownl. TOP CHORD 2-3= 2347/1534, 3-4=-1804/1294, 4-5=-1599/1273, 5-6=-180411301, 6-8=-2336/1537 BOT CHORD 2-14=-1319/2118, 12-14=-1320/2116, 11-12=-897/1599, 9-11= 1309/2099, 8-9— 1308/2100 WEBS 3-14=0/256, 3-12=650/474, 4-12=-201/404, 5-11=-205/401, 6-11= 662/482, 6-9=0/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft B=45ft; L=24ft; eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 16-0-0, Exterior(2) 16-0-0 to 20-0-0, Interior(1) 24-2-15 to 35-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 8=666, 2a706. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type ; Qty Ply 5333 EMERSON AVE. I T13850235 75142 C4 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 23 10:58:42 2018 Page 1 ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-AoiugeDt5kuAaZugGjHfUtl_g7Hhv5CcY41QAIzNs9B 7-6-14 14-0-0 22-0-0 28-3-10 35-0-0 0- •2 7-8-14 6-3.2 1 8.0-0 6.3-10 6-8-6 0 0 mle=1:59.0 12 11 10 9 3x8 i 2x3 11 6x8 = I 6x8 = 2x3 11 4x8 11 5x8 11 1-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.56 BC 0,81 WB 0.51 Matrix -MS I DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.68 11-12 >618 360 -0.81 11-12 >520 240 0.10 8 n/a n/a 0.55 11-12 >759 240 PLATES MT20 MT18HS Weight: 160lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 8=1257/Mechanical, 2=1334/0-8-0 Max Horz 2=180(LC 11) Max Uplift 8=-666(LC 12), 2=-706(LC 12) _ Max Grav 8=1267(LC 18), 2=1344(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2368/1566, 3-4=-2040/1400, 4-5=-1839/1367, 5-6=-2029/1408, 6-88-2370/1574 BOT CHORD 2-12= 1355/2236, 11-12=-1355/2236, 10-11=-1036/1858, 9-10=-1348/ I124, 8-9=-1348/2124 WEBS 3-11=-498/359, 4-11— 125/432, 5-10= 129/429, 6-10=-514/371 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 14-0-0, Extertor(2) 14-0-0 to 26-2-15, Interior(1) 26-2-15 to 35-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=66612=706. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev, 10AWGIS BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.I Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850236 75142 C5 HIP .1 1 Job Reference (optional) cnamuers i russ, me., MR rierce, rL ^r. wy ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-e_GGt_EWs201 CjTsgRouO4HBzXfCecLlnkVzjBzNs9A 7.8-4 12-0-0 18-0.0 24-0-0 28-3-12 35-0-0 0- -2 7.8.4 4-3-12 6.0-0 6-0-0 4-3-12 6.8-4 Scale = 1:59.2 4x8 = 2x3 11 4x10 = 4 27 28 5 29 6 5.00 12 2x3 I I 2x3 11 3 I 7 I I 30 3x4 p N 2s a .- 1 I g I7 0 16 31 15 14 13 i2 11 32 10 2x3 11 2x3 11 4x6 = 3x8 = 46 = 2x3 11 2x3 11 3x8 II 4x5 — 4x10 II 1-4.0 1-0-0 7-" 12-0-0 IS-0-0 24-0-0 28-3-12 35-0-0 1-0-0 6-4-4 4-3-12 6.0-0 6-0.0 4-3-12 6-a-4 DA.0 I Plate Offsets (X Y)-- [2:0-0-4 Edge] [2:0-1-10 Edge] [4:0-5-4,0-2-4], [6:0-6-8,0-2-01, [9:0-5-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.32 10-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.56 10-19 >745 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.48 10-19 >872 240 Weight: 165lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 9=1257/Mechanical, 2=1334/0-8-0 Max Harz 2=153(LC 11) Max Uplift 9=-666(LC 12), 2=-706(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2192/1441, 3-4=-2104/1543, 4-5= 2130/1594, 5-6=-2130/1594, 6-7=-2108/1539, 7-9=-2176/1441 BOT CHORD 2-16=-1228/1984, 15-16= 1228/1984, 13-15= 1233/1995, 11-13=-1217/1950, 10-11=-1213/1942, 9-10= 1213/1942 WEBS 4-15=-154/380, 4-13=-175/454, 5-13= 336/325, 6-13= 160/450, 6-1=-153/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1511; B=45ft; L=24f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2=111-3, Interior(1) 2-11-3 to 12-0-0, Exterior(2) 12-0-0 to 28-3-12, Interior(1) 28-3-12 to 35-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 9=666, 2=706. I � II �I Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shewn, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and propertyldamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA'22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5333 EMERSON AVE. T13850237 75142 C6 HIP .1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Mon Apr 23 10:58:44 Zulu Nage i I D: U14FEgtwmGe? W HXMQUGi rOyKad4-6Age5KF8dLBupt13NBJ7ZIgH8xxLNyyv00EXFdzNs99 7-1.12 10.0.0 17-1-15 24.2-1 31.4-0 35-0-0 0- -2 7-1-12 2-10-4 7-1-15 , 7-0-3 7.1-15 3-8-0 ;tale = 1:59.1 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.65 14-16 >645 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -1.17 14-16 >358 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.6614-16 >487 240 Weight:171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEDGE WEBS 1 Row atmidpt 8-12 Left: 2x6 SP No.2 REACTIONS. (lb/size) 1 0=1 251 /Mechanical, 2=1329/0-8-0 Max Horz 2=145(LC 12) Max Uplift 10= 669(LC 12), 2=-697(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I TOP CHORD 2-3=-2318/1611, 3-4=-2197/1554, 4-5 2487/1738, 5-7= 2487/1738, 7-8 �I2487/1738, 8-9=-1073/769, 9-10— 1192/877 BOT CHORD 2-16=-1512/2098, 14-16=-1391/2066, 12-14=-1628/2507, 11-12=-630/932 WEBS 4-16=-95/323, 4-14=-295/672, 5-14=-281/300, 7-12=-567/517, 8-121157 =/1859, 8-11=-692/579, 9-11=-786/1165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 10-0-0, Exterior(2) 10-0-0 to 34-10-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 10=669, 2=697. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MIP7473 rev. 1041312015 BEFORE USE Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' prevent is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria; DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information avallable from muss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 5333 EMERSONAVE. 75142 GRA ]HIP GIRDER ' .1 1 T13850238 Chamharc Tn icc Inr Garr oror,.e n Job Reference tional o 11— 1W 11 MIA La RADO;-*D eV ra t-ayeI �2 P 5.0.14 4-11-2 3-8-2 4-3-1 5x12 MT18HS = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5xl2 MT18HS — 5 00 12 Special NAILED 3x4 = I 5x8 MT18HS = 3x4 = NAILED Special 3 25 26 4 27 28 29 5 30 31 32 6 33 34 7 Scale=1:60.7 cu 8 m I6 16 35 36 15 14 37I 13 38 12 11 39 40 10 4x12 = 3x4 11 NAILED 5x8 MT18HS = 4x8 = NAILED NAILED5x8 = NAILED 3x4 II 4x12 = 8x10 11 Special I 5x8 = NAILED NAILED 5x8 MT18HS = Special 8x10 11 NAILED NAILED NAILED 1.4.e I 36-a0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.66 13 >651 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.76 13 >567 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 I Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 199lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 7-11 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=2654/0-8-0, 8=2654/0-8-0 i Max Horz 2= 107(LC 23) Max Uplift 2=-1757(LC 8), 8=-1761(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4971/3387, 3-4=-6646/4592, 4-5=-7137/4913, 5-6=-7137/4913, 6-7— 6646/4591, 7-8= 4971/3386 BOT CHORD 2-16=-2981/4502, 15-16=-2980/4506, 13-15=-4411/6646, 11-13=-4411/6646, 10-11= 2979/4506, 8-10=-2980/4502 WEBS 3-16=-21/264, 3-15— 1707/2617, 4-15=-956/771, 4-13— 386/612, 5-13=- I07/478, 6-13= 386/612, 6-11= 956/772, 7-11 =-1 708/2617, 7-10=-20/264 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at Joint(s) except Ct=1b) 2=1757, 8=1761. 8) "NAILED -indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines! 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 298 lb up at 8-0-0, and 197 lb down and 298 lb up at 28-0-0 on top chord, and 388 lb down and 329 lb up at B-0-0, and 388 lb down and 329 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LQAD 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=-14, 2-3= 54, 3-7=-54, 7-8=-54, B-9=-14, 2-8= 20 WalterP. Finn PE No.22839 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE Mt1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, andis for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and pioperiy incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 --� r russ l ype Qty Ply 5333 EMERSON AVE. 75142 GRA HIP GIRDER 1 1 T13850238 Chambers Truss, Inc., Fort Pierce, FL Job Reference o Industries. 8.130 s Mar 112018 MiTek Industries, Inc. Mon Anr 23 10:58:46 2018 Paae 2 r u: u rvrcgrwmue rvv r1Aml.luuirUyKaa4-2LyUVIIUGU8ZUb3k3k3H VZLbelvdala LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-136(B) 7=-136(B) 14— 67(B) 16-388(B) 13-67(B) 5=-I I0(B) 10=-388(B) 12-67(B) 25-110(B) 26-110(B) 27=-110(B) 29=-110(13) 30-110(B) 32-110(13) 33=-110(B) 34=-110(B) 35=-67(B) 36=-67(B) 37=-67(B) 38-67(B) 39-67(B) 40=-67(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage., For general guidance regarding the fabrication, storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Tompa, FL 33610 75142 Ply GRB I HIP GIRDER 2 T13850239 "" ' "' 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:48 de = 1:34.0 ' 1-0.0 0-4-0 4-9-0 14-7-0 1 4-7-0 5-1-0 Plate Offsets (X,Y)-- [2:0-2-12,1-10-10], [2:0-1-6,0-0-11, [3:0-7-12,0-2-81, [5:0-5-4,0-2-4], f6:0-0-0,0-3-31, [8:0-4-4,0-6-0] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.35 6-9 >700 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS i Wind(LL) 0.27 8-9 >894 240 Weight:241 lb FT=20% LUMBER- EIRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=5827/0-8-0, 2=4643/0-8-0 Max Horz 2=75(LC 24) Max Uplift 6=-3291(LC 8), 2=-2751(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9306/5591, 3-4= 12976/7646, 4-5=-12976/7646, 5-6=-10922/6212 BOT CHORD 2-9= 5051/8504, 8-9— 5096/8573, 7-8=-5723/10160, 6-7=-5647/10009 WEBS 3-9=-760/1145, 3-8=-2763/5040, 5-8=-2072/3263, 5-7=-1262/2508 NOTES- I 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. I Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 1 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3:Opsf; h=15fh B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. I 71 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any',other live loads. 8) . 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=329112=2751. I 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 8-0-12 from the left end to 18-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. i I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. }0/03/2015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is, for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prdperly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage.{ For general guidance regarding the fabrlcatlon. storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 75142 Inc., _w I IIuss type _FQtY HIP GIRDER I 1 I 2 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr ID:Ul4FEgtwmGe? W HXMQUGiroyKad4-?x39xhlegafJIULgc_O3i8_ T13850239 LOAD CASE(S) Standard Uniform Loads (pit) I Vert: 1-2=-14, 2-3=-54, 3-5=-54, 5-6= 54, 2-10= 20 Concentrated Loads (Ib) Vert: 20=-2785(B) 21= 1231(B) 22— 1237(B) 23=-1237(B) 24= 123,13) 25= 1237(B) • i A WARNING - Vertly deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.' For general guidance regarding the fabrk;allom storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda VA 22314. Tampa, FL 33610 Job Truss ' Truss Type Qty Ply 5333 EMERSO —AVE. 75142 GRC HIP GIRDER 1 1 T1385o240 Chamt>Prs Trues Ire Goa olo, e n Job Reference o tional - - 8.13u s mar 11 2018 MI I eK Industries, Inc. Mon Apr 23 10:58:49 2018 Page 1 I D: Ul4FEgtwmGe? W HXMQUGirOyKad4-T8dX81 JGRunAwewOAhvIGLX4hyeP27YegfylwrzNs94 4-3-14 I 8-0-0 13-1-14 18-1�-15 23-2.1 28-2-2 33-4-0 35-0-0 0.0-Z 4-3.14 ' 38.2 ' 5-1-14 5-0-2 i 5-0-2 5-0.2 5-1-14 1-6-0 Scale = 1:62.1 NAILED 5x12 MT18HS = NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED 5x6 5.00 12 Special NAILED 2x3 11 NAItTED 5x8 MT18HS = 3x5 = 2x3 11 5x10 = NAILED NAILED NAILED NAILED 3 24 25 4 26 27 28 5 6 29 7 30 31 32 8 33 34 9 10 35 19 36 37 18 17 38 4x12 = 3x4 11 NAILED 5x8 MT18HS = 8x10 I Special 5x10 = NAILE NAILED NAILED 1-4-0 16 39 15 14 40 41 13 42 3x4 11 NAILED 3x10 II NAILED NAILED 6x10 MT18HS = NAILED NAILED 4x12 = NAILED NAILED 43 12 44 11 NAILED 8x10 = 4x10 II NAILED 7 m N Plate Offsets (- Y)-- [2:0-0-12 1-5-6] [2.0-1-0 0-0-2] [3-0-9-0 0-2-4] [6.0-4-0 Edge]I[9:0-7-12 0-2-8] [10.0-3-0 0-1-12] [11:Edge 0-3-8] [12:0-3-8 0-4-0] [13:0-2-4 0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.50 16-18 >837 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 16-18 >454 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I !Nind(LL) 0.80 16-18 >521 240 Weight: 204 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 -Except- 3-6,6-9: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 3-18,5-18,7-13,9-13: 2x4 SP M 30 WEDGE Left:•2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-9 oc bracing. WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=2639/0-8-0, 11=2805/Mechanical Max Horz 2=145(LC 25) Max Uplift 2=-1732(LC 8), 11= 1874(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4920/3323, 3-4=-6673/4556, 4-5=-6673/4556, 5-7=-6784/4593, 7-8-4459/301 E 8-9=-4459/3016, 9-10= 151711013, 10-11=-2767/1832 BOT CHORD 2-19=-3068/4456, 18-19=-3066/4459, 16-18=-4559/6784, 14-16=-4559/6784, 13-14=-4559/6784, 12-13= 876/1325 WEBS 3-1 8=-1 727/2690, 4-18=-672/598, 5-16— 328/383, 7-14= 442/856, 7-13=-2786/1889, 8-13=-527/522, 9-13=-2499/3721, 9-12=-1753/1260, 10-12=-1711/2576 it NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=,1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 4) All plates are MT20 plates unless otherwise indicated. ', 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1732, 11=1874. 9) "NAILED" indicates 3-1 od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hangerfs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 298 lb up at 8-0-0 on top chord, and 388 lb down and 329 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 Q WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE'MIF7473 rev. 101032015 BEFORE USE. Design valid for use only with METek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse with possible personal Injury and property damage). For general guidance regarding the fabrication• storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS13-89 and BCSI Building Component 'I 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. russ I Truss Type 75142 GRC HIP GIRDER 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:50 2018 Page 2 ID: Ul4FEgtwmGe? W HXMQUGirOyKad4-xKBvLNJvCBv 1 XoVCkPQXoZ4FRM_enannOJhrSHzNs93 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-3= 54, 3-9— 54, 9-10=-54, 2-11=-20 Concentrated Loads (lb) Vert: 3=-1 36(F) 6= 110(F) 17— 67(F) 19=-388(F) 5= 110(F) 16= 67(F)8=-110(F) 13=-67(F) 15=-67(F) 24=-11O(F) 25= 11O(F) 26=-110(F) 28=-11O(F) 29= 11O(F) 30= 110(F) 31=-11 O(F) 33=-110(F) 34=-11Off) 36=-67(F) 37— 67(F) 38= 67(F) 39= 67(F) 40= 67(F) 41=-67(F) 42=-67(F) 43=-67(F) 44=-214(F) © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE'M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design B based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web anti/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage:, For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Crileria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. I T13850241 75142 GRG HIP GIRDER � 1 1 I Job Reference (optional) U .-w— I I ., O ., 1.11 rMl—, rL 4-5-15 Special NAILED 4x8 = 2x3 11 5.00 12 NAILED 3 2425 26 27 4 I� 13 34 35 12 3x5 = 3x10 II 2x3 11 NAILED 3x4 = Special NAILED 4-4.3 NAILED NAILED 28 29 111 36 3x6 = NAILED NAILED I a.13u s ivlar 11 zui a MI I eK mousines, inc. Mon Apr 23 l u:bu:bi zui b rage i ?W HXMQUGirOyKad4-PWIHZjKXzVt u9y4P16xmLmcaVIRbW AVxdzRO?jzNs92 Scale=1:35.8 NAILED Special 2x3 II NAILED 4x8 — 5 30 31 nn 3233 no 6 87 rin 10 37 38 9 3x4 = NAILED 2x3 11 3x10 11 3x5 = Special NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.11 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.21 10-12 >999 240 BCLL 0.0 Rep Stress incr NO WB 0.44 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Wind(LL) 0.19 10-12 >999 240 Weight:91 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc puriins. BOT CHORD 2x4 SP M 30 I BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 I REACTIONS. (lb/size) 2=895/0-8-0, 7=894/0-8-0 Max Horz 2=54(LC 23) Max Uplift 2=-615(LC 8), 7=-618(LC 8) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TO CHORD 2-3=-1370/1009, 3-4=-2278/1677, 4-5= 2278/1677, 5-6— 2278/1677, 6-7= 1370/1007 BOT CHORD 2-13=-842/1212, 12-13=-839/1212, 10-12=-1586/2278, 9-10=-844/1212, 7-9= 848/1212 WEBS 3-12= 800/1153, 4-12=-275/258, 5-10=-275/258, 6-10=-802/1153 I NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=615, 7=618. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)114 lb down and 186 lb up at 4-0-0, and 114 lb down and 186 lb up at 17-4-0 on top chord, and 38 lb down and 49 lb;up at 4-0-0, and 38 lb down and 49 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Goads (pit) Vert: 1-2= 14, 2-3= 54, 3-6= 54, 6-7=-54, 7-8= 14, 14-19=-20 Concentrated Loads (lb) Vert: 3=-12(F) 6=-12(F) 11=-14(F) 13=-27(F) 9= 27(F) 24— 8(F) 27= 8(F) 28= e(F) 29=-8(F) 30= B(F) 33=-8(F) 34=-14(F) 35=-14(F)36=-14(F) 37=-14(F) 38=-14(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: Io 0 N April 23,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1&OW015 BEFORE USE Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and is form Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and�propedy Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrta, VA 22314: Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. 75142 J1 JACK -OPEN -10 1 T13850242 Job Reference o tional uss, , run male., r" 21 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 23 10:58:52 2018 Page 1 I D:Ul4FEgtwmGe? W HXMQUGirOyKad4-tjJgm3L9kp91n6fbrgS?u_9ot9s6Fjc4sdAyXAzNs91 0- 2 2-0.0 012 2-0-0 I 3x8 11 1-8-0 2-0-0 -, 1.8.0 0-4-0 n v 0 0 rn a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wlnd(LL) 0.00 5 >999 240 Scale = 1:8.7 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE �( Left: 2x6 SP No.2 I REACTIONS. (lb/size) 3=1/Mechanical, 4=-3/Mechanical, 2=150/0-8-0 Max Horz 2=44(LC 12) Max Uplift 3=-11(LC 12), 4=-9(LC 12), 2=-134(LC 12) Max Grav 3=5(LC 17), 4=1(LC 3), 2=150(LC 1) FOI;CES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLI, 3.Opsf; h=15ft 13=4511t; L=24ft eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;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 2-0-0 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 100 lb uplift at Joint(s) 3, 4 except Qt=lb) 2=134. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE MU-7473 rev. 10YO32015 BEFORE USE. ' Design valid for use only with MI1ek9 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 verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 8 always required for stability and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 - truss type Q tv NY 75142 J3 JACK -OPEN 14 1 Truss, 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 23 10:58:52 2018 Page 1 0-I D: Ul4FEgtwmGe?W HXMQUGiroyKad4-tjJgm3L9kp91n6fbrgS?u_9mQ9pZFjc4sdAyXAzNs91 Q-2 4-0-00-0-2 4-0-0 Scale=1:12.8 3 5.00 FIT 110 I 0 O N 21 I I 3x4 = I _><�_ �1 4 3x8 11 .0.0 , 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.01 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.01 4-9 >999 240 Weight: 15 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=62/Mechanical, 4=34/Mechanical, 2=197/0-8-0 Max Harz 2=88(LC 12) Max Uplift 3=-63(LC 12), 4= 13(LC 12), 2= 77(LC 12) Max Grav 3=64(LC 17), 4=46(LC 3), 2=197(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 3-11-4 zone; cantilever left exposed ;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 2-0-0 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 withstandling 100 lb uplift at joint(s) 3, 4, 2. I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage!, For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS13-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Stlte,312, Alexandria, VA 22314. � Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850244 75142 J5 JACK -OPEN - 6 1 Job Reference (optional) cnanwers I russ, Inc., Fort Fierce, t-L a. 1... IVIGI I 1.- ­1 Cn II IUUJO IOJ, p mv, a vI oyc ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-Lvt2_PMnV6HcOFDnPXzEQBiobZlj_MD4HwV3czNs90 Scale=1:16.9 LOADING (psf) SPACING- 2-0-0 CSI. III DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.03 4-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.06 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.08 4-9 >947 240 Weight:21 lb FT=20%, LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 4=61/Mechanical, 2=265/0-8-0 • Max Horz 2=133(LC 12) Max Uplift 3=-111(LC 12), 4= 16(LC 12), 2=-105(LC 12) Max Grav 3=117(LC 17), 4=85(LC 3), 2=265(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when i hown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=451t; L=24ft; eave=4ft; Cat. il; Exp C; Encl., GCpt=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, interior(1) 2-11-3 to 5-11-4 zone; cantilever left exposed ;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 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (it=lb) 3=111, 2=105. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual [wading component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexandriIa, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5333 EMERSON AVE. T13850245 75142 J7 JACK -OPEN 24 1 Job Reference (optional) unamDers I russ, Inc., ron Vierce, rL o. r ou J .v.di I I— 1 O ­­1 tln'1IUUJO ICO, 11 -P. a oVc ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-p5QQBIMPGQPTOPo_zFUTzPE24zTujd6NJxf3c2zNsg? -0 _n Scale = 1:20.8 n 0 11 m 2 Li 3x4 = R:9 i 3x8 I 4 I 1-0-0 .4• 8-0-0 1-0-0 1-4- 6-8-0 Plate Offsets (X.Y)-- r2:0-1-10.Edae1, r2:0-0-8.1-3-21 I __ LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.08 4-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.18 4-9 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.17 4-9 >557 240 Weight: 28lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purifns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 4=87/Mechanical, 2=337/0-8-0 Max Harz 2=177(LC 12) Max Uplift 3=-158(LC 12), 4=-18(LC 12), 2= 134(LC 12) Max Grav 3=169(LC 17), 4=123(LC 3), 2=337(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 7-11-4 zone; cantilever left exposed ;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 2-0-0 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 100 lb uplift at joint(s) 4 except Qt=lb) 3=158, 2=134. I Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKI REFERANCE PAGE MII-7473 rev. 10/0=015 BEFORE USE ' Design valid for use only with MITek8 connectors. This design is based only upon parar�eters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design building design. Bracing Indicated Is to buckling of Individual truss web and/or Parameters and properly Incorporate this design into the overall chord members only. Additional temporary and permanent bracing p� y prevent Is always required for stability and to prevent collapse with possible personal Injury and fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 property damage. For general guidance regarding the Quality Criteria, DSB-89 and SCSI Building Component IYI� GIC 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5333 EMERSON AVE. T13850246 75142 JH JACK -OPEN 1 1 � Job Reference (optional) unamoers r russ. mu., rUr L rre[Ue, rL ID:Ul4FEgtwmGe?W HXMQUGirOyKad4-p5QQBiMPGQPTOPo_zFUTzPE37zNAjcfNJxf3c2zNs9? 7-2.8 0- -2 7-2-8 4x4 = m Io 3x8 II b 5-10-8 Scale = 1:20.4 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.11 6-11 >889 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.23 6-11 >408 240 BCLL 0.0 Rep Stress Incr YES WB o.09 Horz(CT) -0.08 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.23 6-11 >420 240 Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=20/Mechanical, 5=232/Mechanical, 2=337/0-8-0 Max Horz 2=162(LC 12) Max Uplift 4=-18(LC 9), 5=-153(LC 12), 2=-142(LC 12) Max Gray 4=20(LC 1), 5=234(LC 17), 2=337(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-177/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 7-2-8, Exterior(2) 7-2-8 to 7-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcy' ment 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable'of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=153, 2=142. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEICREFERANCEPAGE MII-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parcapeters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall design. Bracing Indicated Is to buckling Indivdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5333 EMERSON AVE. T13850247 75142 KJ3 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 23 10:58:55 2018 Page 1 I D: Ul4FEgtwmGe? W HXMQU GirOyKad4-11_oP5N 1 t kXKeZNAXyOiVcnJoNu5S4M W YbPc8VzNs9_ 0- •3 5-7-2 0- -3 3-1-1 2-6-1 1-4-9 , 1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.01 4-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.b8 Vert(CT) 0.02 4-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.1)0 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-N1P Wind(LL) 0.02 4-9 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x6 SP No.2 I REACTIONS. (lb/size) 3=70/Mechanical, 4=29/Mechanical, 2=212/0-11-5 Max Harz 2=87(LC 8) Max Uplift 3=-89(LC 8), 4=-24(LC 8), 2= 165(LC 8) Max Grav 3=70(LC 1), 4=47(LC 3), 2=212(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale=1:12.6 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed ; ILumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=165. 6) "NAILED" Indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidiines. 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: 1-2=-14, 2-3— 54, 4-5=-20 Concentrated Loads (lb) Vert: 10=42(F=21, B=21) 11=57(F=29, B=29) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT.KREFERANCE PAGE M11-7473 rev, 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850248 75142 KJ7 DIAGONAL HIP GIRDER ' 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 2018 MITek industries, Inc. Mon Apr 23 10:58:58 2Ul8 Pagel I D:Ul4FEgtwmGe? W HXMQUGi rOyKad4-mUYAcQOfo 1 f BFjyM4gXx2gKT9mCKBUwgnF89fxzNsBz 5-11-0 7-3-14 11-3-0 i- -3 5-11-0 1-4-14 3-11-2 = 1:20.3 NAILED 3x10 11 1-4-9 1-1 NAILED NAILED 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC d.21 Vert(CT) -0.04 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB d.24 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 47lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=102/Mechanical, 5=349/Mechanical, 2=438/0-111-5 Max Horz 2=177(LC 8) ; Max Uplift 4=-90(LC 8), 5=-263(LC 8), 2=-333(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 592/392 BOT CHORD 2-7= 476/532, 6-7=-476/532 WEBS 3-6=-622/557 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; 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 100 lb uplift at Joint(s) 4 except Qt=lb) 5=26312=333. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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: 1-2— 14, 2-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 13=42(F=21, B=21) 15— 74(F= 37, B=-37) 16=57(F=29, B I29) 17=-19(F=-9, B=-9) 18= 66(F= 33, B=-33) • I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: • .V . r_v,�v , v ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll--7473 rev. 101012015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of deign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sdeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22,114. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850249 75142 MV2 Valley 1 1 Job Reference (optional) cnarpoers i russ, Inc., t-ori Fierce, rI o. r ov —iar 1 1 1. ,.,. , ,,.1. .,-„ _F y I D: Ul4FEgtwmGe? W HXMQUGirOyKad4-Eg6ZpmPIZLn2ttXYeN2Ab 1 sgiAaMw_rp?vuj BNzNsBy 2-0-0 -- 200 Scale = 1:6.9 snnFig 3x4 3 LOADING (psf) SPACING- 2-0-0 CS1. ; DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixT LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=28(LC 12) Max Uplift 1= 19(LC 12), 2= 35(LC 12) Max Grav 1=47(LC 1), 2=35(LC 17), 3=25(LC 3) - I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave=4ft; Cat. Ir Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A .At no nni o • .r...,.�., . ® WARNING - VeNfy design parameters and READ NOTES ON THIS AND /NCLUDED M1TEK REFERANCE PAGE MI1­7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312,!Mexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type I city Ply 5333 EMERSON AVE. T13850250 75142 MV4 Valley 1 1 Job Reference (optional) L,narnuers i russ, mc., r-orr rrerce, ru I D: Ul4FEgtwmGe?W HXMQUGi rOyKad4-Eg6Zpm PIZLn2ttXYeN2Ab 1 sa2AYpw_rp?vujBNzNsBy 4-0-0 4-0-0 2 M Scale=1:11.1 I 3x4 % 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.19 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=70(LC 12) Max Uplift 1= 47(LC 12), 3=-76(LC 12) Max Grav 1=116(LC 1), 3=118(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=3.Opsf; h=15ft 8=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 23,2018 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling individual truss web,and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, $eeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13850251 75142 MV6 Valley 1 1 Job Reference (optional) Gnarrivers i russ, mc., r-orr t-iwce, rL- I D:Ul4FEgtwmGe? W HXMQUGirOyKad4-itgxl6QwKfvuV 161C4ZP7FPo7avLfQYzEZdGkpzNs8x 5-2-8 6-0-0 5-2-8 0-9-8 3x6 = Scale = 1:14.7 3x4 II 3 4 6 5 3x4 % 2x3 II 3x4 II LOADING (psi) SPACING- 2-0-0 CSI. � DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.11 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix_S Weight:21 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=66/6-0-0, 5=91/6-0-0, 6=222/6-0-0 Max Harz 1=101(LC 12) ! Max Uplift 1=-3(LC 12), 5=-56(LC 12), 6=-142(LC 12) Max Grav 1=66(LC 1), 5=91(LC 1), 6=226(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-171/335 ! Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL =�4.2psf; BCDL=3.Opsf; h=1511; B=45ft L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-2-8, Exterior(2) 5-2-6 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 6=142. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 23,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT00 connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5333 EMERSON AVE. T13B50252 75142 MV8 Valley 1 1 Job Reference optional) I...l1.:nn Inn KAnn A O7 in•CR•Ga 201a Dann 1 Chambers Truss, Inc., Fori Pierce, FL o. Iw s Mal.I � � ���aa�.,I „�... ,.�..�� ,.r. �,. �.........,,. �..... ...v_ . I D:U14FEgtwmGe? W HXMQUGirOyKad4-A3EJ ESQY4yl l6Ahxmo4egSyxG_D4OtQ6TDNpGGzNsOw 5-2-8 8-0-0 5-2-8 2-9-8 • 3x6 = Scale = 1:15.1 3x4 11 I 3 4 5.00 12 I 2x3 I I 71 I I 1 6 5 3x4 2x3 11 3x4 II 8-0-0 8.0-0 Plate Offsets (X Y)— 13-0-3-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a �999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 6.12 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=98/8-0-0, 5=123/8-0-0, 6=306/8-0-0 Max Horz 1=101(LC 12) Max Uplift 1= 24(LC 12), 5=-76(LC 8), 6=-190(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. WEBS 2-6=-219/415 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterlor(2) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 5-2-8, Exterior(2) 5-2-8 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 6=190. Walter P. Finn PE No.22839 ftliTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa Fl. 33610 Date: April 23,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGEW-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSWI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avatiable from Truss Plate Institute. 218 N. Lee Street Suite 312.,AJexandda. VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0'1/lbn For 4 x 2 orientation, locate plates 0-'hd' 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. 0 C O U a- O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PLATE SIZE PRODUCT CODE APPROVALS ICC-ES Reports: The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI; Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. . Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Nil 0 MiTek a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atioint locations are regulated by ANSI/TPI 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 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum_pl_ating_requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others, 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.