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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. I �t MiTek` 8Y i Lurie C u RE: J34847 - J34847 GHO Lot 170 Orcutt Res Site Information: Customer Info: GHO Homes Project Name: Lot Orcutt Residence Model Lot/Block: 170 Subdivision: Meadowood Address: Lot 170 Meadowood City: Ft. Pierce State: FL Name Address and License # of Structural Eng Name:J--,-bkla-ld, J-Nbt ?,LL S- Address: //b3y xw j,D tAiPn..5-4-. City: P4- S- - General Truss Engineering Criteria & Design L Loading Conditions): Design Code: FBC2014/TP12007 Wind Code: ASCE 7-10 [All HeighII Roof Load: 45.0 psf MiTek USA, Inc. 6904 Parke East Blvd, Tacoma Tlassiclo 4115 er of Record, If there is one, for the building. License #: 0 S-Z D State: I, Is (Individual Truss Design Drawings Show Special a Program: MiTek 20/20 7.6 Speed: 160 mph Load: N/A psf This package includes 81 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify t Iat I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida lBoard of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal Truss Name Date 1 T12511455 1 -CJ1 11/15/17 18 T1251,1472 -EJ56 11/15/17 12 1 T12511456 1 -CJ3 1 11/15/17 i 19 1 T125T1473 1 -EJ67 1 11/15/17 13 T12511457 1-CJ5 1 11/15/17 120 1 T1251.14741-HJ2 1 11/15/17 � 14 T12511458 1 -CJ5A 1 11/15/17 121 i T12511475 1 -HJ5 1 11 /15/17 15 T12511459 1 -CJ5C 1 11/15/17 122 i T12511476 -HJ10A 1 11/15/17 6 T12511460 -EJ2 11/15/17 123 JT12511477 -HJ24 11/15/17 17 I T12511461 -EJ2A 1 11/15/17 124 I T125 1478 -HJ56 1 11/15/17 18 I T12511462 1-EJ2B 1 11/15/17 125 T12511479 I -HJ64 1 11/15/17 19 1T12511463 1-EJ5 111/15/17126 iT1251i1480 -HJ85 111/15/171 110 1 T12511464 1 -EJ7 1 11/15/17 127 T1251� 1481 I A01 1 11 /15/17 11 I T12511465 1 -EJ8 11/15/17 128 1 T125 1482 1 A02G 11/15/17 12 1 T12511466 1 -EJ8A 11/15/17 129 1 T125 1483 1 A03 11/15/17 113 1 T12511467 1 --EJ8B 1 11/15/17 130 i T125 1484 1 A04 1 11 /15/17 114 1 T12511468 1 -EJ16 11/15/17 131 T125 1485 A05 11/15/17 15 T12511469 -EJ 19 11 /15/17 32 T125 ,1486 A06G 11 /15/17 116 1 T12511470 1 -EJ24 11/15/17 133 I T1251,1487 A07 1 11/15/17 /17 I T12511471 1-EJ24A 1 11/15/17 134 I T12511488 A08 1 11/15/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on }he parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes),1 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 the' the design parameters or the designs for any particular building. Before uqe, 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. i O 380 � . STAT";: •���,; . ,off O R IV \�,�� Thomas A. Albans PEN''. §3Bu` MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 15,2017 Albani, Thomas 1 of 2 .r 4 RE: J34847 - J34847 GHO Lot 170 Orcutt Site Information: Customer Info: GHO Homes Project Name: Lot/Block: 170 Su Address: Lot 170 Meadowood City: Ft. Pierce St, dence OrcuttResidence Model: Tacoma -Classic sion: Meadowood FL No. I Seal# Truss Name Date No. Seal# Truss Name I Date 35 1 T12511489 1 A09 11/15/17 78 12511532 6026 11/15/17 36 1 T12511490 1 Al 11/15/17 79 12511533 H01 11/15/17 37 IT12511491JAll 11/15/17 80 111125115341 MV2 11/15/17 38 1 T12511492 1 Al 11/15/17 81 11112511535 1 MV4 11/15/17 139 1 T12511493 1 Al 1 11 /15/17 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I j 140 1 T12511494 1 Al 1 11/15/17 141 1 T12511495 1 Al 1 11/15/17 142 1 T12511496 1 Al 1 11/15/17 143 1 T12511497 1 A17G 1 11 /15/17 144 1 T12511498 1 Al 1 11/15/17 145 1 T12511499 1 Al 1 11 /15/17 146 1 T12511500 1 A20 1 11 /15/17 147 I T12511501 I A21 G 1 11 /15/17 148 1 T12511502 1 A22 1 11 /15/17 149 1 T12511503 j A23 1 11/15/171 150 1 T12511504 1 A24 1 11/15/17 151 1 T12511505 1 A25 1 11/15/17 152 1 T12511506 1 A26G 1 11 /15/17 153 1 T12511507 1 B01 1 11 /15/17 154 1 T12511508 1 B02 1 11 /15/17 155 1 T12511509 1 B03 1 11 /15/17 156 1 T12511510 1 B04 1 11 /15/17 157 1 T12511511 1 B05G 1 11/15/17 158 1 T12511512 1 B06G 1 11 /15/17 159 1 T12511513 1 C01 G 1 11 /15/17 160 1 T12511514 1 D01 G 1 11/15/17 161 1 T12511515 1 D02 1 11/15/17 162 1 T12511516 1 D03 1 11 /15/17 163 1 T12511517 1 D04 1 11 /15/17 164 1 T12511518 1 D05 1 11/15/17 1 165 T12511519 1 D06 1 11/15/17 1 166 T12511520 1 D07G 1 11/15/17 1 167 1 T12511521 1 E01 G 1 11/15/17 1 168 1 T12511522 1 E02 1 11 /15/17 1 169 1 T12511523 1 E03G 1 11 /15/17 170 1 T12511524 1 F01 1 11 /15/17 171 1 T12511525 1 F02 1 11 /15/17 172 1 T12511526 1 F03 1 11/15/17 173 1 T12511527 1 F04 1 11 /15/17 174 1 T12511528 1 F05 1 11/15/17 175 I T12511529 I F06 1 11 /15/17 176 1 T12511530 1 F07G 1 11/15/17 177 1 T12511531 1 GO 1 11/15/17 2of2 d r Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511455 J34847 —CJ1 JACK -OPEN 22 1 Job Reference 6o tional Last Goast i russ, m. Fierce, t-L 34y4b m a 1 2-0-0 13.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:32 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-tziutJ7Oi6wgsW7sBRHaYg8C328BSBAQq5n6TDyJOf9 1-0-12 1-0-12 6.00112 2 1 1x4 II 3x3 = 1-0-12 1-0-12 4 N O Scale = 1:9.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) ' 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.00 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-0/Mechanical, 2=30310-8-0, 4=-63/Mechanical Max Horz 3=-98(LC 8), 2=215(LC 8) Max Uplift 2=-271(LC 8), 4=-63(LC 1) Max Grav 2=303(LC 1), 4=99(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wish 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 r will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6P Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 63 lb uplift at joint 4. ®WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. '-'!• Design valid for use only with MTekG connectors. This design is based only upon parameters shown, and is for an individual building component, not -L•�IYgCGRi 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 ll Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M'Tel.R• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl/TP1110uar1ity 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511456 J34847 —CJ3 Jack -Open 16 1 Job Reference o tional Last coast I russ, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Nov 15 06:27:33 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-LAGG5f8eSP2hUgi3k8op51 gMoSVUBeQZ3lXgOgyJOf8 -2-0-0 3-0-0 2-M 3-0-0 Scale = 1:14.6 3 1¢ 0 6.00 12 0 1x4 II 2 o . 1x4 1 3x = o 3-0-0 3-0-0 Plate Offsets X Y -- 1:0-2-4 0-0-8 2:0-1-0 0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical Max Horz 2=170(LC 8) Max Uplift 3=-31(LC 5), 2=-227(LC 8) Max Grav 3=73(LC 13), 2=328(LC 1), 4=45(LC 3) 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 3 and 227 lb uplift at joint 2. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 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 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, see ANSIITPII 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 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511457 J34847 —CJ5 Jack -Open 9 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:34 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-pMgB?9GDjAY6gHFIsJ2eFDXtrmVw5gil PGDY6yJOf7 -2-0-0 5-0-0 2-M 5-0-0 Scale = 1:19.5 3 6.00 12 co m N N 1x4 II 2 M 1x4 II 6 0 4 Q' 6• I 1 x3 = 5-0-0 5-0-0 Plate Offsets X Y -- 1:0-2-4 0-0-8 2:0-1-4 0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 4-10 >812 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=138/Mechanical, 2=397/0-8-0, 4=54/Mechanical Max Horz 2=226(LC 8) Max Uplift 3=-86(LC 8), 2=-219(LC 8) Max Grav 3=152(LC 13), 2=397(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factor . 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 a will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 3 and 219 lb uplift at joint 2. J) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 building component, riot 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, see ANSI/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 36610 s . i Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511458 J34847 —CJ5A JACK -OPEN 2 1 Job Reference o tional Last coast I russ, t-I. merce, rL 34PI45 2-0-0 ra 6.00 1x4 II 2 c �I 1x4 II 6 6 1x 11 d• d. N 1 0 2x4 = ts.13U s Sep 15 2U1 / MI I eK I D:4n WsQOi?xWdQ3AibDR25Urym_dS- 2-11-11 5-0-0 2-11-11 , 2-0-5 2x3 = 6 3x4 II 7 2x3 II 1 5-0-0 Inc. Wed Nov 15 U6:27:34 2017 Page 1 jAY6q H FI sJ2eFDXtrkhw5 gi I PGDY6yJOf7 Scale = 1:19.5 Plate Offsets (X.Y)— 11:0-2-4.0-0-81, 12:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=113/Mechanical, 2=406/0-8-0, 5=88/Mechanical Max Horz 2=226(LC 8) Max Uplift 4=-62(LC 8), 2=217(LC 8), 5=-13(LC 5) Max Grav 4=123(LC 13), 2=406(LC 1), 5=103(LC 3) 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=9.Opsf; BCD1.=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;I Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factor. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w;th 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 4, 217 lb uplift at joint 2 and 13 lb uplift at joint 5. 1) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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' ropedy 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 iw 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, erection and bracing of trusses and truss systems, see ANSIITPl1 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 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511459 J34847 —CJ5C JACK -OPEN 1 1 Job Reference o tional tast l;oast I russ, m. Nlerce, FL 349415 c� ;I 0 1x4 II 1 2-0-0 6.00 12 1x4 II 2 8.13U s Sep lb ZU17 MI IeK Industries, Inc. Wed Nov 15 06:27:35 2017 Page 1 I D:4n WsQOi?xWdQ3AbDR25Urym_dS-IY01 VLAu_l I Pj_sRsZgHASlidF6DtYwsW3Om4YyJOf6 5-2-0 5-2-0 Scale = 1:19.9 3 J 4 O 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 15.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=403/0-8-0, 4=56/Mechanical Max Horz 2=230(LC 8) Max Uplift 3=-108(LC 8), 2=-322(LC 8), 4=-82(LC 5) Max Grav 3=146(LC 13), 2=403(LC 1). 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when 5-2-0 DEFL. in (loc) I/deft - Ud PLATES GRIP Vert(LL) 0.08 4-10 >770 240 MT20 244/190 Vert(TL) -0.08 4-10 >726 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposedend vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances o{ rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all afeas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3, 322 lb uplift at joint 2 and 82 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 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, erection and bracing of trusses and truss systems, see ANSIITPIII 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 36610 r . i Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511460 J34847 —EJ2 JACK -OPEN 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:37 2017 Page 1 ID:4nWSQOi?xWdQ3AibDR25Urym_dS-ExWnw1B8WeY7zHOgz_slFtr2o3gy7SP9 NVt9RyJ0f4 2-0-0 2-M 2-" 6.0D 12 1x4 II 2 3x3 = 1x4 II N 1 3 Scale: 1 "=1' I¢ 6 4 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 4 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=323/Mechanical, 4=-0/Mechanical Max Horz 3=595(LC 1), 4=699(LC 8) Max Uplift 3=-282(LC 8) Max Grav 3=323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=635/673 BOT CHORD 24=595/699 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ± end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ■ the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 3. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ENCE PAGE M/1.7473 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 1propedy 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, see ANSIITPIA 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 36610 r a Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511461 J34847 -EJ2A JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 -2-0-0 2-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:38 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-i7498NCmHygzaRbOXiO_o5NDYTABsvFl D1 ERhtyJOf3 2-0-0 2-0-0 Scale: 1'=1' 3 F-11 12 ao 2 0 3x3 = 4 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=323/Mechanical, 4=0/Mechanical Max Horz 3=595(LC 1), 4=699(LC 8) Max Uplift 3=-282(LC 8) Max Grav 3=323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=635/673 BOT CHORD 24=595/699 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;I Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances o I rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n4) ' 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withsi anding 282 lb uplift at joint 3. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not J�] 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 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, see ANSIITPII 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 36610 0 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511462 J34847 —EJ2B JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 1x4 II 8.130 s Sep 15 2017 Mi l ek Industries, Inc. Wed Nov 15 06:27:39 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym dS-AKeYLIDP2FogCb9C5PvDLIwOHsVQbMvRRh_DJyJOf2 -2-0-0 2-0-0 2-0-0 2-0-0 Scale: 1'=1' 3 F-1 6.00 12 m 1x4 II 2 d 3x3 = 4 i PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=323/Mechanical, 4=0/Mechanical Max Horz 3=595(LC 1). 4=699(LC 8) Max Uplift 3=-282(LC 8) Max Grav 3=323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho n. TOP CHORD 2-3=635/673 BOT CHORD 24=595/699 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 1 Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. •3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w'th 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 3. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTa ek® connectors. This design is based only upon parameters shown, nd is for an 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 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, see ANSIITPI' 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 36610 r � 1 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511463 J34847 —EJ5 JACK -OPEN 4 1 Job Reference o tional Last L:oast I russ, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:39 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-AKeYLjDP2FogCb9C5PvDLlwO?sTIbMvRRh_DJyJOf2 -2-0-0 5-0-0 2-0-0 5-0-0 Scale = 1:19.5 3 I¢ 6.0o 12 M • O OJ N N 1x4 II 2 �I 1 x4 I I G 6 4 1 O 2x4 = 5-0-0 ' i cnn Plate Offsets (X.Y)— 11:0-2-4.0-0-81, f2:0-3-0 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.07 4-10 >826 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 2=53610-8-0, 4=53/Mechanical Max Horz 3=-301(LC 13), 2=274(LC 1) Max Uplift 2=-306(LC 8) Max Grav 2=537(LC 13), 4=87(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-387/149 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCD=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; -umber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or i rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint 2. :) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 o�ly. 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, see ANSIITP11 Duality 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 36610 1 Jab Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511464 J34847 —EJ7 JACK -OPEN 1 1 Job Reference o tional tast [;oast I russ, i-t. t fierce, I-L 3494ti 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:41 2017 Page 1 I D:4nW5QOi?xWdQ3AibDR25Urym_dS-6illmOEfat3YRvJbCgxhQj?fKg3K3Gikv?T51 CyJOfO -2-0-0 5-11-0 7-0-0 2-0-0 5.11-0 1-1-0 Scale: 12"=l' 4 r, d m rI d 12 3 4x4 = 1x4 112 a IILi 1x4 II s G g 7 7 1 1x4 II 2 4 = d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.19 14 >435 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.38 14 >221 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.19 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=167/Mechanical, 2=489/0-8-0, 5=149/Mechanical Max Horz 2=281(LC 8) Max Uplift 4=-89(LC 8), 2=223(LC 8), 5=-36(LC 8) Max Grav 4=180(LC 13), 2=489(LC 1), 5=167(LC 3) 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=9.Opsf; BC L=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. •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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 223 Ib uplift at joint 2 and 36 lb uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be ap I lied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTek0 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 Iproperly incorporate this design into the overall p p �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Iyl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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, Alexandra, VA 22314. Tampa, FL 36610 a 1 f Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511465 J34847 —EJ8 JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 2-7-0 6.00 1X4 112 �I 4 11 1x4 11 e e s 1 rd - 2-7-0 6 2x4 I I 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:42 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-auJgzkFHLABP33unmXSwyxYsc4S I ojfu7fCegeyJOf? 7-0-0 4-5-0 Scale: 12"=1' 4 r, 6X6 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.17 3-5 >495 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.36 3-5 >233 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.17 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied. 3-5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=193/Mechanical, 2=48110-8-0, 5=100/Mechanical Max Horz 2=281(LC 8) Max Uplift 4=-118(LC 8), 2=-225(LC 8). 5=-14(LC 8) Max Grav 4=21O(LC 13). 2=481(LC 1), 5=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho n. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances o , rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 4, 225 lb uplift at joint 2 and 14 lb uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 damag4. For general guidance regarding the piTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI'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 36610 r I f Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutf Residence T12511466 J34847 —EJ8A JACK -OPEN 1 1 Job Reference o tional East coast I cuss, Ft. Fierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:27:42 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym dS-auJgzkFHLABP33unmXSwyxYvs4Rgojfu7fCegeyJOf? L 2-0-0 2-10-10 7-0-0 2-0-0 � 2-10-10 � 4-1.6 Scale: 12"=1' 4 r, 6.00 3 1x4 II 6x8 = 2 �t 4 I d 1x4 11 C g 7 1 2x4 II 0 2 = 7-M I 0 N ld LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.14 5-6 >609 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.29 5-6 >289 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied. 3-5: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=187/Mechanical, 2=489/0-8-0, 5=109/Mechanical Max Horz 2=281(LC 8) Max Uplift 4=-113(LC 8), 2=-223(LC 8), 5=-18(LC 8) Max Grav 4=203(LC 13), 2=489(LC 1). 5=133(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-12=-368/0 BOT CHORD 2-7=-81/288, 3-6=-288/81 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;ILumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or� rough handling and erection conditions. It is • the responsibility of the fabricator to increase plate sizes to account for these factors/ 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle .3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 4, 223 lb uplift at joint 2 and 18 lb uplift at joint 5. 7) This truss.design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2". gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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, see ANSIMIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 170 Orcutt ResidenceT12J34847 —EJ8B JACK -OPEN 1 1�.J34847 ob Reference o tionai test L;oast I russ, t-t. vierce, t-L s48413 -2-0-0 2-0-0 1x4 112 41 1x4 II e � s c 1 2x4 = 6.130 s Sep 152011 Mffek Industries, Inc. Wed Nov 15 05:27:43 2017 Pagel I D:4nWSQOi?xWdQ3AibDR25Urym_dS-35t2B4Gv6UJGhCT_KFz9V857aUmDXAv1 MJyCM5yJOf 5-1-0 7-0-0 5-1-0 1-11-0 Scale: 12"=l' 4 r 6.00 2 N 2x4 = 4x8 M18SHS 11 7 3x3 I I 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.05 6-16 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.14 7 >587 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER- BRACING- PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 35 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=150/Mechanical, 2=508/0-8-0, 5=170/Mechanical Max Horz 2=281(LC 8) Max Uplift 4=-100(LC 8), 2=-217(LC 8), 5=-24(LC 8) Max Grav 4=162(LC 13), 2=508(LC 1), 5=213(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-12=-466/0 BOT CHORD 2-7=-92/412, 3-6=-412/92 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BC1 L=3.Opsf; h=18ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is . the responsibility of the fabricator to increase plate sizes to account for these factors. 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. t) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstl nding 100 lb uplift at joint 4, 217 lb uplift at joint 2 and 24 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and p'ropedy 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damagd For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses -and truss systems, see ANSIITPII (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 36610 1� s Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511468 J34847 —EJ16 JACK -OPEN 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 6.0o 12 lx4 II 2 1x4 II 1 rl 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:35 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-IY01 VLAu_1I Pj_sRsZgHASIiI F8CfYwsW3Om4YyJOf6 2-2-0 2-2-0 3 3x3 = 1 4 Scale = 1:12.5 N d PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 2-2-0 o_n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 4 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.02 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=334/Mechanical, 4=-0/Mechanical Max Hors 3=599(LC 1), 4=700(LC 8) Max Uplift 3=-290(LC 8) Max Grav 3=334(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho n. TOP CHORD 2-3=637/680 BOT CHORD 2-4=-599/700 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 1, Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances of rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. .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) Refer to girder(s) for truss to truss connections. �6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 3. WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER NCE PAGE M11.7473 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 building component, not Nil' 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 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, see ANSI/TPI7 Quality Criteria, DSB-69 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 36610 f Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511469 J34847 —EJ19 JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 6.00 12 ro 1x4 II 2 1x4 II 1 Fll u.uu s Sep ib ZUl / MI I eK InaustneS, Inc. 1Ne0 NOV lb Ub:Z/:3b ZUl / rage i I D:4n WsQOi?xWdQ3AibDR25Uryri_dS-mlyPjhAWIKQGL8ReQHLWjglt2fTdO?A?IjIKc?yJOf5 2-5-8 .2-6-8 3x4 = 3 4 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. Scale = 1:13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.03 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=360/Mechanical, 4=-0/Mechanical Max Horz 3=61 O(LC 1), 4=706(LC 8) Max Uplift 3=-311(LC 8) Max Grav 3=360(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show . TOP CHORD 2-3=647/701 BOT CHORD 2-4=610/706 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDI L=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit 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) Refer to girder(s) for truss to truss connections. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 3. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 rev. f 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 sot a truss system. Before use, the building designer must verify the applicability of design parameters and piopedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members e�ly. 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, see ANSI/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 22�14. Tampa, FL 36610 a Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511470 J34847 —EJ24 JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB O.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/0-8-0, 2=67/Mechanical, 3=36/Mechanical Max Horz 1=63(LC 8) Max Uplift 1=-65(LC 8), 2=-54(LC 8), 3=-45(LC 8) Max Grav 1=102(LC 1), 2=67(LC 1), 3=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when 2-4-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:37 2017 Page 1 ID:4nWSOOi?xWdQ3AibDR25Urym_dS-ExWnw1 B8WeY7zHOg2_slFtg3te7SP9_NVt9RyJOf4 Scale = 1:10.4 2 3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 6 >999 240 MT20 244/190 Vert(TL) -0.00 3-6 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposer ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Nith 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1, 54 lb uplift at joint 2 and 45 lb uplift at joint 3. AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 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 �i a truss system. Before use, the building designer must verify the applicability of design parameters a9d 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/iPit 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 36610 a Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T72511471 J34847 —EJ24A JACK -OPEN 1 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:38 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-i7498NCmHygzaRbOXiO_o5NKMTDKsvfl D1 ERhtyJOf3 2-4-0 1 3x6 II 2 3x6 II N F-1 3 4 3x6 II 3x6 I I LOADING (psf) SPACING- 2-0-0 CS I. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 3-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER- BRACING - Scale = 1:10.4 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, 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. REACTIONS. (lb/size) 4=9210-8-0, 2=68/Mechanical, 3=24/Mechanical Max Horz 4=-62(LC 6) Max Uplift 4=-94(LC 4), 2=-53(LC 5), 3=45(1_C 8) Max Grav 4=92(LC 1). 2=68(LC 1). 3=40(LC 3) 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 53 lb uplift at joint 2 and 45 lb uplift at joint 3. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. } WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters show, 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 Dal building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T ek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pi l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 36610 a Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511472 J34847 —EJ56 JACK -OPEN 24 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8 t1.13U s Sep tb ZU1 / MI t eK InaUSmes, Inc, vvea NOV lb Ub:Z/:4U ZUl / rage 1 I D:4nW5QOi?xWdQ3AibDR25Urym_dS-eWBwZ3E 1 pZwhqlkPf7QStWTY?GoJKp9bgLjXmmyJOf1 2-0-0 5-6-0 2-0-0 5-6-0 Scale = 1:20.7 3 6.0 12 c� c M N 1x4 II 2 1 6 n = 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 15.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD '2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=156/Mechanical, 2=417/0-8-0, 4=61/Mechanical Max Horz 2=239(LC 8) Max Uplift 3=-99(LC 8), 2=-220(LC 8) Max Grav 3=171(LC 13), 2=417(LC 1), 4=97(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.04 4-10 >999 240 MT20 244/190 Vert(TL) -0.11 4-10 >589 180 Horz(TL) 0.00 3 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances for rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 220 lb uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. AWARN/NG •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters showy♦, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters apd 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36610 Job Truss Truss Type Qty, Ply J34847 GHO Lot 170 Orcutt Residence T12511473 J34847 —EJ67 JACK -OPEN 13 1 Job Reference o tional LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.08 4-10 ' 9 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.23 4-10 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=195/Mechanical, 2=461/0-8-0, 4=75/Mechanical Max Horz 2=270(LC 8) Max Uplift 3=-127(LC 8), 2=-224(LC 8) Max Grav 3=214(LC 13), 2=461(LC 1), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BC II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 2) As requested, plates have not been designed to provide for placement tolerances ( the responsibility of the fabricator to increase plate sizes to account for these facto'. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent t 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with joint 2. �7) This truss design requires that a minimum of 7/16" structural wood sheathing be at sheetrock be applied directly to the bottom chord. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. ,L=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Lumber DOL=1.60 plate grip DOL=1.60 rough handling and erection conditions. It is any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide 127 lb uplift at joint 3 and 224 lb uplift at directly to the top chord and 1/2" gypsum A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 tev. 10/0312015 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 ar,d properly incorporate this design into the. overall F A Tek• 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 fy f i l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 0 1 6e 5 Job Truss Truss Type Qty Ply GHO Lot 170 Orcutt Residence �J34847 T12511474 J34847 —HJ2 DIAGONAL HIP GIRDER 2 1 Job Reference o tional tast coast I fuss, Ft. Fierce, rL 3484b 0 2x4 = 2-9-15 t5.1 an s Uct Zb ZU1 / MI I ek Intluslnes, mc. Vved Nov 15 Utl:s4:b5 ZU11 rage 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-UvWSIIpgZmYlcEmoOoDgmv4BNo2MEi 1 W WcfYtOyJ?g_ 2-9-3 2-9-3 4 5 Scale = 1:14.3 293 2-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 3-5 >999 180 BCLL 0.0 Rep Stress incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=5/Mechanical, 3=268/0-8-0, 5=12/Mechanical, Max Horz 3=276(LC 1), 6=-276(LC 1) Max Uplift 4=-36(LC 7),'3=-127(LC 8) Max Gram 4=20(LC 9), 3=268(LC 1), 5=36(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=-161/312, 2-8=-134/298, 3-8=-133/298 WEBS 1-7=-276/173, 6-7=-276/173 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; E 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expose 2) Truss designed for wind loads in the plane of the truss only. For studs exposed t, Gable End Details as applicable, or consult qualified building designer as per AM . 3) As requested, plates have not been designed to provide for placement tolerance: responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in al will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wil joint 3. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=70 Trapezoidal Loads (plf) Vert: 8=0(F=35, B=35)-to-4=-49(F=10, B=10), 3=-2(F=9, B=9)-to BRACING - TOP CHORD Sheathed or 2-9-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ;DL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat. I ; Lumber DOL=1.60 plate grip DOL=1.60 wind (normal to the face), see Standard Industry I/TPI 1. or rough handling and erection conditions. It is the Nith any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide 36 lb uplift at joint 4 and 127 lb uplift at front (F) or back (B). B=3) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 p fir' iTek• 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 ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36610 Job Truss Truss Type Qty Ply GHO Lot 170 Orcutt Residence �J34847 T12511475 J34847 —HJ5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) mast coast i russ, rt. rierce, rr. —D 2x4 = 1 I.Y. ID:4nWSQOi?xWdQ3AibDR25Urym_dS-THMuKQaraQimNZzC1 NOIePsmEh9MKZ6V3kx9llyJ?ha 10 7-0-2 -10 3-3-8 4.24 12 1x4 zz� 13 4 1X4 II 3 i 2 S 14 15 1x4 II 0 4 = 6-10-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.05 7-12 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.11 7-12 >784 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:21.4 5 7 6 3x4 = PLATES GRIP MT20 244/190 Weight: 36 lb FT = 20% BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=101/Mechanical, 3=441/0-10-15. 7=177/Mechanical, 8echanical Max Horz 3=196(LC 1), 8=-196(LC 1) Max Uplift 5=-63(LC 8), 3=-262(LC 8), 7=-79(LC 8) Max Grav 5=101(LC 1), 3=441(LC 1), 7=182(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-92/251, 3-4=-395/154 •-- BOT CHORD 3-14=-239/346, 14-15=-239/346, 7-15=-239/346 WEBS 4-7=-370/255 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; B-DL=3.Opsf,, h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 • 2) N/A 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 al 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) Refer to girder(s) for truss to truss connections.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of will standing 63 lb uplift at joint 5, 262 lb uplift at joint 3 and 79 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 56 lb up at 4-2-15, and 5 lb down and 56 lb up at 4-2-15 on top chord, and 79 lb up at 1-4-15, 79 lb Gp at 1-4-15, and 3 lb up at 4-2-15, and 3 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is they responsibility of others. 10) 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: 1-5=-70, 6-10=-20 Concentrated Loads (lb) Vert: 14=102(F=51, B=51) 15=6(F=3, B=3) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF RENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shownf and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters ar;d 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 F, Job TNss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511476 J34847 -HJ10A DIAGONAL HIP GIRDER 1 1 Job Reference o tional o. iou s­1co— i r rvarert mausmes, m, urea—v, a u¢qa —I rage, 3-2-2 2-5-8 4-2-7 ' 3x4 11 Scale = 1:27.5 6 7 19 4.24 12 US % N 5 d, N 3x4 18 4 1x4 II 0 3 4x10 = 22 9 d N 2 4x6 = I d 2x4 = rn 3 20 1 12 21 11 1 d o 3x4 = 2x4 II 3x4 = 0-1-14 3-2-2 5-7-10 9-10-1 0- - 4 3-2-2 2-5-8 4-2-7 Plate Offsets (X.Y)— 13:0-3-13.Edgel, 110:0-7-8.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.11 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=522/Mechanical, 3=595/0-10-15, 13=0/Mechanical Max Horz 3=195(LC 14), 13=-186(LC 13) Max Uplift 9=-239(LC 8), 3=-314(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-784/271, 4-18=1102/418, 5-18=-1081/425 BOT CHORD 3-20=-405/704, 12-20=-405/704, 5-10=-164/413, 10-22=-669/13J 9-22=-668/1377 WEBS 4-12=-261/152, 10-12=-330/520, 4-10=-96/315, 5-9=-1346/657 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=18tt; B=45ft; L=24fl; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposer ; Lumber DOL=1.60 plate grip DOL=1.60 • 2) As requested, plates have not been designed to provide for placement tolerances for rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 lb uplift at joint 9 and 314 lb uplift at joint 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 56 lb up at 4-1-14, 5 lb down and 56 lb up at 4-1-14, and 31 lb down and 100 lb up at 6-11-13, and 31 lb down and 100 lb up at 6-11-13 on top chord, and 78 lb up at 1-3-15, 78 lb up at 1-3-15, 3 lb up at 4-1-14, 3 lb up at 4-1-14, and 59 lb down and 38 lb up at 6-11-13, and 59 lb down and 38 lb up at 6-11-13 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 Loads (plf) Vert: 1-6=-70, 6-7=-30, 11-15=-20, 8-10=-20 Concentrated Loads (lb) Vert: 19=30(F=A5, B=-15) 20=100(F=50, B=50) 21=6(F=3, B=3) 22=-119(F=-59, B=-59) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, sand 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, see ANSIITPil1 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 36610 Job Truss Truss Type Qty Ply GHO Lot 170 Orcutt Residence �J34847 T12511477 J34847 -HJ24 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) cast uoast I cuss, rt. rleroe, rL ovygo 1� 0 2x4 = 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 , 4.24 12 1x4 II 3 2 1�n'181 13 N 3x4 = a.l3U s uct 2b 2ul / ml l ex Inausines, Inc. vvea NOV 1 a Ua:0U:1U 2U1 / rage 1 3-2-14 4 5 1x4 Ili 7 2x4 116 Scale = 1:15.1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 7-12 >999 240 MT20 2441190 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 7-12 >999 180 Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 3 n/a n/a Code FBC2014fTP12007 Matrix -MP Weight: 21 lb FT = 20% REACTIONS. (lb/size) 3=304/0-10-15, 8=0/Mechanical, 7=76/Mechanical Max Horz 3=213(LC 1), 8=215(LC 13) Max Uplift 3=-257(LC 8), 7=-126(LC 8) Max Grav 3=304(LC 1), 7=76(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=101/259, 2-3=-87/268 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANgUTPI 1. 3) Gable studs spaced at 2-0-0 Co. 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) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wit(lstanding 257 lb uplift at joint 3 and 126 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb up at 1-3-15, and 71 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a i front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-30, 6-10=20 Concentrated Loads (lb) Vert: 13=100(F=50, B=50) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 [�Oj a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Be 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, see ANSI/TP11 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 36610 0 f Job Truss Truss Type Qty Ply GHO Lot 170 Orcuft Residence �J34847 T12511478 J34847 -HJ56 Diagonal Hip Girder 3 1 Job Reference (optional) east coast i mss, ri. rierce, rL s9v40 2X4 = 8 1x4 II 3 2 3X6 o.l sU 5 VCI Zb ZUl r MI I ex mousmes, Inc. WOO NOV lit Un:OU:34 ZUl r rage l 14 4.24 12 3x4 4 i 2x4 11 Stale = 1:23.6 5 6 9 15 8 1x4 II 4x6 _7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.02 9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 50 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=470/0-10-15, 8=509/Mechanical, 10=0/Mechanical Max Horz 3=208(LC 1). 10=-208(LC 1) Max Uplift 3=-273(LC 8), 8=-228(LC 8) Max Grav 3=470(LC 1), 8=509(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=-116/254, 2-3=-103/262, 3-4=-501/164 BOT CHORD 3-9=254/456, 9-15=-254/456, 8-15=254/456 WEBS 4-8=-494/275 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed I; Lumber DOL=1.60 plate grip DOL`=1.60 .2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 3 and 228 lb uplift at . joint 8. i 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 56 lb up at 4-1-14, 5 lb down and 56 Ito up at 4-1-14, and 69 lb down and 123 lb up at 6-11-13, and 69 lb down and 123 lb up at 6-11-13 on top chord, and 78 lb up at 1-3-15, 78 lb up at 1-3-15,, 3 lb up at 4-1-14, 3 lb up at 4-1-14, and 45 lb down at 6-11-13, and 45 lb down at 6-11-13 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 Loads (plf) Vert: 1-5=-70, 5-6=-30, 3-7=-20 Concentrated Loads (lb) Vert: 9=6(F=3, B=3) 13=100(F=50, B=50) 14=-137(F=-69, B=-69) 15=-64(i=-32, B=-32) 'A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. ��• Design valid for use only with MITek® connectors. This design is based only upon parameters shown, altd 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 �Y� 14. elk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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, Alexandra, VA 22314. Tampa, FL 36610 AIIIIIIIIIIIJI Job Truss Truss Type City Ply GHO Lot 170 Orcutt Residence IJ34847 T12511479 J34847 —HJ64 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) a. 1 sU 5 UM zo zU 1 I MI I ex mausmes, mc. vvea Nov l a Ua:ou:ou zul i rage i 16 4.24 12 3x4 4 15 3x4 11 Scale = 1:26.3 5 6 1x4 II 2 3 d I I 2x4 = 0 17 rn 18 19 1 d .- d 9 1x4 II 8 7 US = 3x4 = -0-j-13 4-10-1 9-3-0 0- - 3 1 4-10-1 4-4-15 Plate Offsets (X.Y)— 13:0-0-12.0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.05 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Weight: 51 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=55810-10-15, 8=496/Mechanical, 10=0/Mechanical Max Horz 3=191(LC 14), 10=-186(LC 1) Max Uplift 3=-328(LC 8), 8=-317(LC 8) Max Grav 3=558(LC 1), 8=496(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh TOP CHORD 3-15=-696/282, 4-15=-610/297 BOT CHORD 3-17=-402/615, 17-18=-402/615, 9-18=-402/615, 9-19=-402/615, E WEBS 4-8=-629/409 BRACING - TOP CHORD BOT CHORD 9=-402/615 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-1-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 • 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 an the bottom chord in all iareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 3 and 317 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 56 lb up at 4-1-14, 5 lb down and 56 lb up at 4-1-14, and 39 lb down and 130 lb up at 6-11-13, and 45 lb down and 153 lb up at 7-2-10 on top chord, and 78 lb up at 1-3-15, 78 lb up at 1-3-15, 3 lb up at 4-1-14, 3 lb up at 4-1-14, and 31 lb down at 6-11-13, and 34 lb down and 98 lb up at 7-2-10 on bottom chord. The design/selection of such connection device(s) 6 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 Loads (plf) Vert: 1-5=70, 5-6=-30, 7-12=20 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MII.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 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 memberslonly. Additional temporary and permanent bracing iVIiT®k" 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, see ANSIITPII 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 36610 i 1 r Job Truss Truss Type Qty Ply GHO Lot 170 Orcutt Residence �J34847 T12511479 J34847 —HJ64 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 8.130 s Oct 26 2017 MiTek Industries, Inc. Wed Nov 15 08:50:59 2017 Page 2 I D:4nWsQ0i?xWdQ3AibDR25Urym_dS-GMmu3wTVYy? WGNT4UFWkrC?vKOy5fnPBaAZi WyJ?Qw LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-85(F=-45, B=-39) 17=100(F=50, B=50) 18=6(F=3, B=3) 19=-53(F=-28, B=-25) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP" 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 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T72511480 J34847 —HJ85 DIAGONAL HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:27:49 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-tFEKSBLghK3QP7w7gW4ZkPL2EuugxgyvA EPWZkyJOeu 8-5-1 3-11-15 4.24 12 0 M 1x4 II 3 n 2 1 2x4—=— s e 1 1 16 a x4 = -0-2-1 15 3x4 4 Scale=1:25.1 5 6 9 17 Sy E s 1x4 II 8 7 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.04 9-14 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.04 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=751/0-10-15, 8=442/0-10-15, 10=-213/Mechanical Max Horz 3=246(LC 5) Max Uplift 3=-685(LC 8), 8=-348(LC 5), 10=-275(LC 28) Max Grav 3=957(LC 28), 8=524(LC 30), 10=210(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 3-4=770/448 BOT CHORD 3-9=457/638, 8-9=-457/638 WEBS 4-8=666/506, 2-11=-231/303 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 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. $) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 3, 348 lb uplift at joint 8 and 275 lb uplift at joint 10. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 56 lb up at 4-1-14, 106 lb down and 56 lb up at 4-1-14, and 159 lb down and 129 lb up at 6-11 , 13, and 159 lb down and 129 lb up at 6-11-13 on top chord, and 152 lb down and 91 lb up at 1-3-15, 152 lb down and 91 lb up at 1-3-15, 97 lb down and 3 lb up at 4-1-14, 97 lb down and 3 lb up at 4-1-14, and 102 lb down at 6-11-13, and 102 lb down at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-6=-30, 7-12=-20 Concentrated Loads (lb) Vert: 9=6(F=3, B=3) 15=-89(F=-44, B=-44) 16=100(F=50, B=50) 17=-51(F=-'i25, B=-25) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 drily. Additional temporary and permanent bracing iw 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, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply 1341147 GHO Lot 170 Orcutt Residence T72511481 J34847 A01 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:50 2017 Page 1 ID:4nWSQO1?xWdQ3AibDR25Urym_dS-MRoifrLlSeBG1 HVKEDboHdtB618HgBc3zu835ByJOet 6-0-8 11-5-0 i13-1-7 i 16-1-7 i 22-6-8 1 29-1-0 i 35-6-0 NOrb-0 -11 5-4-8 ' S-4-8 ' 1-8-7 ' 3-0-0 ' 6-6-1 6-6-8 6-5-0 5x5 = Scale=1:73.5 5x5 = 6.00 12 5 6 5x5 = 7 3x8 4 2x4 II 3x4 6x10 G 8 3 3x6 'ddam d 1 9 d d n 3x4 4 0 10 US 11 12 o EN ob cs I� 21 26 27 28 29 18 17 16 15 14 13 19 6x6 II 4x4 = US II 5x8 = US= 5x6 = 2x4 II 10x10 = 1-s-0 6-0-8 11-8-0 13-1-7 16-1-7 2268 29-1-0 35b0 & 438 5 4-8 1-8-7 3-0-0 65-1 6.6-8 6-5-0 1-0-0 Plate Offsets rX. Y1— r1•n-7-5 n-9411 r9-0-D-1d n-1-191 r7.0-9-R n-9-Al rign-9-1d n-1-111 Hd•n-9-R n3-dl HR•n-d-n n-3m r1RTL1-t9 n-n-nl r9n-n_A_R n-r ni _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.15 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.37 13-14 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.58 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 'Except* 10-0-0 oc bracing: 18-20 3-18: 2x4 SP No.3 WEBS 1 Row at micipt 4-20. 8-15, 5-16, 6-16 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 21=1613/0-8-0, 12=1592/Mechanical Max Horz 21=577(LC 6) Max Uplift 21=-558(LC 8), 12=-557(LC 8) Max Grav 21=1613(LC 1), 12=1668(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1520/585, 1-2=-563/285, 2-3=-592/320, 3-4=-667/411, 4-5=4395/719, 5-6=-1272/725, 6-7=-1479/765, 7-8=1721/788, 8-10=-2397/905, 10T12=-2844/994 BOT CHORD 20-21=-352/459, 17-18=-32/385, 16-17=-124/1229, 15-16=-185/142I , 14-15=-521/2002, 13-14=-766/2456,12-13=-766/2456 WEBS 17-20=-92/846, 4-20=-1229/307, 6-15=-156/531, 7-15=-135/413, 8-15=-981/431, 8-14=-95/471, 10-14=-518/280, 5-16=438/875, 1-20=-427/1389, 4- I6=-98/436, 6-16=-1089/449 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=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 21 and 557 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verrly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I= Job Truss Truss Type Qty GHO Lot 170 Orcutt ResidenceT12511482 IP17J34847 J34847 A02G ROOF SPECIAL GIRDER 1 Reference o tional fast L oast truss, ri. vierce, rL 34`d4b 8.13U s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:52 2017 Page 1 I D:4n WsQOi?xWd Q3AibD R25Urym_d S-IgwS49NY_F R_Gbfi MeeGM2zYm6nq 8?rM RCdAA3yJOer 15-0-0 - 5-48 10.0.0 12-10.0 14-4-0 17.4-0 1 0. 22-1014 27-0-8 2 - 31-No 33-2-0 4-7-8 4-7-8 2-10-0 1$0 2-4-0 -8- 4-10-0 4-2-4 3-8-8 4x4 = 5x5 = 4I 4 = Scale = 1:66.8 6.00 12 4 1 a 1-6-0 1 3-0-0 1 9-8-8 6-1-8 6 3I 5x5 = 3x8 i 3 1x4 II 2x4 II 8 4x4 i 2 M 1 4x8 = 3x4 = 4x8 = d o d 9 10 11 I o 3 o 3x8 M18SHS II o 6x10 = A 0 24 0 25 26 27 28 29 14 22 21 20 19 18 17 16 15 3x6 II 4x4 = 5x8 = 3x10 5x8 = 5x5 = 2x4 II 10x10 = 1-9-0 15-0-0 33-2-0 Q-3q 5-0-8 10.0-0 12-10-0 144-0 18-0-0 22-10-0 27-0-8 27-8-8 31-5-0 32-5-0 4-7-8 ' 2-10.0 ' 1-6.0 f1-8-0 3-0-0 ' 4-104 4-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.22 17-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.54 17-18 >732 180 BCLL 0.0 Rep Stress ]nor NO WB 0.98 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD 9-11: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 2-21,10-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 11-13: 2x4 SP No.2 REACTIONS. (lb/size) 12=2306/Mechanical, 24=1563/0-8-0 Max Horz 24=-477(LC 6) Max Uplift 12=1118(LC 8), 24=-558(LC 8) Max Grav 12=2306(LC 1), 24=1580(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=622/325, 2-3=-647/394, 3-4=-1320/695, 4-5=-1138/666, 5-6=-1615/860, 7-8=2221/1081, 8-9=-2137/911, 11-12=-2178/1067, 1-24=-1533/57I8, 9-10=-3084/1603, 10-11=-2973/1515, 6-7=-1435/748 BOT CHORD 23-24=-305/357, 20-21=-78/291, 19-20=-283/1107, 18-19=-348/1342, 17-18=-453/1461, 16-17=-844/1947, 13-15=-37/269, 10-13=-846/680 „ WEBS 20-23=-207/820, 3-23=-1167/304, 3-19=-142/477, 4-19=-167/371, 8-17=-455/300, 13-16=-1036/2391, 11-13=-1798/3585, 1-23=-407/1337, 9-13=-797/I 237, 9-16=-1463/679, 6-18=-761/414, 5-19=-700/234, 5-18=-488/1209, 7-17=-471/899 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 307 Ib FT = 20% Structural wood sheathing directly applied or 2-5-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-5-2 oc bracing. Except: 10-0-0 oc bracing: 21-23, 13-15 1 Row at midpt 3-23, 1-24, 6-18, 5-19, 7-18, 7-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical 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 psi bottom chord live load nonconcurrent w'th 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.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1118 lb uplift at joint 12 and 558 lb uplift at joint 24. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 53 lb up at 31-6-0, and 330 Ito down and 342 lb up at 29-6-12, and 330 lb down and 342 lb up at 31-6-12 on top chord, and 186 lb down and 53 lb up at 31-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 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 (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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511482 J34847 A02G ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 Mi fek Industries, Inc. Wed Nov 15 06:27:52 2017 Page 2 I D:4 n WsQOi?xWd Q3Ai bDR25 U rym_d S-I gwS49 NY_FR_GbfiMeeGM2zYm6nq B?rM RCdAA3yJOer LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-6=-70, 7-9=-70, 23-24=-20, 21-22=-20, 15-21=-20, 14-15=-20, 12-13=20, 9-11=-70, 6-7=-70 Concentrated Loads (lb) Vert:15=-142(F) 10=-432(F=-142, B=-290) 30=-290(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and p�operiy 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 WOW 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, see ANSIITPII ,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. 1Tampa, FL 36610 Id Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511483 J34847 A03 ROOF SPECIAL 1 1 Job Reference 6o tional test coast I russ, t-t. Pierce, FL U4946 6.00 12 2x4 II 4x4 G 2 1 aS N uS � 0 26 d 24 23 34 11 10x10 = 1-9-0 8.13U s Sep 15 ZU11 MI I ek Industries, Inc. Wed Nov 15 U6:27:54 2U17 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-EC2CVrOpWshiVvp5T3gkRT2vMvZPcylfuW6HEyyJOep 17-0-0 19-0-0 2 - 22-1-0 250-831-s-0 212-0 - 1 L2 _4 -& 2.1-0 2-11-6 5-8-8 1-9-0 5x8 = 3 27 5z5 ,11-60 4 = i _3-0-0 5 29 I 5-8-8 , 6 4x4 = Scale = 1:66.4 8-1-8 1 4x12 = 3x4 II 4x6 = 7 8 9 N 73xE II A-191 14 13 28 16 12 22 21 20 19 17 3x8 = 2x4 II 4x4 = 5x8 = 4x4 = 1x4 II 1x4 II 1x4 II 2-1-0 17-0-0 21-1-0 33-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.11 16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.30 16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except` BOT CHORD 2-23,8-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS JOINTS REACTIONS. (lb/size) 10=151510-8-0, 26=1509/0-8-0 Max Horz 26=-433(LC 6) Max Uplift 10=-517(LC 8), 26=-506(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=568/301, 2-3=-696/458, 3-4=-1338/687, 4-5=-1447/713, 6-7=-1909/774, 9-10=-1418/503, 1-26=-1421/523, 7-8=-1160/465, 8-9=-1108/438, 5-6=-1623/750 BOT CHORD 25-26=-294/312, 2-25=-372/230, 22-23=-66/405, 21-22=-274/1111, 2 21=-436/1447, 15-18=-677/2009, 14-15=-677/2009, 8-11=-341/220 WEBS 22-25=-209/711, 3-25=-1075/282, 3-21=-193/641, 4-21=-100/322, 5-21=-590/293, 7-18=-522/244, 11-14=-707/2073, 7-11=-883/327, 9-11=-621/1777, 1 i25=-401/1288, 18-20=457/1489,5-18=-1421509,7-14=-615/298, 5-20=-528/145, 6-1,8=-136/502 .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=9.Opsf; BC[ II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 w 5) ` This truss has been designed for a live. load of 20.Opsf on the bottom chord in all a' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withs at joint 26. 7) This truss design requires that a minimum of 7116" structural wood sheathing be apr sheetrock be applied directly to the bottom chord. Weight: 301 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 23-25, 11-13 1 Row at midpt 3-25, 5-21, 5-20 1 Brace at Jt(s): 11 .Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide iding 517 lb uplift at joint 10 and 506 lb uplift d directly to the top chord and 1/2" gypsum ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 property incorporate this design into the overall M�• 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, see ANSI/TP11,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. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511484 J34847 A04 ROOF SPECIAL 1 1 Job Reference (optional) Last coast i russ, ri. Pierce, rL 34d145 6-0-0 11-so 5-3-0 5-5-0 6.00 12 5x8 = 1x4 II 3 28 4 27 25 24 23 22 3x6 II 4x4 = 5x8 = lox10 = 1-9-0 U.1 sU s Jep 15 ZU1 I MI I ex Industries, Inc. Wed Nov 15 U5:Z/:55 ZU17 Page 1 ID:4nWsQ0i?xWdQ3AibDR25Urym_dS-iPbbiBPRHApZ73OH1 mBz_ga3gJsvLOAo7AsgmOyJOeo 19-0-0 234-8 1&*Q 21-0-0 2 -0- 2 & 2a-0-12 115-0 2 2-0 1-6-0 -& 2-40 4-0-4 3-0_4 1-90 1-0-9 5x8 = Scale=1:65.8 1.6-0 3-0.0 1-8-8 10-1-8 29 x5 = 5x5 = 6 7 5x8 = 3x4 = 5x5 = 8 9 10 I C� M V) 4 3x6 I I &8 = h d A I 16 d 31 17 15 E 14 13 21 20 18 4x10 = 4x4 II 4x4 = 1x4 Its 1x4 II �� f-� LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 2-24,9-14: 2x4 SP No.3 WEBS 2x4 SP No.3 19-M 23-0-8 I8 4 0 21-1-0 2-1-0 2' TZ 2-1. 33-2-0 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.14 16 >999 240 MT20 244/190 Vert(TL) -0.32 14-15 >999 180 Horz(TL) 0.06 11 n/a n/a Weight: 308 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 7-10-0 oc bracing: 15-16 10-0-0 oc bracing: 24-26, 12-14 WEBS 1 Row at midpt 3-26, 4-22, 5-22, 5-21, 6-20, 8-12 JOINTS 1 Brace at Jt(s): 12 REACTIONS. (lb/size) 11=1517/0-8-0, 27=1510/0-8-0 Max Horz 27=-388(LC 6) Max, Uplift 11=519(LC 8), 27=-504(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-593/308, 2-3=-649/402, 3-4=-1390/669, 4-5=-1390/669, 5-6=-2087/908, 7-8=-2206/919, 10-1 1=-1411/512,1-27=-1442/527, 8-9=-870/402, 9 j110=-819/371, 6-7=1859/792 BOT CHORD 26-27=-285/269, 23-24=-88/314, 22-23=-338/1023, 21-22=-472/154t 16-19=-556/17561 15-16=-556/1756,9-12=-537/318 WEBS 23-26=-252/709, 3-26=-1092/311, 3-22=-292/925, 4-22=-413/225, 5-22=-323/78, 5-21=-638/244, 10-12=-625/1710, 1-26=-366/1243, 19-21=-524/1717, 5-19=-560/1500, 6-19=-942/427, 8-15=-940/471, 7-19=-100/338, 7-15=-254/605, 12-15=-642/1899, 8-12=-1106/389 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=9.Opsf; BC II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 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 u 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with at joint 27. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be of sheetrock be applied directly to the bottom chord. .Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide iding 519 lb uplift at joint 11 and 504 Ib uplift d directly to the top chord and 1/2" gypsum WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, see ANSUTPI1 (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 36610 y I Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511485 J34847 A05 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:56 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-Ab9zwXQ32UxQICzUbUiCXu7FkjE_3q_yMgbOJgyJOen Q-9-Q 4-0-0 i 11-5-0 i 18-10.0 i 20-4-0 i 22-1-0 i 26-0-0 i 31-5-0 33-2.0 iS 9-d 3-3 0 7-5-0 7-5.0 1-&0 1-9-0 3-11-0 5-5-0 1-9-0 Scale = 1:59.9 12 5x8 = 6.00 1x4 II 3x4 = 6x8 = 1-6-0 12-10-0 3 26 4 5 27 28 3x4 = 2x4 4x4 = 2x4 11 4x12 = 7 8 9 10 4x6 2 t 31 co M M i N n 3x6 I I T 1-5-8 0 d 4 0 6 d 15 5x8 = 14 L 0 25' 29 30 11 4xl0 = 2x4 II 13 23 22 21 20 19 18 7x8 = 3x6 II 10x10 = 4x4 = 5x8 = 3x8 = 1x4 II 33-2-0 1-9-0 4-0.0 11-5-0 1&10. 20.4-0 22-1-0 260-0 31-SO 2-5-0 1-0.0 2-3-0 7-SO 7-SO 1-6-0 1-&0 3-11-0 5-5-0 1-0.0 -9-0 Plate Offsets (X.Y)-- f3:0-6-0.0-2-81,f6:0-6-0.0-2-81 112:0-2-0,0-2-41 f16:0-5-8.0-3-81,f19:0-3-8 0-1-81 f20:0-4-0 0-3-01,f22:0-1-12.0-0-01 f24:0-4-8 0-6-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.34 17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Weight: 274 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 2-22,9-14: 2x4 SP No.3 6-0-0 oc bracing: 22-24 WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1 Row at micipt 3-24, 6-20, 7-15 JOINTS 1 Brace at Jt(s): 12 REACTIONS. (lb/size) 11=1523/0-8-0, 25=1514/0-8-0 Max Horz 25=350(LC 6) Max Uplift 11=517(LC 8), 25=-503(LC 8) Max Grav 11=1523(LC 1). 25=1517(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-611/315, 2-3=-576/334, 3-4=-1625/714, 4-6=-1625/714, 6-7=-2444/981, 10-11 =-1 440/515, 1-25=-1478/534, 7-8=-1575/647, 8-9=-828/357, 9-�0=-808/346 BOTCHORD 20-21=-316/874, 19-20=-551/1751, 15-16=-721/2202 WEBS 21-24=-234/763, 3-24=-1186/380, 3-20=-407/1224, 4-20=-5191014. 6119=-895/351, 7-16=-621/310, 12-15=-544/1680, 8-12=-879/337, 10-12=550/1595,-24=-342/1234, 16-19=-631/2007, 6-16=-643/1797, 7-15=-914/302 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=9.Opsf; BC1 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; ` 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 wi 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all aI will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withs at joint 25. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be apr sheetrock be applied directly to the bottom chord. .Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. vertical left and right exposed; Lumber any other live.loads. is where a rectangle 3-6-0 tall by 2-0-0 wide (ding 517 lb uplift at joint 11 and 503 lb uplift d directly to the top chord and 1/2" gypsum ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 Mire k� 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, see ANSIITPII iQuality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511486 J34847 A06G Roof Special Girder 1 1 Job Reference o tional Last Goast I cuss, ht. mefce, FL 3484b 3-2-8 4-9-6 4.7-10 6.00 12 4x8 = 1x4 II 3x8 = 2 3 26 4 • 5xl0 1 � N v 30 31 I 25 24 23 22 3x10 II 7x6 = 4x8 = 5x5 = HUS26 HUS26 3x4 = 3x4 = 5 127 6 28 21 7x8 = 8.13U s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:58 2017 Page 1 I D:4n WsQOi?xWdQ3Ai bD R25U rym_dS-7zHjKCSJa5C8_W6siulgcJ CekXtaXljEp84UNjyJ Oel 22-0-8 I23-6-8 28-7-0 i 32-7-8 34.4-8 4-9-6 1-6-0 5-0-8 4-0-8 1-9-0 4-9$ Scale = 1:62.8 7 4x6 11 5x5 4x8 = 2x4 11 4x6 = = 8 29 9 10 11 m dr N :A3 3x6 x8 = m 17 16 15 14 20 19 3x8 = 2x4 11 48 = 2x4 11 5x8 = 23G8 344-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.19 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.38 19 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except' 22-25: 2x6 SP No.2, 10-15,7-20: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-25: 2x8 SP No.2 JOINTS REACTIONS. (lb/size) 12=1680/0-8-0, 25=2841/0-10-9 Max Horz 25=44(LC 23) Max Uplift 12=-588(LC 8), 25=-1170(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showr}. TOP CHORD 1-2=1447/619, 2-3=-1997/831, 34=1997/831, 4-6=-2446/944, 6-7=-2610/983, 7-8=3141/1151, 8-9=-2798/1004, 9-1 0=-1 291/456, 10-11=-1279/450111-12=-1607/573, 1-25=-2583/1065 BOT CHORD 23-24=-538/1237, 22-23=-887/2339, 21-22=-888/2337, 17-18=-945/2620, 16-17=-654/1824,7-18=-163/498 WEBS 2-24=-977/658, 2-23=-543/1264, 3-23=-331/181, 4-23=-761/37714-21r-246/355, 6-21=-557/303, 9-16=-976/412, 13-16=-747/2082, 9-13=-608/226, 1-24=-881/2210, B-17=-1478/582, 9-17=-475/1319, 7-17=-242/694, 18-21=-871/2334, 6-18=-150/313, 11-13=-696/1977 1 Weight: 285 lb FT = 20% Structural wood sheathing directly applied or 3-0-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-12 oc bracing. Except: 10-0-0 oc bracing: 13-15, 18-20 1 Brace at Jt(s): 13 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 withstE riding 588 lb uplift at joint 12 and 1170 lb uplift at joint 25. 8) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 1-10-0 oc max. starting at 2-1-4 from the left end to 3-11-4 to connect truss(es) to front face of bottom chord. I 9) Fill all nail holes where hanger is in contact with lumber. 10) 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 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 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 , I� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.) For general guidance regarding the V1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511486 J34847 A06G Roof Special Girder 1 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:27:58 2017 Page 2 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-7zHjKCSJa5C8_W6siulgcJCekXtaXljEp84UNjyJOel LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-7=-70, 7-8=-70, 8-11=-70, 20-25=-20, 19-20=-20, 15-18=,20, 14-15=-20, 12-13=-20 Concentrated Loads (lb) Vert: 30=-715(F) 31=702(F) Lei• WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, anA 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, see ANSIITPII 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 36610 ip ` Job ' Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511487 J34847 A07 ROOF SPECIAL 1 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2U17 MI I eK Industries, Inc. Wed Nov 15 U6:27:59 2U17 Page 1 I I D:4nWsQ0i?xWdQ3AibDR25Urym_dS-bAr5YYSxLPK?cgh2GcGv8WlolwA3GDD02og2w9yJ0ek Or9-0 2-7-8 i 9-11-0 12-11.0 i 15-1-0 18-1-0 1 29-5-5 i 31i-2-0 38-2.0 0'-9-d 1-10-8 ' 7-3-8 3-T 2-2-0 3.0.0 5-2-3 5-2-3 6-2-3 6-8.11 2-0-0 5x5 = Scale = 1:70.6 6.00 12 5x5 = 3 4 5x5 = 5x8 = 5 5x6 = 7x6 3x4 1 7 I 7 3x6 8 2xii d 4 d. 9 2x4 I I 2x4 I I 10 4 C20 28 29 - 11-4 30 13 31 12 d d 18 17 16 15 14 3x4 = 190110 = 5x8 = 4x8 = 3x4 = 4x6 — 3x6 = 1z:� 1-9-0 To -7-8 9.11-0 12-11-0 15-1-0 18-" 2644 36-2-0 10. 7-3-8 3-0-0 2-2-0 3-0-0 83-4 9-9-12 1b0 Plate Offsets (X,Y)—I2:0-2-4.0-3-71,13:0-2-8,0-2-41f4:0-2-8.0-2-41.f6:0-6-0 0-2-81�f10:0-3-O.Edge1.116:0-4-0.0-3-01 117:0-1-12 0-0-01 f19:0-4-8 0-6-01 LOADING (psi) SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.24 12-14 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.59 12-14 >737 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-2: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=1638/0-8-0, 10=1780/0-8-0 Max Horz 20=615(LC 6) Max Uplift 20=-561(LC 8). 10=-711(LC 8) Max Grav 20=1638(LC 1), 10=1855(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1604/604, 1-2=-659/352, 2-3=898/564, 3-4=-1162/680, 4-5=-1808/920, 5-6=15881782, 6-7=-1936/842, 7-9=-2786/1022, 9-10=-3082/1058 BOT CHORD 19-20=-332/469, 15-16=-77/1419, 14-15=210/1648, 12-14=459/2065, 10-12=-736/2646 WEBS 17-19=0/260, 2-19=-760/439, 3-16=-178/819, 5-15=-899(470, 6-15=j342/92, 6-14=-272/854, 7-14=-845/399, 7-12=-1701627, 9-12=450/294, 1-191--604/1689, 16-19=-28/1097, 3-19=-1066/283, 4-16=-677/227, 4-15=-539/1309 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=9.Opsf; BC 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 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 v 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with at joint 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be aF sheetrock be applied directly to the bottom chord. PLATES MT20 GRIP 244/190 Weight: 294 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 1-20, 5-15, 6-15, 7-14, 3-19, 4-16, 4-15 .Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide lding 561 lb uplift at joint 20 and 711 lb uplift d directly to the top chord and 1/2" gypsum ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 passible personal injury and property damage! For general guidance regarding the M iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII ,Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty, Ply J34847 GHO Lot 170 Orcutt Residence T12511488 J34847 A08 ROOF SPECIAL 1 1 Job Reference k tional East Coast Truss, Ft. Pierce, FL 34946 0- e 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:01 2017 Page 1 ID:4nWSQOi7xWdQ3AibDR25Urym_dS-XYzszEUCsOajr rRN11NExg6Uktgk6lhV6J9_2yJ0ei 24-2-8 29-11-0 36-2-0 i 38-2-0 i 4-8-8 5.8.8 6-3-0 2-0-0 6.00 12 5x8 = Sx5 = � 4 5 5x5 i Sx5 = Scale = 1:70.6 x4 — m 2 o LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.19 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.49 13-14 >877 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. Except: 2-18: 2x4 SP No.3 10-0-0 oc bracing: 18-20 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-21, 3-20, 4-16, 6-15, 6-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 21=1631/0-8-0, 11=1778/0-8-0 Max Horz 21=611(LC 6) Max Uplift 21=-565(LC 8). 11=-709(LC 8) Max Grav 21=1711(LC 14). 11=1888(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1597/641, 1-2=-499/290, 2-3=505/294, 3-4=-1373/658, 4-5=-15851764, 5-6=-1747/809, 6-7=1889/823, 7-8=-2157/870, 8-10=-2914/1030, 10 11=-3184/1062 BOT CHORD 20-21=-293/461, 17-18=-16/271, 16-17=-4/1084, 15-16=-23/1355, 14-15=-264/1818, 13-14=-496/2222,11-13=-746/2742 WEBS 17-20=-39/829, 3-20=-1464/530, 3-16=-213/736, 4-16=-422/211, 4-15=-247/826, 5-15=-180/449, 6-15=-1040/439, 7-14=-232/655, 8-14=-767/366, 8-13=-153/557, 10-13=-408/268, 1-20=-525/1590 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. " 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 21 and 709 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 building component, not -G •I �YGR 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 Mirek' 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, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511489 J34847 A09 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-8 a 6-oe 4-a0 1-3-8 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:02 2017 Page 1 I D:4n WSQOi?xWdQ3AibD R25Urym_d S-?I W EAaVgd KiaT7 Qdxkpcm9 N Gg8FTT W Kgkm2i W UyJOeh 5x5 = 6.00 12 5x5 = 5x16 i 5x5 = 6 e 5x6 2 4 5x5 = 5x5 = 1 7 29 • o d. n M N r >3X4 0 0 22 30 31 32 33 14 20 19 18 17 16 15 13 491H = 4x8 = 5x6 = 3x8 = 3x8 = 4x6 2X4 II 1-9-0 Scale = 1:76.3 a& 2x4 II 2X4 II 11 2X4 \2 fit o 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.18 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.49 15-16 >890 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1631/0-8-0, 11=1781/0-8-0 Max Harz 22=616(LC 6) Max Uplift 22=-562(LC 8), 11=-712(LC 8) Max Grav 22=1638(LC 14),11=1833(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-571/362, 2-3=-470/319, 3-4=-1160/611, 4-5= 1536/738, 5-6=-1695/811, 6-7=1702/790, 7-8=19901853, 8-10=-2286/884, 10-11=-2944/1003, 1-22=15971631 BOT CHORD 21-22=-298/464, 17-18=-11/1215, 16-17=-185/1625, 15-16=-377/19381, 13-15=-661/2500, 11-13=-661/2500 WEBS 3-18=-156/543, 5-17=-784/296, 8-15=-203/638, 10-15=-755/363, 10-13=0/275, 6-16=-554/1217, 7-16=-1057/469, 1-21=-405/1444, 18-21=-18/1112, 3L21=-1457/508, 4-17=-325/1004, 4-18=-436/175, 5-16=-340/191 1 Weight: 299 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 2-21, 5-17, 1-22, 7-16, 3-21, 4-18, 5-16 a NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 22 and 712 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, andlis 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. iFor general guidance regarding the qiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223i 4. Tampa, 6904 Parke East Job ' Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511490 J34847 A10 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:03 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-Tx4cOwVSOdgQ4H?gVSKrJMwS9YYjC1 I_zQoF3wyJOeg 4-10-12 9 6 0 14-2-0 18-10-0 3-1-0 29-6-0 32-6-0 38-0-12 45-2-0 7-2-0 4-10-12 4-% 4-8-0 4-8-0 4-3-0 6-5-0 3-0-0 5-6-12 7-1-4 2-0-0 Scale = 1:88.5 5x5 = ' 5x5 = 5x5 = 6 6.00 12 3x6 = 3 5x5 = 5x8 = 3x6 4 26 I 7 • 2 5x8 WB 3x4 II 9 m d 1 10 or 2x4 11 2x4 II 2x4 = 11 • 12 d 19 28 29 . 18 30 31 17 16 32 15 14 13 _ d 4x6 6x8 M18SHS = 5x8 = 3x6 = 5x8 = 3x6 = 5x6 = 2x4 II 9-6-0 18-10-0 23-1-0 29 6-0 MO 38-0-12 45-2-0 9-6-0 9-4-0 4-3-0 r 65-0 3-0-0 "_12 7-1-4 Plate Offsets (X.Y)-- I3:0-2-8.0-2-41,18:0-6-0.0-2-81,110:0-0-0 0-1-121,110:0-1-4 0-3-01,(14:0-2-8 0-3-01 116:0-4-0 0-3-01 f18:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.32 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.78 17-18 >689 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.24 11 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Weight: 300 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 16-18: 2x4 SP No.1 WEBS 1 Row at midpt 4-18, 2-19, 6-16, 7-16, 5-16 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=2014/0-8-0, 11=2182/0-8-0 Max Horz 19=-512(LC 6) Max Uplift 19= 709(LC 8), 11=-858(LC 8) Max Grant 19=2057(LC 13), 11=2230(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when show) n. TOP CHORD 2-3=-2392/965, 3-4=2111/912, 4-5=2949/1231, 5-6=2719/1171, 6 7=-2749/1154, 7-8=3251/1294,8-9=-3303/1252,9-11=-3851/1334,1-19=-251/1461 BOT CHORD 18-19=369/1960, 17-18=-627/2778, 16-17=-733/3069, 15-16=-860/3208, 14-15=-731/2851,13-14=-972/3316,11-13=-972/3316 WEBS 2-18=-112/673, 3-18=-260/770, 4-18=-1107/419, 4-17=-198/725, 5-17=-428/211. 7-15=-677/310, 8-15=-298/921, 8-14=-144/406, 9-14=-631/288, 2-19=-2348/796, • 6-16=-790/1969, 7-16=-1314/533, 5-16=-1292/508 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=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. • 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;lend vertical 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 wi}h 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withsti nding 709 lb uplift at joint 19 and 858 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and ptopedy incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• 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, see ANSI/TPl1 ,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 36610 Job Truss Truss Type Qly Ply J34847 GHO Lot 170 Orcutt Residence T12511491 J34847 All ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 , 7-8-0 12-4-0 17-04 7-8-0 4-8-0 4-8-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:05 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-PKCNocXiwF48Kb9CctNJOn?j_LLlgwvGQkHM7pyJ0ee 23-1- 31A-0 34A-0 , 38-11-12 45-2-0 A7-2-0 6-1-0 8-3-0 3-0-0 4-7-12 6-2-4 2-0-0 Scale = 1:87.4 5x5 = 5 6.00 12 5x5 = 5x5 = 2 3x6 = 5x8 = 5x5 = 2 6 d 4x6 3x6 0 d. 2x4 I I 2x4 I I 2x4 = 9 10 • 4 18 17 26 16 27 15 28 14 29 13 12 11 6 �4x6 3x6 II 4x10 = 5x6 WB 3x6 = 5x8 = 2x4 II 5x8 = 2x4 II — 7-8-0 17-0-0 23-1-0 31-4-0 34-4-0 38-11-12 45-2-0 7-8-0 9-0-0 6-1-0 8-3-0 3-0-0 4-7-12 Plate Offsets (X.Y)— f1:0-3-0,0-1-81.f2:0-2-8,0-2-41.f6:0-5-4.0-3-41 f7:0-2-8,0-2-41 1j 2:0-4-0 0-3.01,114:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.30 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.76 13-14 >713 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -AS Weight: 283 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E WEBS 1 Row at midpt 3-17, 4-14, 5-14, 6-14 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=2015/0-8-0, 9=2182/0-8-0 Max Horz 18=-512(LC 6) Max Uplift 18=709(LC 8), 9=-858(LC 8) Max Grav 18=2022(LC 13), 9=2235(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2359/892, 2-3=2061/878, 3-4=-3274/1314, 4-5=2785/1160, 5-6=-2798/1142, 6-7=3095/1206, 7-8=-3473/1289, 8-9=-3899/1341, 1-18=-1963/726 BOT CHORD 17-18=-352/527, 15-17=-694/2940, 14-15=-869/3456, 13-14=-1001/3 32, 12-13=-1000/3535, 11-12=-992/3369, 9-11=-992/3369 WEBS 2-17=-132/659, 3-17=-1359/471, 3-15=-296/997, 4-15=-604/290, 4-14=-1442/557, 5-14=-707/1895, 6-14=-1528/613, 6-13=0/270, 6-12=-1148/399, 7-121-485/1339, • 8-12=-491/227, 1-17=-579/2049 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint 18 and 858 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. ■• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, antl 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 ahvays 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, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511492 J34847 Al2 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.13U s Sep 15 ZU1 I MI I eK Inaustnes, Inc. Wed Nov lb U6:28:0 ZU1 / Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-u WmlOyYKhYC?xlkPAauYx?YwQlbHPOcQfOOvfFyJOed Scale=1:87.4 5x5 = 5 • 6.00 12 5x5 = 5x5 = 4x6 2 3x6 = 6 5x12 = 5x5 = 7 • 5x6 i f 4x8 co 1 9 2x4 11 m 3x4 11 0 2x4 II 10 aabb 2x4 = At� 25 d 24 33 N I 23 35 22 d 36 N 12 21 6x8 14 0 _ 4x6 II 5x8 = 6x8 M18SHS = 3x8 = 20 19 18 17 16 15 3x4 II 5x6 = 5x8 = 3x8 = 3x4 II 5x10 = 412-0 7-0-0 16-0-0 23-1-0 27-3-0 2 32-0-0 35-0-0 39 2-8 43- 4 7-0-0 3-0-0 4-2-8 .2. -0-0 0-9-0 Plate Offsets (X.Y)— 12:0-2-8,0-2-41. 18:0-2-8.0-2-41. 111:0-0-12,Edgel. 113:0-7-12.013-81. 116:0-3-8.0-1-81, (17:0-4-0,0-3-01, (21:0-6-4,0-4-121. (23:0-2-12,EdgeL 124:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.34 20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.81 23-24 >665 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Weight: 337 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 6-19: 2x4 SP No.3, 11-13,21-23,23-24: 2x4 SP No.1 10-0-0 oc bracing: 19-21, 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-24, 4-22, 5-22, 6-22, 7-18, 7-17 18-21: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 25=2015/0-8-0, 11=2227/0-8-0 Max Horz 25=512(LC 6) Max Uplift 25=704(LC 8), 11=-850(LC 8) Max Grav 25=2032(LC 13), 11=2286(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-2=2315/863, 2-3=2028/845, 3-4=-3437/1341, 4-5=-2820/1138, 5-6=-2756/1153, 6-7=-3635/1361, 7-8=-2283/957, 8-9=-2583/1021, 9-10=-3153/1076, 10-11=-3111/948, 1-25=-1982/718 BOT CHORD 24-25=-358/514, 23-24=-709/3011, 22-23=909/3626, 21-22=-795/3167, 6-21=338/1175, 17-18=-720/2587, 16-17=-576/2012, 11-13=-665/2590 WEBS 2-24=-139/660, 3-24=-1464/503, 3-23=-333/1120, 4-23=-661/319, 4-22=-1531/595, 5-22=-760/2047, 6-22=-1448/531, 18-21=-828/3005, 7-21 =-1 07/1020, 7-18=-1484/445, 7-17=-1115/364, 8-17=-315/879, 9-17=-30/374, 9-16=858/298, 1-24=-578/2044, 13-16=-581/2037, 9-13=-227/927 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft;.L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Mend vertical 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 Ib uplift at joint 25 and 850 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 1e/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 Properly incorporate this design into the overall Nat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oily. 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, see ANSIrrPNlQuality 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511493 J34847 A13 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 i 5-1-0 1 9-9-0 _ 14-5-f 5-1-0 4 8-0 4-8-0 6.00 12 5x5 = 5x5 = 2 3x6 — 4x6 i 1 uS � v, 23 22 26 27 21 20 3x6 II 4x10 = 4x6 NB 3x6 = 5-1-0 14-5-0 5-1-0 9.4-0 0.1 JU S Oep 10 LU I I Iwl r UK InUUbeleb. InU. vVUU rwuv to Vo. 0— — It raya 1 I D:4n WsQOi?xWdQ3Ai bD R25U rym_d S-qvu VRdZbDASj B2tnl?w000d H bZFotHpj 6hVOk8yJ0eb 1-9-0 245-0 27-3-0 33-10 31 1-6-40-445-2-0 i 7-4-0 �� 2�2-10-0 6-8-0 3-0-01-0 3-5-12-12 4-9-4 M18SHS = 5x5 = 5 6 Scale = 1:83.9 4x6 7 5x5 = 5x5 = 8 2 2x4 I I 10 4x6 11 0 1711 d 19 18 8x12 = N 5x6 = 3x8 = 16 15 3x4 I I 28 29 IN 14 13 12 6x8 = 4x10 = 4x6 II . 36-11-0 , 40-4-12 , 45-2-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.34 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.75 20-22 >722 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.28 12 TIM n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 329 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except` 10-0-0 oc bracing: 15-17 7-15: 2x4 SP No.3, 19-21: 2x4 SP No.1 WEBS 1 Row at midpt 3-22, 4-19, 5-18, 7-18, 8-14 WEBS 2x4 SP No.3 *Except* 14-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 23=2028/0-8-0, 12=2034/Mechanical Max Horz 23=-482(LC 6) Max Uplift 23=-708(LC 8), 12=-709(LC 8) Max Grav 23=2028(LC 1), 12=2039(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2044/778, 2-3=17741750, 3-4=-3789/1451, 4-5=-2983/1185, 5-6=-2557/1127, 6-7=-2917/1217, 7-8=-3644/1367, 8-9=-2749/1121, 9-10=-2300/967, 0-11=-2262/834, 1-23=-19911716,11-12=-2003/717 1 BOT CHORD 22-23=-437/445, 20-22=-782/2980, 19-20=-1079/3812, 18-19=-554/2582, 17-18=-808/3196, 7-17=-312/1051, 13-14=-612/2189 WEBS 2-22=-152/564, 3-22=-1749/637, 3-20=-438/1343, 4-20=-839/387, 4-19=-1567/648, 5-19=-332/964, 5-18=-299/184, 6-18=-484/1134, 7-18=-1350/540, 14 j17=-859/2937, 8-17=-13/515, 8-14=2158/755, 9-14=-445/1336, 1-22=-590/1957, 1013=361/233, 11-13=-646/2065, 9-13=-514/85 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 23 and 709 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 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, see ANSIrTP11 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 36610 r Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511494 J34847 A14 ROOF SPECIAL 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:09 2017 Page 1 ID:4n WsQOi7xWdQ3Aib D R25U rym_dS-15Steza D_TaaoCSzriR FYdAU Lycfchh sLLFaGayJOea 2-10-0 , 7-6-0 12-2-0 19-0-0 26-8-0 27r3r0 36-2-0 39-2-0 45-2-0 2-10-0 4-8-0 4 8-0 7-4-0 7-2-0 0-7-0 8-11-0 3-0-0 6-0-0 Scale = 1:82.8 5x8 M18SHS = 5x5 = 3x4 II 5 6 7 6.00 12 5x8 = 2x4 11 6x8 = 4x6 i 2 3 5x8 = 5x5 = 1 23 8 m 0 4x6 n 10 • 22 21 0 20 19 18 17 24 16' "' o II US I I 4x6 = N 6x8 M18SHS — 2x4 I I 3x8 M18SHS — 3x8 8x12 — = N N 15 14 13 12 11 4x4 II 5x6 = 4x12 = 5x6 II 2-10-0 7-6-2 12-2-0 19-6-0 I 27-3-0 2Q 3-p 36 2-0 39-2-0 45-2-0 2.10-0 4-8-0 4-8-0 71-0 7-9-D 1�-0-d 7-11-0 3-0-0 6-0-0 Plate Offsets (X.Y)— f2:0-6-4.0-2-81, 14:0-5-4,0-3-01. f5:0-4-8.0-1-121, f6:0-2-8.0-2-41.If8:0-5-4.0-2-121 f9:0-2-8 0-2-41 f11:Edoe 0-3-81 f13:0-2-4 0-3-41, f16:0-5-9.0-3-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.93 16-17 >577 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WE 1.00 Horz(TL) 0.27 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 305 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,5-6,6-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 'Except' 10-0-0 oc bracing: 14-16 7-14: 2x4 SP No.3, 16-18,18-20: 2x4 SP No.1 WEBS 1 Row at midpt 4-17, 6-17, 13-16, 4-20 WEBS 2x4 SP No.3 'Except' 13-16: 2x4 SP No.2 REACTIONS. (Ib/size) 22=2028/0-8-0, 11=2034/Mechanical Max Horz 22=-435(LC 6) Max Uplift 22=-708(LC 8), 11=-709(LC 8) Max Grav 22=2028(LC 1), 11=2036(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. r TOP CHORD 1-2=-1500/596, 2-3=-3047/1166, 3-4=-3047/1166, 4-5=-3359/1275, 5-6=-2926/1225, 6-7=3568/1480, 7-8=-3612/1333, 8-9=-2149/875, 9-10=-2439/905, 1-22=2002/717, 10-11=-1967/723 BOT CHORD 21-22=-391/378, 20-21=-232/1445, 19-20=-1308/4368, 17-19=-1310/4365, 16-17=-674/2850, 7-16=-506/323, 12-13=-889/2907 6WEBS 2-21=-1185/426, 4-17=-1656/702, 5-17=-263/980, 6-17=-143/312, 6-16=-542/1471, 13-16=-911/2946, 8-16=-38/384, 8-13=-625/266, 8-12=-1609/559, 9-12=-248/773, 1-21=-580/1804, 10-12=-641/2107, 3-20=328/196, 2-20=827/2381, 41-20=-1758/619 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 22 and 709 lb uplift at joint 11. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and pis 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� 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, see ANSVTPII 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 36610 s r Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511495 J34847 A15 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, 0 Ft. Pierce, FL 34946 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:11 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25U_dS-EUZe3fcTW5gl2WcMz7Tje2 FtFmHC4dF9ofkgLTyJOeY 27-3-0 8-8- 32-1182-00 1 -2-0 45-2-0 3-3-40-0-1 00 4-8-0 4-8-0 7-4 15-7-0 -5-0 4-2-0 3-4-0-0 Scale = 1:83.4 5x10 = 2x4 II 5x8 = - 5 26 I 6 27 7 6.00 12 3x6 5x6 — 2x4 I I 7x8 = 6 3x4 I I 2 3 1 5x5 = 5x8 = 9 4x6 a N 24 23 d 22 21 20 28 19 29 t8 h I6 N 1 6x6 = 6x8 M18SHS N 2x4 II 3x6 = 3x8 = N 8x12 = 3x8 M18SHS = 17 16 15 14 13 12 2x4 II 5x12 = 6x6 = 3x8 = 46 II 5-6-0 10-2-0 17-6-0 23-1-0 27-31 81 32-11-0 38-2-0 41-2-0 45-2-0 5-6-0 4-8-0 7-4-0 6-7-0 4-2-0 -5-0 4-3.0 5-3-0 3-0-0 4-0-0 Plate Offsets (X,Y)— [2:0-3-0,0-2-0], [4:0-5-4,Edge], [5:0-6-8,0-1-12], [7:0-6-0,0-2-8 , [10:0-6-0,0-2-8], [12:Edge,0-3-8], [13:0-3-8,0-1-8], [14:0-2-8,0-3-0], [18:0-7-4,Edge], 123:0-3-8.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.41 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.95 20-22 >568 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.32 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 303 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 4-23, 4-20 18-21,21-23: 2x4 SP No.1 WEBS 2x4 SP No.3 "Except` 2-23,15-18: 2x4 SP No.2 REACTIONS. (lb/size) 24=2029/0-8-0, 12=2035/Mechanical Max Horz 24=-393(LC 6) Max Uplift 24=-708(LC 8), 12=-708(LC 8) Max Grav 24=2029(LC 1),12=2053(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show(I. TOP CHORD 2-3=-3091/1148, 3-4=-3091/1148, 4-5=-3699/1366, 5-6=-3392/1353, 6-7=-3392/1353, 7-8=-3601/1369, 8-9=-3171/1202, 9-10=-2937/1109, 10-1 1=-2130/787,11-12=-2007/718 BOT CHORD 23-24=-161/678, 22-23=-1586/5179, 20-22=-1588/5174, 19-20=-836/I 322, 18-19=-801/3173, 14-15=-925/2935, 13-14=-525/1788 WEBS 2-23=-1092/3164, 3-23=-327/194, 4-23=-2411/847, 4-20=-2036/823, 5-20=-282/990, 7-18=-338/1132, 9-14=-1489/570, 10-14=65911908, 10-13=-870/313111-13=-634/1999, 8-15=-1017/289, 9-15=-288/177, 15-18=-863/3007, 8-18=-78/743, 6-1'9=422/205, 7-19=-129/514, 5-19=-75/456, 2-24=-1986/692 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 wit 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 708 lb uplift at joint 24 and 708 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be appli dd directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord." I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 building component, not Nil 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. iFor general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I 41: Job Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511496 J34847 A16 ROOF SPECIAL 1 1 I Job Reference (optional) Last coast I russ, m. Tierce, t-L 3494ti 8.130 s Sep 15 2017 MiTek I D:4n WsQOi?xWdQ3Aib DR25Urym_d S- i 4-2-12 8-2-0 15-6-0 22-0-4 27-3-0 30-8-0 34-0-12 4-2-12 3-11-4 7-0-0 6-6-4 5-2-12 3-5-0 3-4- 22 6x8 = 6.00 12 2x4 II 4x6 = 48 = ~ 4 5 6x6 = 7 8 25 6 26 5x8 = 2x4 II 8x8 = • 1 2 m ' � I 24 48=-- 5x5 I I 23 22 0 21 20 19 d 18 3x8 M18SHS 11 6x12 = 2x4 II 4x10 M18SHS = 4x6 = N 7x8 = 4x4 9 Inc. Wed Nov 15 06:28:12 2017 Page 1 Oy9fgBYXf/yAFoOgAhgp3fl 1 JTEtvyJOeX 6x6 = 10 16 15 14 13 3x4 II 6x8 = 4x8 = Scale = 1:82.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.40 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.85 19-21 >631 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Weight: 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SP SS 'Except' BOT CHORD Rigid ceiling directly applied. Except: 7-15: 2x4 SP No.3, 14-16,12-14: 2x4 SP 285OF 1.8E 10-0-0 oc bracing: 15-17 17-18: 2x6 SP No.2 WEBS 1 Row at midpt 11-12, 3-22, 11-13 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 3-19 1-22,11-13,14-17: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 24 REACTIONS. (lb/size) 23=2028/0-8-0, 12=2034/Mechanical Max Horz 23=396(LC 7) Max Uplift 23=-707(LC 8), 12=-71O(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1950/706, 1-2=-3797/1363, 2-3=-3797/1363, 3-4=-4212/1520, 4-5=4090/1561, 5-7=4090/1561,7-8=-3308/1279,8-9=-3675/1369,9-10=-3208/1228111-12=-1954/731, 10-11=-2949/1123 BOT CHORD 22-23=-317/329, 21-22=-2150/6552, 19-21=-2157/6554, 18-19=-1064/3735, 17-18=-1082/383E,7-17=-122/580,13-14=-946/3002 I WEBS 3-19=-2941/1137, 4-19=-280/981, 4-18=-145/669, 5-18=-473/234, 7-�8=-123/474, 8-24=-499/1378, 10-13=-1582/624, 2-22=285/168, 1-22=-1417/4089, 3-22=-3081/1084, 9-14=-712/201,10-14=-337/174,11-13=-1165/3361,14-17=-878/292 ,17-24=-288/1248, 9-24=-148/631, 7-24=-1135/409 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 arias 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 707 lb uplift at joint 23 and 710 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-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 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. IFor general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 223114. Tampa, FL 36610 v IN Job—` Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511497 J34847 A17G ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:13 2017 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-AshOULdj2i5OHgml4YWBjTKCNaxGYWmSGzDnPLyJOeW 3-1-0 6-_0 1 9: - 1 3-4-0 20-11-4 27-3-0 , 32-10 0 35-3-8 , 40-7-0 45-2-0 3-1-0 2-11-0 3-8-0 3-8-0 7-7A 6-3-12 5-7-0 2.5.8 5-3-8 4-7-0 Scale = 1:80.0 6.00 12 6x6 = 4x8 = 46 = 3x4 II 6x8 = 5 27 6 7 28 8 9 6x6 = 4x6 = 5x6 = 4x6 10 30 11 12 7x10 M18SHS = 4 4x14 = 2x4 II c? 1 26 2 3 0 Z!:n d IR Lh 19 U/25 1 Eil 29 24 23 22 21 20 8x12 = IC47x10 I I 6x18 = 2x4 11 7x10 M18SHS = 4x8 = 7 = 18 17 16 15 14 13 3x4 II 414 = 7x6 = 5x5 = 3x8 II 3-1- 6-0-0 9-8-0 3 -0 0-1 7-3-0 -3 3 - 0-0 35-3-8 40- -0 45- -0 2-11-0 7-7-4 6-3-12 -0- 4-7-0 2-5-8 4-7-0 Plate Offsets (X.Y)—f3:0-6-O.Edoel,19:0-6-0,0-3-01,115:0-3-0.0-4-81. 119:0-5-8.0-2-121, 120:0-3-0 0-4-81, 122:0-5-0,0-4-81, 124:0-9-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.53 22-23 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.10 20-21 >490 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.28 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except* TOP CHORD 1-3: 2x4 SP 2850F 1.8E BOT CHORD 2x6 SP DSS *Except* BOT CHORD 8-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` WEBS 1-25: 2x6 SP No.2, 3-22,1-24,3-24: 2x4 SP 285OF 1.8E 16-19,9-19: 2x6 SP DSS REACTIONS. (lb/size) 25=2563/0-8-0, 13=2048/Mechanical Max Horz 25=382(LC7) Max Uplift 25=1069(LC 8), 13=-721(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-2065/807, 1-2=-5952/2341, 2-3=-5952/2341, 3-4=-6495/2373, 4-5=-4810/1789, 5-6=-4324/1659,6-8=-4786/1784,8-9=-4772/1780,9-10=-3153/1247 12-13=-2004/747, 10-11=-2861/1125, 11-12=-1574/678 BOT CHORD 24-25=-448/690, 23-24=-3617/10069, 22-23=-3646/10126, 21-22=-1984/5856, 20-21=-1617/5138, 19-20=-1617/5138, 8-19=436/231, 15-16=-911/2i 34, 14-15=-458/1574 WEBS 3-23=-387/191, 3-22=-4417/1719, 4-22=-519/1458, 4-21=1944/803, 5-21=-592/1740, 6-21 =-1 106/343, 6-20=0/321, 6-19=-537/170, 16-19=-888/3010, 9-19=-923/2869, 9-16=-917/263, 10-16=-361/186, 10-15=-1337/521, 11-15=-654/1879� 11-14=-1767/672, 12-14=-863/2445, 2-24=-268/145, 1-24=-2180/5684, 3-24=-4339/1560 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 366 lb FT = 20% Structural wood sheathing directly applied or 2-11-3 oc purlins, except end verticals. Rigid ceiling directly applied or 4-4-13 oc bracing. Except: 10-0-0 oc bracing: 17-19 1 Row at midpt 12-13, 6-21, 6-19 .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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 witany 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 1069 lb uplift at joint 25 and 721 lb uplift at joint 13. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 47 lb up at 1-8-0 on top chord, and 154 lb down and 43 lb up at 1-8-0, and 303 lb down and 302 lb up at 1-8-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. i WARN NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11•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, see ANSIITPIII 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 36610 Job ' Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence TA'1u7 T12511497 J34847 ROOF SPECIAL GIRDER 1 1 Job Reference o tional Last coast i russ, Ft. Pierce, I-L 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:14 2017 Page 2 ID:4nWSQOi?xWdQ3AibDR25Urym_dS-f2FmhheMpODtvzLxeG1 QFgtN7zHVHzObUdyLxoyJOeV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-9=-70, 9-10=-70, 19-25=-20, 17-18=-20, 13-17=-20, 10-12=-70 Concentrated Loads (lb) Vert: 26=-132(F) 29=-424(F=-121, B=-303) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 ��G�7iipjGt`77 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 piTek• fabrica, erection and oftrusses truss stems, see SafetytInformation available from Truss Plate Institute, tute, 218 N L Lee Street, Suite 312, Alexandria, VA 22331Quality Criteria, DSB-89 and BCSI Building Component Tam Parke East Blvd. 1 Tampa, FL 36610 Job Truss Truss Type Qly Ply J34847 GHO Lot 170 Orcutt Residence T12511498 J34847 A18 HALF HIP 1 1 Job Reference o tional East Goast Truss, Ft. Pierce, FL 34946 L-2-0-0 5-10-4 11-2-0 17-10-1 r 2-0-0 5-10 4 5-3-12 6-8-14 6.00 12 5,,8 = 5 3x6 - 3x6 i 4 II3 J o 19 18 4x6 = 2x4 II 5x6 = 5-10-4 11-2-0 17-10-14 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:15 2017 Page 1 ID:4nWSQOi?xWdQ3AibDR25Urym_dS-7Fp9vOf ZJLjW7w7CzYfouPUONdAOPIIjHiuUEyJOeU i:4-7-13 31-4-11 38-1-10 45-2-0 6-8-14 6-8-14 6-8-14 7-0-6 2x4 II 3x6 3x6 = 26 6 7 8 27 17 16 3x6 = 5x8 = 24-7-13 3x6 = 3x6 = 3x8 = 9 28 10 11 15 14 3x8 = 7x6 = Scale = 1:81.9 5x6 = 12 29 13 5x6 I I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.44 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.93 16-17 >581 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.25 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 12-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=2015/Mechanical, 2=2182/0-8-0 Max Horz 2=426(LC 7) Max Uplift 13=-712(LC 8), 2=-855(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3841/1339, 3-5=-3419/1274, 5-6=-3879/1506, 6-8=-4021/1553, 8-9=4021/1553, 9-11=-3441/1347, 11-12=-2149/888, 12-13=-1947/737 BOT CHORD 2-19=-1139/3347, 18-19=-1139/3347, 17-18=-938/2995, 16-17=-12413879, 15-16=-1089/3441,14-15=-683/2149 WEBS 3-18=-496/231, 5-18=-83/412, 6-17=-668/303, 8-16=-469/252, 9-15=-947/425, 11-14=-1593/647, 6-16=-96/264, 5-17=-405/1245, 12-14=-966/2735, 9-16=-269/757, 11-15=-597/1684 Weight: 266 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 12-13, 12-14 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=9.0ps1; 13CDL=3.0psf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; fiend vertical 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 13 and 855 lb uplift at joint 2. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be app led directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iiAiTek� 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, see ANSIrrPll 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, Alexandra. VA 22314. ' ' Tampa, FL 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511499 J34847 A19 HALF HIP 1 1 Job Reference o ticnal East Coast I russ, m. Fierce, t-L 3494b 8.13U s Sep 15 ZU17 MITek Industnes, Inc. Wed Nov 15 06:28:16 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-bRNX6MfcKdTa8HUKmg3uL5ykcn811u NUyxRROgyJOeT 2-0-0 , 5-0 4 9$-0 16 6 14 23-7-13 30 8-11 37-9-10 45-2-0 2-0-0 5-0-4 4-5-12 7-0-14 0-14 7-0-14 7-0-414 7 6 Scale = 1:82.0 4x6 = _ 7x8 4x4 = 4x6 = 2x4 II 4x4 = 4x6 = 6x6 = 6.00 12 4 255 6 7 26 8 9 27 10 11 2x4 i . � 3 N 2x4 II 2x4 II M 2x4 = 2 N 0 1 19 18 17 16 15 14 13 12 — 4x4 = 4x4 = 7x8 = 4x6 = 4x8 = 48 II 4x6 4x6 = 4x6 _ , 16-6-14 184-2 23-7-13 27-2-4 30-8-11 3611 j7-9-19 45-2-0 9-6-0 7-0-14 1-9-4 1 5-3-11 3-6-7 3-6-7 5-3-11 1-9-4 74-6 Plate Offsets (X.Y)-- 14:0-1-12.0-3-121 112:Edoe 0-3-81. 113:0-3-8 0-2-01, 116:0-4-0 0'-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.34 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.70 16-17 >771 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except* TOP CHORD 1-4: 2x4 SP 285OF 1.8E BOT CHORD BOT CHORD 2x6 SP DSS WEBS WEBS 2x4 SP No.3 *Except* 11-13: 2x4 SP No.2 OTHERS 2x4 SP No.3- REACTIONS. (lb/size) 12=2023/Mechanical, 2=2174/0-8-0 Max Horz 2=359(LC 7) Max Uplift 112=712(1_C 8), 2=-855(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4034/1432, 3-4=-3709/1328, 4-5=-4614/1734, 5-7=-4942/1843, 7-8=4942/1843, 8-10=-4306/1622, 10-11=-2720/1064, 11-12=-1949/735 BOT CHORD 2-19=-1234/3574, 17-19=-1025/3268, 16-17=-1520/4611, 15-16=-1410/4306, 13-15=-852/2720 WEBS 3-19=-422/235, 4-19=-53/474, 5-17=-821/366, 7-16=-490/264, 8-15= i900/408, 10-13=-1583/649, 4-17=-594/1692, 5-16=146/462, 11-13=-1124/3195, 10-15=668/1896, 8 16— 264/761 Weight: 316 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 11-12, 11-13 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=9.Opsf; BCDL=3.Opsf; h=18111; B=45ft; L=45ft; eave=6ft; Cat. ` II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 12 and 855 lb uplift at joint 2, i 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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 properly incorporate this design into the overall pal' 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 damagef For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI11Quality 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511500 J34847 A20 HALF HIP 1 n L Job Reference o tional Last Goast I fuss, m. fierce, 1-L 34946 -2-0-0 7-6-0 2-0-0 7-6-0 r 6.00 12 W 2x4 II c 2x4 II 2x4 N 1 0 0 4x6 = 6x8 = 3 24 7-5-11 7-5-11 4x4 = 4z6 = 2x4 II 4 25 5 6 8.13U s Sep lb 2U1 / MI I eK Industries, Inc. Wed Nov 15 06:28:17 2017 Page 1 /dQ3AibDR25Urym_dS-3dwvKigE5xbRmR3WJOa7tJVyOBV1 UNd 1 BbB?Y6yJOeS !9-11-2 313 7-4-45-2-0 7-5-11 7-5-11 7-9-3 46 = 4x4 = 4x4 = 26 7 8 27 9 18 17 16 15 14 13 12 2x4 II 46 _ 4x4 = 7x8 = 4x4 = 4x6 _ 4x6 = THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 7-6-0 14-11-11 16-10-2 22-5 6 26-2 4 29-11-2 35-6 6 37 4-13 45-24 >an Scale = 1:82.0 5x6 = 10 Plate Offsets (XPlate Offsets (X.Y1-- f3:0-1-12.0-3-41. f15:0-4-0,0-4-81 3:0-1-12.0-3-41f15:0-4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.25 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.52 15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 600 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=2023/Mechanical, 2=2174/0-8-0 Max Horz 2=289(LC 5) Max Uplift 11=-711(LC 8), 2=-856(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3999/1382, 3-4=-5603/2047,4-6=-6313/2298, 6-7=-6313/2298, 7-9=-5641/2065, 9-10=-3611/1353,10-11=-1937/728 BOT CHORD 2-18=-1134/3490, 16-18=-1133/3499, 15-16=187915600, 14-15=-189i /5641, 12-14=-1186/3611 WEBS 3-18=0/374,4-16=-961/424, 6-15=-521/281, 7-14=-839/390, 9-12=-1551/648, 10-12=-1382/3931,3-16=-832/2445,4-15=-281/833,7-15=-258/748,9-14=-793/2258 NOTES- 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 0-9-0 oc, 2x6 - 2 rows staggered at 9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 11 and 856 lb uplift at joint 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be app,ied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, andl 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 is MiTek' 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, see ANSIrrP11 Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223 4. 6904 Parke East Blvd. Tampa, FL 36610 f Job Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511501 J34847 A21G HALF HIP GIRDER 1 1 Job Reference o tional Cast l.uasr r Fuss, r-I. VIerCL, rL 14y40 -2-0-0 5-6-0 10-4-0 12-0-12 15-2-0 18-7-8 2-0-0 5 6-0 4-10-0 1-8-12 3-1 4 3-5-8 6.00 12 2x4 II 2x4 II 2x4.� ar 0 1 US = 8.13U S Sep 15 2U1 / Mt I eK Industries, Inc. Wed Nov 15 06:28:19 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-?02fkOiUdYr9?IDuRpdbykagv_96yFgKevg6d?yJOeQ ?5-2-4 31-9-0 W 3-12 45-2-0 5-2-4 6-6-12 6-6-12 6-104 Scale = 1:81.9 6x8 = 1 2x4 II 4x6 = 4x4 = 5x5 = 5x6 = 5x6 = 4x6 = 4x4 = 5x6 = 3 26 27 4 28 29 30 531 3233 61 734 35 36 837 38 39 40 9 10 41 4243 4411 45 46 47 12 20 48 4919 50 51 18 52 53 117 54 55 56 16 57 58 59 15 60 61 6214 63 64 65 13 2x4 II 7x6 _ 4x4 = 8x12 = 4x6 _ 7x6 = 5x6 — 3x8 II 25-2-4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.89 BC 0.26 WB 0.90 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.18 14-15 >999 240 Vert(TL) -0.36 14-15 >821 180 Horz(TL) 0.07 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 305 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS \ 1 Row at midpt 8-17, 5-17, 4-18, 9-16 12-13: 2x6 SP No.2, 7-17: 2x8 SP No.2 12-14,11-15,9-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1562/Mechanical, 2=1341/0-8-0, 17=4279/0-4-0 (req. 0 4-5) Max Horz 2=219(LC 5) Max Uplift 13=576(LC 5), 2=-611(LC 8), 17=-1598(LC 8) Max Grav 13=1565(LC 18), 2=1385(LC 29), 17=4279(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2267/837, 3-4=-1736/704, 5-7=-1012/2789, 7-8=-1012/2789, 8-9 -653/259, 9-1 1=-3028/1151,11-12=-2867/1105, 12-13=-1420/592 BOT CHORD 2-20=-723/2018, 19-20=-733/2057, 18-19=-606/1761, 16-17=-270/648, 15-16=115013028, 14-15=-1094/2867 WEBS 3-20=-185/720, 11-14=-838/501, 7-17=-660/372, 4-19=-291457, 5-18=1267/1052, 3-19=-339/170, 8-16=-256/1116, 9-15=0/406, 12-14=-1074/2926, 8-17r-3833/1425, 5-17=-3144/1190, 4-18=-1987/761, 9-16=2573/962 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=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18.; MWFRS (directional); cantilever left and right exposed ; end vertical 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. 6) WARNING: Required bearing size atjoint(s) 17 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstan joint 2 and 1598 lb uplift at joint 17. ding 576 lb uplift at joint 13, 611 lb uplift at ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mlel.li• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 duality Criteria, DSB-S9 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511501 J34847 A21G HALF HIP GIRDER 1 1 Job Reference o tional Last L oasi I russ, ht. Fierce, I-L'J4946 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support cone 7-6-12, 158 lb down and 131 lb up at 9-6-12, 158 lb down and 131 lb up at 11-6-1 down and 131 lb up at 17-6-12, 158 lb down and 131 lb up at 19-6-12, 158 lb dovl lb up at 25-6-12, 158 lb down and 131 lb up at 27-6-12, 158 lb down and 131 lb u 33-6-12, 158 lb down and 131 lb up at 35-6-12, 158 lb down and 131 lb up at 374 and 158 lb down and 131 lb up at 43-6-12 on top chord, and 533 lb down and 237 lb down at 13-6-12, 57 lb down at 15-6-12, 57 lb down at 17-6-12, 57 lb down at down at 27-6-12, 57 lb down at 29-6-12, 57 lb down at 31-6-12, 57 lb down at 3; down at 41-6-12, and 57 lb down at 43-6-12 on bottom chord. The design/selectii 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-12=-70, 2-13=-20 Concentrated Loads (lb) Vert: 3=-86(B) 20=-490(B) 9=86(13i) 15=-41(B) 26=-86(B) 28=-86(B) 29 39=-86(B) 40=-86(B) 41=-86(B) 43=-86(B) 44=-86(B) 45=-86(B) 46=-86 55=41(13) 56=41(B)57=41(B)58=41(B) 59=-41 (B) 60=-41 (B) 61 =-41 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:19 2017 Page 2 ID:4n WsQOi?xWdQ3AibD R25U rym_dS-?02fkOiUdYr9?IDu Rpdbyka9v_96yFq Kevg6 d?yJOe Q intrated load(s) 158 lb down and 141 lb up at 5-6-0, 158 lb down and 131 lb up at 158 lb down and 131 lb up at 13-6-12, 158 lb down and 131 lb up at 15-6-12, 158 lb and 131 lb up at 21-6-12, 158 lb down and 131 lb up at 23-6-12, 158 lb down and 131 at 29-6-12, 158 lb down and 131 lb up at 31-6-12, 158 lb down and 131 lb up at 12, 158 lb down and 131 lb up at 39-6-12, and 158 lb down and 131 lb up at 41-6-12, up at 5-6-0, 57 lb down at 7-6-12, 57 lb down at 9-6-12, 57 lb down at 11-6-12, 57 9-6-12, 57 lb down at 21-6-12, 57 lb down at 23-6-12, 57 Ib down at 25-6-12, 57 lb 3-12, 57 lb down at 35-6-12, 57 lb down at 37-6-12, 57 lb down at 39-6-12, and 57 lb 1 of such connection device(s) is the responsibility of others. *ont (F) or back (B). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFEREN Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and a truss system. Before use, the building designer must verify the applicability of design parameters and pn building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onl is always required for stability and to prevent collapse with possible personal Injury and property damage. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 G Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223 30=-86(B) 31=-86(B) 33=-86(B) 34=-86(B) 35=-86(B) 36=-86(B) 37=-86(B) .86(B) 48=-41(B) 49=41(13) 50=-41(B) 51=-41(B) 52=-41(B) 53=41(B) 54=-41(B) -41(B) 63=41(B) 64=41(B) 65=-41(B) 'PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. '-'�• for an individual building component, not [-L idy Incorporate this design into the overall •�w7YCq Additional temporary and permanent bracing MiTek• r general guidance regarding the dity Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. ' Tampa, FL 36610 r: Job r Truss Truss Type ICity Ply J34847 GHO Lot 170 Orcutt Residence T12511502 J34847 A22 ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6-z-o 6-2-0 5-10-12 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:21 2017 Page 1 ID:4n WsQOi?xWdQ3Aib D R25Urym_d S-xPAQ94j 1995tF2 N HYEf319fXho snQ6td5 D9Ch uyJOeO 6.00112 Scale = 1:50.1 3x8 = 5x5 = 3x8 = 1 2 3 04 = 4 19 20 54x4 = 6x6 = 6 1x4 II 6x8 = 7 8 11 I06x12 1x4 = 9 3x6 I I I 1-ao 17 21 16 22 15 23 14 13 24 25 12 11 3x6 II 4x10 = 5x5 = 3x8 = 7x8 = 1x4 11 s-2-0 12-0-12 18-2-0 zo-0-0 zz8-0 zs-0-z 269-0 07-9-oa&6-o 6-2-0 5-10-12 1 6-1-4 2-z-0 2-2-0 2-10-2 1-0-14 1-0.0 9-0 Plate Offsets (X.Y)— I2:0-2-8.0-3-41,110:0-4-4.0-4-01.115:0-2-8.0-3-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.22 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.99 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD I Structural wood sheathing directly applied or 3-6-5 oc purlins, BOT CHORD 2x4 SP 2850F 1.8E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. 1-17,8-10,10-18: 2x4 SP No.2, 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 1-17, 1-16, 3-16, 3-14, 6-13, 10-13 REACTIONS. (Ib/size) 17=1464/Mechanical, 9=2644/Mechanical Max Horz 17=-397(LC 6) Max Uplift 17=-629(LC 4). 9=-1364(LC 5) Max Grav 17=1528(LC 27), 9=2648(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1408/629, 1-2=-1147/562, 2-3=-1147/562, 3-4=1669/840, 4-5=L 1835/889, 8-9=-2575/1339, 5-6=-1651/868, 6-7=-3556/1927, 7-8=-3523/1888 BOT CHORD 15-16=-689/1693, 14-15=-689/1693, 13-14=-823/1791 WEBS 1-16=-691/1631, 2-16=-449/290, 3-16=-901/387, 3-15=0/302, 4-14=-2131525, 5-14=-486/329, 13-18=-1475/981, 6-18=-1475/981, 10-12=-62/313, 7-10=-809/634, 10-1 3=-1 286/2616, 8-10=-2270/4251, 6-1 0=-1 135/1930, 5-13=-610/309 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCJ=3.0psf; h=18ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. • 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. 1 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 17 and 1364 lb uplift at joint 9. � 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 lb down and 321 lb up at 23-0-0, and 389 lb down and 321 lb up at 24-6-0, and 389 lb down and 321 lb up at ?6-6-0 on top chord, and 170 lb down and 53 lb up at 23-0-0, and 170 lb down and 53 lb up at 24-6-0, and 170 lb down and 53 lb up at 26-4-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frontl(F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 11-17=-20, 9-10=-20, 5-8=-70 -- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 property incorporate this design into the overall r' �• 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, see ANSI/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 2231I4. Tampa, FL 36610 1 Job ITruss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511502 J34847 A22 ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-389(F) 12=-130(F) 24=-130(F) 25=-130(F) 26=-389(F) 27=-389(F) 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Nov 15 u6:26 21 zU1 I rage z I D:4nWsQ0i?xWdQ3AibDR25Urym_dS-xPAQ94jl995tF2NHYEf319ixhosnQ6td5D9ChuyJ0eO I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 119/1.7473 rev. 1010312015 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 p■ o• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• 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, see ANSIITPII 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 36610 Job ` Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511503 J34847 A23 ROOF SPECIAL 1 1 Job Reference o tional East Coast I russ, t-t. Fierce, FL 34a4b I 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Nov 15 06:28:21 2017 Page 1 I D:4n WsQOi?xWdQ3AibD R25Urym_d S-xPAQ94jl995tF2 N HYEf319fYoom_Q6hd5D9 ChuyJOeO 6-9 4 13A-12 20-2-0 26-0-12 31-10-0 6-9-4 6-7-8 6-9A 5-10-12 5-9A Scale = 1:53.7 4x4 = 1x4 II 3x4 = 3x4 = 08 = 6.00112 1 2 20 3 4 21 22 5 3x4 6 3x4 7 m 4x4 8 5x8 11 V/1 9 im i 15 23 14 24 13 25 12 11 10 3x6 11 4x10 = 5x6 = 3x4 = 3x4 = 1x4 II 4x6 II 6-9-4 13A-12 20-2-0 26-0-12 31-10-0 6-9-4 6-7-8 6-9A 5-10-12 5-9-4 Plate Offsets (X.Y)--I1:0-3-8.0-3-81.15:0-5-4,0-2-01.f9:0-3-8.0-0-21.113:0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.30 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-15. 4-14 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (Ib/size) 15=1426/Mechanical, 9=1426/Mechanical Max Horz 15=326(LC 8) Max Uplift 15=-537(LC 8), 9=-469(LC 8) Max Grav 15=1476(LC 14), 9=1484(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1362/551, 1-2=-1276/479, 24=-1276/479, 4-5=1890/714, 5-7=2098/734, 7-9=-2503/827 BOT CHORD 14-15=-102/317, 13-14=-388/1820, 12-13=-392/1753, 10-12=-629/2163r 9-10=-629/2163 WEBS 1-14=-645/1714, 2-14=-494/281,4-14=-842/323,5-12=-91/433, 7-12=478/271 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection .(by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 15 and 469 lb uplift at joint 9. 1 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223141I Tampa, FL 36610 Job ' Truss Truss Type IQty Ply J34847 GHO Lot 170 Orcutt Residence T12511504 J34847 A24 ROOF SPECIAL 1 1 Job Reference o tional Last toast I russ, m. mefce, FL 34M46 7-5-4 7-5-4 3x8 = 1x4 II 8.13U s Sep 15 ZU17 MITek I D:4nWSQ0i?xWdQ3AibDR25Urym_dS-Qbkc 4-8-12 22-2-0 27-0-12 7-3-8 7-54 4-10-12 Inc. Wed Nov 15 06:28:22 2017 csCyT6xAlaMCh2 C4r9dm Ktum E 32-6-0 5-5-4 2- 0 Scale = 1:59.8 3x4 = 3x4 = I 3X6 II 5x8 = 3x4 = I Xy 3x4 = 1X4 II 4x4 = 14-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.16 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL)' -0.40 10-12 >978 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-14. 1-13, 4-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1444/Mechanical, 7=1612/0-8-0 Max Horz 14=397(LC 6) Max Uplift 14=-511(LC 8), 7=-654(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1373/535, 1-2=-1638/699, 2-4=-1638/699, 4-5=2279/930, 5-6=-2255/856, 6-7=2654/922 BOT CHORD 13-14=-128/306, 12-13=-553/2279, 10-12=-442/1963, 9-10=-632/2296, 7-9=-632/2296 WEBS 1-1 3=-695/1967, 2-13=-5381315, 4-13=-788/284, 5-12=-147/432, 5-10=-73/412, 6-10=-455/219 I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDLi 3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. r II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 511 Ib.uplift at joint 14 and 654 lb uplift at joint 7. . 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.I 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, see ANSLITPII Quality Criteria, OSB-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 36610 E Job Truss Truss Type Qly Ply J34847 GHO Lot 170 Orcutt Residence T12511505 J34847 A25 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 NSQoi 23-9-3 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:23 2017 Page 1 7-11-10 7-9-14 ' I 7-11-10 4-1-3 4-7-11 ' 2-0-0 3x8 = 1^4 II 4x4 = 3x8 5x5 = 4 Scale = 1:59.7 Plate Offsets (X.Y)-- 13:0-2-O.Edgel f5:0-2-8 0-2-41. f7:0-2-0 Edgel 18:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.20 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.49 9-11 >798 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -AS Weight: 175 lb FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-14, 1-13, 4-13, 4-9 OTHERS I 2x4 SP No.3 REACTIONS. (lb/size) 14=1444/Mechanical, 7=1613/0-8-0 Max Hors 14=332(LC 8) Max Uplift 14=-525(LC 8), 7=-640(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1367/542, 1-2=-2038/747, 2-4=-2038/747, 4-5=-2113/823, 5-6=2377/858, 1 6-7=-2646/935 BOT CHORD 13-14=-63/312, 11-13=-689/2722, 9-11=-689/2722, 7-9=-655/2293 WEBS 1-13=-834/2275, 2-13=-574/329, 4-13=-785/315, 4-11=0/305, 4-9=-699I266, 5-9=144/626, 6-9=-284/190 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL i3.Opsf; h=18tt; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp Ci Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 14 and 640 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applieJ directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101031201 S BEFORE USE. Bet 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. Foi general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36616 Job ' Truss Truss Type Qty Ply J34847 GHO Lot170 Orcutt Residence ]6G � T12511506 J34847 ROOF SPECIAL GIRDER 1 Job Reference o tional wm wam r i uov, rr. rrai ca, rL 04a4o 8A 30 s Sep 15 2U7 / MI I ek Industries, Inc. Wed Nov 15 06:28:26 2017 Pagel I D:4nWsQOi7xWdQ3AibDR25Urym_dS-I MzJDnnt_hjALpFFLnFEkCNUwpS W5QWMFVszN5yJOeJ 4-1-4 8-1 4 12-1-4 16-1-4 20-1-4 22-1 4 25-11-0 28-11 4 32 6-0 34 6-0 4-1-4 4-01 4-0-0 4-0-0 4-0-0 2-0-0 3-9-12 3-0 4 3-6-12 2-0-0 Scale=1:57.0 4x6 = • 3x8 = 7x8 = 3x8 = 3x4 = 6x6 1 26 2 27 3 28 29 4 30 5 31 32 6 7 33 834 6.00 12 rZ m 10 co 11 d 20 35 19 36 18 37 17 38 16 39 15 14 13 40 12 0 3x8 II 5x8 = 7x6 = 3i8 — 5x5 = 3x4 = 3x8 = 04 4-1-4 20-1-4 , 22-1-4 , 25-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.22 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.43 15-16 >897 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix -MS Weight: 479 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins, 8-11: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2x4 SP No.3 `Except' 1-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=2880/Mechanical, 10=296110-8-0 Max Horz 20=268(1-13 8) Max Uplift 20=1127(LC 8), 10=1307(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2780/1123,1-2=-3204/1256,2-3=-3204/1256, 3-4=-7028/2797,4-5=-7639/3068, 5-6=7639/3068, 6-7=-6746/2799, 7-8=-5187/2215 8-9=-571212392, 9-10=-5892/2431 BOT CHORD 19-20=-85/306, 18-19=-1975/5580, 17-18=-1975/5�80, 16-17=-2529/7028, 15-16=-2705/7259, 13-15=-2705/7259, 12-13=-2531/6746, 10-12=2008%5225 WEBS 1-19=-1584/4043, 2-19=-516/333, 3-19=-3035/1218, 3-18=0/299, 3-17=-758/1869, 5-16=-576/348, 6-16=-164/518, 7-13=-245/919, 7-12=2100/776, 8-12=-80712128, 9-12=-284/214, 4-17=-986/532, 6-13=-986/331, 4-16=3431773 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 1 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. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=310psf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rougIh handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are 1x4 MT20 unless otherwise indi2ated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift at joint 20 and 1307 lb uplift at joint 10. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MeEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �e�• 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 YRJ ice• J building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always for MiTek required 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, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 1 Tampa, FL 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511506 J34847 A26G ROOF SPECIAL GIRDER I 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:26 2017 Page 2 ID:4nWsQ0i?xWdQ3AibDR25Urym dS-IMzJDnnt_hjALpFFLnFEkCNUwpSW5QWMFVSzN5yJ0eJ NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support co centrated load(s) 189 lb down and 159 lb up at 2-1-4, 189 lb down and 159 ib up at 4-1-4, 189 lb down and 159 lb up at 6-1-4, 189 lb down and 159 lb up at 8-1-4, 187 lb down and 159 lb up at 10-1-4, 187 lb down and 159 lb up at 12-1-4, 187 lb down and 159 lb up at 14-1-4, 187 lb down and 159 lb up at 16-1-4, 187 lb down and 159 lb up at 18-1-4, 187 lb down and 159 lb up at 20-1-4, 187 lb.down and 159 lb up at 22-1-4, and 187 lb down and 159 lb up at 24-1-4, and 187 lb down and 167 lb upi at 25-11-0 on top chord, and 77 lb down at 2-1-4, 77 lb down at 4-1-4, 77 lb down at 6-1-4, 77 lb down at 8-1-4, 77 lb down at 10-1-4, 77 lb down at 12-1-4, 77 lb down at 14-1-4, 77 lb down at 16-1-4, 77 lb down at 18-1-4, 77 lb down at 20-1-4, 77 lb down at 22-1-4, and 77 lb down at 24-1-4, and 504 lb down and 331 lb up at 25110-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-70, 8-11=-70, 10-20=-20 Concentrated Loads (lb) Vert: 8=-125(F) 19=-55(F) 2=-125(F) 3=-125(F) 18=-55(F) 17=-55(F) 5=-125(F) 16=-55(F) 7=-125(F) 13=-55(F) 12=-500(F) 4=-125(F) 15=-55(F) 6=-125(F) 26=-125(F) 27=-125(F) 29=-125(F) 30=-125(F) 32=-125(F) 33=-125(F) 35=-55(F) 36=-55(F) 37=-55(F) 38=-55(F) 39=-55(F) 40=-55(F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE 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 building component, not, a truss system. Before use, the building designer must verity the applicability of design parameters and propery Incorporate this design into the overall p /g building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� Is always required for stability and to prevent collapse with possible personal Injury and properly damage. Fot general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 223141 Tampa, FL 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence i T12511507 J34847 B01 Common 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 6-4-4 2-0-0 6-4-4 6.00 12 8.130 s Sep 15 ZU17 MI IeK Inaustnes, Inc. Wed NOV 15 Ub:ZS:Z1 ZU11 rage i I D:4nWSQOi?xWdQ3AibDR25Urym_dS-mZXhQ7oVl?rOzzgRvUmTHQveCDpWgOLWU9cXvXyJOeI 12-2-0 i 17-11-12 24A-0 i 26A-0 _ r 5-9-12 I 5-9-12 6AA 2-0-0 Scale = 1:45.8 I 4x4 = 4 3 5 10 3x4 = 249 8 3x4 = 3x4 = 6 M : 7 70 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.15 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(rL) -0.33 8-10 >877 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD I Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1240/0-8-0, 6=124010-8-0 Max Horz 2=-262(LC 6) Max Uplift 2=-525(LC 8), 6=-525(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1813/655, 3-4=-1595/674, 4-5=-15951674, 5-6=-1813/655 BOT CHORD 2-10=-383/1669, 8-10=-11911093, 6-8=-383/1543 WEBS 4-8=218/661, 5-8=-418/275, 4-10=-218/660, 3-10=-417/275 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=9.Opsf; BCDL=3.Opsf; h=1lift; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lulmber DOL=1.60 plate grip DOL=1.60 3) All plates are 1x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 2 and 525 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE MII.7473 rev. 101031201 S 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 property incorporate this design into the overall p �� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi 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, erection and bracing of trusses and truss systems, see ANSIffPl1 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 36610 Job Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511508 J34847 B02 Hip 1 1 Job Reference (optional) 2-M 6-0-4 6.00 12 2 3x4 = 3x4 i 3 13 d.tdu s 5ep Io zu1 / mi I eK Inaustnes, Inc. VVea NOV 1b U6:"L 3213 ZU17 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-EI53dTp8VJzta7PdTCHigdSgYdCbZPifipL4RyJOeH 11-6-0 12-10-0 18-3-12 24-4-0 26-4-0 5-5-12 1-4-0 5-5-12 6-0-4 2-" Scale = 1:46.6 4xi = 04 = 4 5 12 11 10 4 = 3x4 = 3x4 = 9 3x4 I 6 7 M 8 d Plate Offsets (X.Y)— (1:0-2-4.0-0-81,18:0-2-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.08 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.20 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1240/0-8-0, 7=1240/0-8-0 Max Horz 2=250(LC 7) Max Uplift 2=-525(LC 8), 7=-525(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1857/645, 3-4=-1328/547, 4-5=1112/544, 5-6=-1328/547, 6-7=-1857/645 BOT CHORD 2-13=-378/1620, 12-13=-378/1620, 11-12=-135/1112, 9-11=-378/1584, 7-9=-378/1584 WEBS 3-12=-612/280, 4-12=-117/335, 5-11 =-1 17/335, 6-11=-614/280 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (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 1x4 MT20 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 525 lb uplift at joint 2 and 525 lb uplift at joint 7. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 Mire k• 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, see ANSlfTPn 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 36610 Job ' Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511509 J34847 B03 Hip 1 1 I Job Reference (optional) Last L oast I russ, ht. Pierce, rL J4y45 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:28 2017 Page 1 I D:4n WsQOi?xWdQ3AibD R25U rym_dS-EI53dTp6VJzta7PdTCHigdSpHd6TZTpfipL4RyJOe H 2-0-0 5-OA 9 6-0 14-10-0 19-3-12 24-4-0 26-4-0 2-0-0 5-0-4 4-5-12 5A-0 4-5-12 51A 2-0-0 Scale = 1:46.6 2 4x4 = 6.00 12 3 4x4 = 48 = 5 11 I 10 9 3x8 = 3x4 = 3x4 = 6 4x4 = m M 8 d 9-6-0 1 5-4-0 9-6-0 Plate Offsets (X,Y)- rl:0-2-4.0-0-81, 12:0-2-8,Edoel. r5:0-5-4.0-2-01 r7:0-2-8.Edde1. 18:0-2-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.15 9-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.41 9-23 >707 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 129 lb FT = 20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1240/0-8-0, 7=1240/0-8-0 Max Horz 2=213(LC 7) Max Uplift 2=-525(LC 8), 7=-525(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1839/703, 3-4=1503/595, 4-5=-1288/582, 5-6=-1502/595, 6-7=-lE BOT CHORD 2-1 1=-446/1602,9-11=-229/1288, 7-9=-446/1582 WEBS 3-11=-381/247, 4-11=-71/347, 5-9=-71/347, 6-9=-382/247 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 1x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with alny other live loads. 6)' This truss has been designed for a jive 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 withstan ing 525 lb uplift at joint 2 and 525 lb uplift at joint 7. 1 8) This truss design requires that a minimum of 7/1.6" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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, see ANSIITP11 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. 1 Tampa, FL 36610 Job t Truss Truss Type Qty GHO Lot 170 Orcutt ResidenceT12511510 �Ply__TJ3b4847 J34847 B04 Hip I 1 Reference (optional) cast uuasi i russ, rt. rlerce, rL 14940 -2-0-0 7-6-0 2-0-0 7-6-0 2 4x4 6.00 12 6.13U s Sep 15 2U17 Mtl ek Industnes, Inc. Wed Nov 15 06:25:29 2017 Page 1 IDAnWsQOi?xWdQ3AibDR25Urym dS-ixfRrpgmGc6kCH_pOvoxMRyVOWJIxOpxT5dzQyJOeG 12-2-0 16-10-0 24-4-0 26-4-0 4-8-0 4 8-0 7-6-0 2-0-0 i Scale = 1:46.6 08 = 4x8 = 3 24 4 25 5 11 10 9 8 3x8 = 3x4 = 7-6-0 12-2-0 16-10-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.08 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.21 8-23 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1240/0-8-0, 6=1240/0-8-0 Max Horz 2=-177(LC 6) Max Uplift 2=-525(LC 8), 6=-525(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1705/584, 3-4=-1650/659, 4-5=1650/659, 5-6=-1705/584 BOT CHORD 2-11=-289/1418, 10-11=-288/1423, 8-10=-288/1423, 6-8=-289/1418 WEBS 3-11=0/253, 5-8=0/253, 4-10=-324/150, 3-10=-128/382, 5-10=-128/382 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 1x4 MT20 unless otherwise indicated- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuIT I with a��y other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areasiwhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. II • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 2 and 525 lb uplift at joint 6. 8) This.truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PiAGE 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 building component, not -C--LC'"❖•�,����yYYYCCCpyyy 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 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, see ANSIITPII 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. 1 Tampa, FL 36610 Job r Truss Truss Type Qly Ply 134847 GHO Lot 170 Orcutt Residence T12511511 J34847 B05G ROOF SPECIAL GIRDER 1 1 Job Reference o tional Casi VDasr 1 ru55, ri. vierce, rL 64y40 -2-0-0 6-6-0 2-0-0 5-0-0 6.00 12 • m 1xa II 1x4 II ? 1x4 II 2 0 1 4x6 = i 3-7-0 4x6 II 5 8.13U s Sep 15 ZU17 Mil ek Oi?xWdQ3AibDR25Urym dS-fKnCG' 5-3-0 18-10-0 3-1-0 3-7-0 4x10 = 5x5 = 5x5 4x10 = = 3 6 2627 28 I 29 30 31 i 15 32 14 33 34 13 35 12 36 11 37 10 2x4 II 4x4 = 8x8 = 7X6 WB = 4x4 = 2x4 II 9-1-0 Inc. Wed Nov 15 06:28:31 2017 Page 1 5-6-0 ' 2-0-0 4x6 = Scale = 1:51.8 Plate Offsets (X,Y)-- (1:0-2-4 0-0-81.f2:0-1-0,0-0-31 f3:0-7-0.0-2-01 f7:0-7-0 0-2-01 f6:0-1-0 0-0-31 19:0-2-4 0-0-81 113:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.33 13-14 >891 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.58 13-14 >507 180 BCLL 0.0 Rep Stress [nor NO WB 0.78 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 5-5-14 oc bracing. WEBS 2x4 SP No.3 *Except* 5-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 1-16,9-17: 2x4 SP No.2 REACTIONS. (lb/size) 2=2418/0-8-0, 8=2418/0-8-0 Max Horz 2=-196(LC 6) Max Uplift 2=-1163(LC 8), 8=-1163(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4621/2076, 3-4=-5253/2518, 4-5=-4192/2052, 5-6=-4192/2052, 6-7=5253/2518, 7-8=-4621 /2076 BOT CHORD 2-15=-1657/4062, 14-15=-1667/4100, 13-14=2297/5291, 11-13=-2297/I 291, 10-11=-1667/4100, 8-10=-1657/4062 WEBS 3-15=-209/756, 3-14=-776/1471, 4-14=-713/386, 4-13=-2083/1000, 5-13=-1679/3441, 6-13=-2083/1000, 6-11=-713/386, 7-11=-776/1471, 7-10=-209/755 '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=9.Opsf; BCDL=I3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1163 lb uplift at joint 2 and 1163 lb uplift at joint 8. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 138 lb up at 5-6-0, 158 lb down and 131 lb up at 7-5-5, and 158 lb down and 131 lb up at 16-10-11,1and 158 lb down and 138 lb up at 18-10-0 on top chord, and 533 lb down and 237 lb up at 5-6-0, 57 lb down at 7-5-5, 311 lb down and 234 lb up at 9-7-12, 164 lb down and 115 lb up at 11-7-12, 164 lb down and 115 lb up at 12-8-4, 311 lb down and 234 lb up at 14-8-4, and 57 lb down at 16-10-11, and 533 lb down and 237 lb up at 18-9-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 building component, not , lVl a truss system. Before use, the building designer must verify the applicability of design parameters and prope(ly 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 A al is always required for stability and to prevent collapse with possible personal Injury and property damage. Far! general guidance regarding the 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36610 Truss Truss Type Qty, Ply J34847 GHO Lot 170 Orcutt Residence � T12511511 J34847 B05G ROOF SPECIAL GIRDER 1 1 � Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:31 2017 Page 2 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-fKnCGVrOoEMSRb8C8KgPRG4BRgC6mhf5Pmak2lyJOeE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-7=-70, 7-9=-70, 2-8=-20 Concentrated Loads (lb) Vert:3=-86(B) 7=-86(B)15=-490(B)10=-490(B)27=-86(B)30=-86(1:3)32=-41(B)33=-311(B)34=-164(B)35=-164(B)36=-311(B)37=-41(B) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE,�PAGE MI1.7473 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propehy incorporate this design Into the overall FEE 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, see ANSIITPII 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 36610 Job ` Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511512 J34847 B06G COMMON GIRDER I 1 q J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 5-6-12 1 5x12 3-3-10 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:32 2017 Page 1 WsQOi?xWdQ3AibDR25Urym_dS-7WLaTrseZXUJ3kjOi1 Me_TdL7ETSV6eFdQJlalyJOeD 15-5-10 18-9-4 24-4-0 , 26-4-0 3-3-10 3-3-10 5-6-12 2-0-0 46 I I 6.00 12 6 3x8 i 5x6 3x6 5 7 3x4 i 4 3 16 27 15 28 9 14 30 3x6 11 HUS28-2 7x6 = 10x10 = HUS26 HUS26 H S26 HUS26 15-5-10 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x4 8 3x8 9 13 31 12 32 6x6 = HUS26 3x12 II HUS26 HUS26 18-9-4 5x16 101x4 II Scale = 1:49.4 Plate Offsets (X,Y)— 11:0-2-4,0-0-81.f2:0-3-7 0-3-01.18:0-2-O.Edael.f10:0-3-7 0-3-01.f11:0-2-4 0-0-81 f13:0-3-0 0-3-121 f14.0-4-8 0-6-01 f15:0-3-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.26 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.54 13-14 >538 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 548lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=8904/0-8-0, 10=11203/0-8-0 Max Harz 2=-262(LC 23) Max Uplift 2=-3289(LC 8). 10=-4083(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19414/6938, 3-5=-17264/6240, 5-6=-14310/5234, 6-7=-13926/5095, 7-9=17808/6409, 9-10=-22236/7890 BOT CHORD 2-16=-6008/17318, 15-16=-6008/17318, 14-15=-5279/15398, 13-14=-5427/15868, 12-13=-6870/19870, 10-12=-6870/19870 WEBS 6-14=-4447/12248, 7-14=-5464/2001, 7-13=-2056/5841, 5-14=-4442/1669, 5-15=-1703/4750, 3-16=-766/2218, 9-12=1666/4849, 3-15=-2467/936, 8-13=-5141/1853 NOTES- 1) 3-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. 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 forthis design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 �vhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3289 lb uplift at joint 2 and 4083 lb uplift at joint 10. 8) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent at 5-6-12 from the left end to connect truss(es) to front face of bottom chord. 9) Use Simpson Strong -Tie HUS28-2 (6-16d Girder, 6-16d Truss) or equivalent at 7-7-11 from the left end to connect truss(es) to front face of bottom chord. I 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-3-0 oc max. starting at 9-6-12 from the left end to 21-9-12 to connect truss(es) to front face of bottom chord: ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-1473 rev. 101031201E 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, see ANSIITPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence I T12511512 J34847 B06G COMMON GIRDER 1 q J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 13=-2014(F)16=-1545(F)27=-2003(F)28=-2003(F)29=-1995(F) 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:32 2017 Page 2 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-7WLaTrseZXUJ3kjOi1 Me_TdL7ETSV6eFdQJlalyJOeD 31 =-2015(F) 32=-2014(F) 33=-2014(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEI 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propeily Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. alwaysAdditional temporary and permanent bracing M iTek• is 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availablelfrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.'I Tampa, FL 36610 Job Truss Truss Type Qty GHO Lot 170 Orcutt Residence �PlyyJ34847 T12511513 48 J347 C01G ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:33 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-biuyhAtGKrcAhulbFlttXh9YwepOEcXOs43r6ByJ0eC 6-0-0 14-0,-0 4-0-4 14-3-12 5x8 = 6x6 = 16.00 112 1 2 1 Z)xiu LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 8-11: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 1-11,5-6: 2x8 SP No.2, 1-10,4-9,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 11=2882/0-8-0, 6=2815/0-8-0 Max Horz 11=405(LC 4) Max Uplift 11=-2546(LC 4), 6=-2342(LC , 5) HUS26 HUS26 HUS26 VJ�V 4x10 II Scale = 1:38.9 CSI. I DEFL. in (]cc) I/deft L/d PLATES GRIP TC 0.85 Vert(LL) 0.16 10-11 >999 240 MT20 244/190 BC 0.77 Vert(TL) -0.17 7-9 >999 180 WB 0.75 Horz(TL) 0.03 6 n/a n/a Matrix -MS Weight: 169 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-7 cc bracing. WEBS 1 Row at midpt 1-10, 3-10, 5-7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-2338/1997, 1-2=-2028/1873, 2-3=-2290/2023, 3-4=-3311/2834, 4-5=-2426/20i 5-6=-2539/2091 BOT CHORD 10-11=-328/320, 9-10=-2817/3310, 7-9=-2077/2426 WEBS 1-10=-2514/2886, 2-10=-834/655, 3-10=-1816/1523, 3-9=-263/130, 4-9 1 1097/1281, 4-7=-1185/954, 5-7=-2775/3335 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 2546 lb uplift at joint 11 and 2342 lb uplift at joint 6. 6) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 1-11-4 from the left end to 15-11-4 to connect truss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 i Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-5=-70, 6-11=-20 Concentrated Loads (lb) Vert: 8=-504(F) 10=-508(F) 9=-511(F) 7=515(F) 12=-508(F) 13=-508(F) 14=-512(F) 15=-536(F) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 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, see ANSIITPI1 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. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511514 J34847 D01G MONOPITCH GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:34 2017 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-3vSKu Wtv5gkl l2tnpSO63uitg 1 GFz4ZY5koOfdyJOeB -2-0-0 6-8-11 10-5-3 15-8-0 2-0-0 6-8-11 , 3-8-8 5-2-13 Scale = 1:50.9 6.00 12 4x6 3x4 ! 5 4 3x8 1x4 II n 1x4 II 2 0 1 i s 10 9 16 8 17 18 4x8 6x8 = 10x10 = 7 HUS26 8x8 = 3x8 II HUS26 HUS26 HUS26 HHUS28-2 - 6-8-11 10.5-3 15-8-0 6-8-11 3-8-8 5-2-13 Plate Offsets (X.Y)— f1:0-2-4 0-0-81.12:0-4-0.0-1-151 15:0-1-8 0-1-121 f7:0-4-0 0-5-41 f8.0-3-8 0-6-41 f10:0-6-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.09 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.18 10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -MS Weight: 274 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x4 SP 285OF 1.8E BOT CHORD 2x8 SP SS 'Except' 7-9: 2x8 SP DSS WEBS 2x4 SP No.? `Except* 6-7: 2x8 SP No.2, 3-8: 2x4 SP No.3, 5-8: 2x4 SP No.1 5-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=3883/0-8-0, 7=620210-4-0 Max Horz 2=567(LC 5) Max Uplift 2=-1551(LC 8), 7=-2444(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7906/2964, 3-5=-4944/1938, 5-6=-301/188 BOT CHORD 2-10=-2750/6993, 8-10=-2750/6993, 7-8=-1751/4376 WEBS 3-10=-1229/3289, 3-8=-3477/1379, 5-8=-2410/6279, 5-7=-6191/2472 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 NOTES- 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 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 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, 2x6 - 2 rows staggered at 0-9-0 oc.l • 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 areaslwhere 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 withstan1g 1551 lb uplift at joint 2 and 2444 lb uplift at joint 7. 7) Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 6-8-11 from the left end to connect truss(es) to front face of bottom chord. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-9-9 from the left end to 14-4-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. Forlgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 36610 Job Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence T72511514 J34847 D01G MONOPITCH GIRDER 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 10=2860(F) 8=-1424(F) 16=-1424(1`) 17=-1406(F) 18=-1444(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:34 2017 Page 2 I D:4nWsQ0i7xWdQ3AibDR25Urym_dS-3vSKu Wtv59kl l2tnpSO63uit91 GFz4ZY5ko0fdyJ0eB HS, ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 22314.1 Tampa, FL 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Circuit Residence T12511515 J34847 D02 ROOF SPECIAL 1 1 Job Reference (optional) Last l:oast I fuss, t-t. I'terce, rL 34U4b 8,130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:35 2017 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-X5Oi5suXsSsuwCRzNAvLc6F_rRaLiZhhJOYyB4yJOeA 2-0-0 8-1-4 I 6-6-12 ' 1-8-0 3x4 i 6 6.00 12 2x4 II 5 4x4 i 3x4 4 3 L Scale: 1/4"=1' 1x4 II L2X4 II tx4 II N 1x4 II 2 � 1 � 12 11 10 9 3x4 = 3x4 = 3x4 = 2x4 II 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.06 12-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.19 12-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS LUMBER- I BRACING PLATES GRIP MT20 244/190 Weight: 113 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied. Except: 5-10: 2x4 SP No.3 10-0-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 8 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=721/Mechanical, 2=904/0-8-0 Max Horz 2=539(LC 8) Max Uplift 7=-348(LC 8), 2=-298(LC 8) Max Grav 7=769(LC 13), 2=904(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-973/91, 3-5=-363/13, 5-6=-293/117, 6-7=-697/328 BOT CHORD 2-12=-385/821, 5-8=328/229 WEBS 8-12=-399/814, 3-8=-610/281, 6-8=-395/831 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL II3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 i where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 7 and 298 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE IpAGE M11.7473 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 propety 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 . MiTe �• is always required for stability and to prevent collapse with possible personal injury and property damage. Forlgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Blvd. e Easl Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, 6904 Parkrk 3ast Jab Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511516 J34847 D03 HALF HIP 1 1 Job Reference c tional East Coast Truss, Ft. Pierce, FL 34946 4x4 5 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:36 2017 Page 1 rdQ3Aib D R25Urym_dS-? H a5J Cv9dm_IYMOAxtQa8J n9erpwR?ggY2H VjwyJOe9 13-1-8 liT8 E 0 1 2- 16-0-0 2-0-8 1-6-1-2-0 2x4 113x4 = 3x4 = Scale = 1:46.9 6.00 12 7 8 9 5x8 6 6XB 4 3x4 i tx4 II 3 1 2x4 1x4 II II 2 d 1= 5x5 I I 1x4 II 4x10 — 4x6 = d 1 �, 20 19 18 15 14 13 12 3x4 — 3x4 = 2x4 11 5x5 11 3x8 = _Plate Offsets (X,Y)-- r1:0-2-4.0-0-81. r2:0-1-O.Edgel. f5:0-2-O,Edgel r8:0-2-0.0-2-81, r13:0-3-8.0-1-81 r14:0-2-8.0-0-01 r17:0-7-4.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.17 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.46 16-17 >420 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 4-19: 2x4 SP No.3 10-0-0 oc bracing: 17-19, 14-16, 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=732/Mechanical, 2=919/0-8-0 Max Horz 2=512(LC 8) Max Uplift 10=-330(LC 8), 2=-307(LC 8) Max Grav 10=766(LC 13), 2=919(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-826/0, 3-4=-1920/526, 4-6=-721/101, 9-10=624/2132 BOT CHORD 2-20=-315/731, 4-17=-76/470, 16-17=-942/2066, 6-16=-95/449, 13-14=I223/480, 11-13=-288/671 WEBS 4-16=-1497/683, 3-20=-416/205, 17-20=-231/604, 3-17=-502/1059, 6-13=-742/357, 9-11=258/601 1 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=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. • 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 330 lb uplift at joint 10 and 307 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I ®WARNING - Verily designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and islfor 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, see ANSIITP11 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 36610 Job + Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511517 J34847 D04 HALF HIP 1 1 1 Job Reference c tional Cast l.Dast I fuss, rt. MerCe, rL 04y4t) 17 3x4 II 3x6 = 6x8 = LOADING (psf) _SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 TCDL 15.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.39 BCDL 10.0 Code FBC2014lfP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 2-17: 2x4 SP No.1, 3-17,13-14: 2x4 SP No.3 6.13u s Sep 15 2ul / MI I eK Industries, Inc. Wed Nov 15 06:28:37 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym dS-TU8TWYwnO46c9WbMUbxphXKBBF91AV8_nil2FyyJOe8 i 13-0-0 14.9-0 16-4-0 5-1-11 1-9-0 1-7-0 4x4 = 3x4 = Scale = 1:42.2 6.00 12 6 7 3x4 i 3x4 5 M 4 d v M d 5 9 2x4 II 13 12 2x4 = N 16 1x4 II 4x4 = 2x4 II 14 11 10 4x8 = 2x4 II 1x4 II 1 x4 1116.3-10 13-0-0 1 3 149-0 1 3 1 -0 5-1-11 1-6-0 E-0 1-0-10 DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) 0.31 3-16 >623 240 MT20 244/190 Vert(TL) -0.55 3-16 >354 180 Horz(TL) 0.22 8 n/a n/a Weight: 110 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 8-9 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=668/0-10-9, 2=95210-8-0 Max Horz 2=451(LC 8) Max Uplift 8=-287(LC 8), 2=-360(LC 8) Max Grav 8=670(LC 13), 2=952(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-287/0, 3-4=-1051/260, 4-6=-478/126, 6-7=348/152, 7-8=-615/280 BOT CHORD 3-16=-449/966 WEBS 15-16=-430/931, 4-15=-656/312, 7-15=-275/631 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDLII3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. • 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 withstaniiing 287 lb uplift at joint 8 and 360 lb uplift at joint 2. 1 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with NliTek® connectors. This design is based only upon parameters shown, and Islfor 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 p �� �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Iyl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB.89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314i Tampa, FL 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511518 J34847 D05 HALF HIP 1 1 Job Reference o tional Last Goasl I russ, H. Fierce, FL 34945 345 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:38 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-ygirkuxP9NETnfAY2lS2EksNOfVBvyV7OMmcoPyJOe7 1 4x8 = 2x4 II 3x4 = 4 11 Scale = 1:35.5 Plate Offsets (X.Y)— f1:0-2-4.0-0-81.f2:0-5-4.Edge1 f3:0-0-11.0-1-121.15:0-5-4 0-2-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.23 3-16 >846 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.41 3-16 >469 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix -AS Weight: 106 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 6-13,9-11: 2x4 SP No.3 10-0-0 oc bracing: 8-9 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=660/0-8-0, 2=92910-8-0 Max Horz 2=395(LC 8) Max Uplift 8=-269(LC 8), 2=-368(LC 8) Max Grav 8=660(LC 1), 2=929(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-289/0, 3-4=-1158/340, 4-5=-593/190, 5-6=-292/124, 6-7=-309/131, 7-8=-532/235 BOT CHORD 3-16=-486/1060, 15-16=-486/1061, 14-15=-209/472, 12-14=-136/341 WEBS 4-15=-687/322, 5-15=-108/346, 7-12=-230/541, 5-14=376/172 NOTES- 1) Unbalanced roof live loads have been considered for this design. c 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 8 and 368 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be appliedldirectly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE!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 A is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the n Ir iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 22314.1 Tampa, FL 36610 Job r Truss Truss Type i City, Ply J34847 GHO Lot 170 Orcutt Residence T12511519 J34847 D06 HALF HIP 1 1 Job Reference o tional Cast coast I mss, rt. rterce, rL 34945 6.13U s Sep 15 2U1 f MI I eK Industries, Inc. Wed Nov 15 05:28:39 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-QSGDXExl whMKPplkcO_HmyPYm2rXeQVHEOW9KryJOe6 2-0-0 z-7-0 s ao s-0-0 13-5-0 14-s-0 16-0-0 z-o-o 2.7•0 8 6-0 3 ao 4-5-0 1.4-0 1-3 0 Scale = 1:32.8 4x8 = 2x4 11 3x4 = 5 6 7 - 3x4 i Li 6.00 12 4 d N d ? 5x6 ril d p 2 9 ss ss I 2x4 II1xa E, od 1x4 II N 2 1 15 2x4 1x4 II 1x4 II 4x8 = s 1 s e 17 13 11 10 6t 1x4 II 2x4 II 2x4 II 4x4 i 6-0-00 9--3-5-0 11449--00 ' --7700 2 3-00 4-5-0 -6-3 Plate Offsets KY)-- f1:0-2-4.0-0-81 f2:0-2-10.0-2-61 f3:0-0-11,0-1-121 f5:0-5-4 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.20 3-16 >971 240 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.36 3-16 >527 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- I BRACING PLATES GRIP MT20 244/190 Weight: 103 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied. Except: 6-13,9-11: 2x4 SP No.3 10-0-0 oc bracing: 8-9 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=663/0-8-0, 2=927/0-8-0 Max Horz 2=340(LC 8) Max Uplift 8=-269(LC 5), 2=-383(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-291/0, 3-4=-1245/408, 4-5=-819/295, 5-6=510/215, 6-7=-495/203, 7-8=-586/252 BOT CHORD 3-16=-503/1127, 15-16=-504/1128, 6-12=282/195 WEBS 5-15=-51/262, 12-15=-253/578, 7-12=-295/717, 4-15=-552/260 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 269 lb uplift at joint 8 and 383 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and isi for an 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 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, see ANSIITPl1 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 22314I Tampa, FL 36610 Job I Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511520 J34847 D07G HALF HIP GIRDER 1 2 Job Reference (optional) CGSI VUGSI I,USJ, rl. riui0 , rL J9y90 -2-0-0 2-7-0 2-0-0 2-7-0 8.13U s Sep I ZUl / MI I eK Inaustnes, Inc. Wea NOV 15 U6:28AU ZU17 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-u3pb9ayfh?UAOzKxAtUWJ9ypUSBrNtXQTgFjsHyJOe5 10-2-8 i 13-5-0 14-9-0 i 16-0 3-2-8 3-2-8 1-0-0 Scale = 1:32.7 SIB = 1x4 II 08 = 3x4 II 06 = 4 24 5 25 26 6 7 27 8 6.00 12 "r m m g o 0 e R M 3 1x4 II @ 2x4 II o 1 x4 11 14 3x8 = d N 0 2 d 16 28 15 29 30 1x4 II 7x6 IA II 3x8 = 3x6 = d s N 1 c c 17 T 7: 13 12 11 2x4 II 3x4 II 3x8 = 4x4 = 2-7-0 7-0- 10- -8 3-5 4-9-0 5-3-0 -0 2-7-0 4-5- 3-2-8 3-2-8 1-0-0 -6-0 0-9-0 Plate Offsets (X.Y)— f1:0-2-4.0-0-81.f2:0-0-8.Edgel,f3:0-1-8.0-2-51 f4:0-1-12.0-3-01 f12:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.25 3-16 >743 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.46 3-16 >410 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(fL) 0.27 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, 4-8: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2-17,3-14: 2x4 SP No. 1, 3-17: 2x4 SP No.3 10-0-0 oc bracing: 10-12 WEBS 2x4 SP No.3 `Except* 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1599/0-8-0, 2=1536/0-8-0 Max Horz 2=279(LC 8) Max Uplift 9=-678(LC 5), 2=-696(LC 8) Max Grav 9=1599(LC 1). 2=1539(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-505/87, 3-4=-2733/1164, 4-5=2265/1002, 5-6=-2261/999, 6-7=3I 3/147, 7-8=-633/269, 8-9=-1345/579 BOT CHORD 3-16=-1110/2470, 15-16=-1130/2522, 14-15=-455/1045, 12-13=-345/783, 10-12=-698/1659, 7-10=-320/790 I WEBS 4-16=-314/849, 4-15=-339/175, 5-15=-539/317, 6-15=-676/1513, 6-12=-1532/691, 8-10=-346/815 1 NOTES- 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9I0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 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=9.0psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 1. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase.plate sizes to account for these factors. 7) 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 678 lb uplift at joint 9 and 696 lb uplift at joint 2. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE (PAGE Mli-7473 rev. 1010312015 BEFORE USE. '-'�• Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not [-C•r7�LG� 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. Fo� general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 22314.1I Tampa, FL 36610 Job ° Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511520 J34847 D07G HALF HIP GIRDER 1 Job Reference ( tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:40 2017 Page 2 I D:4nWSQ0i?xWdQ3AibDR25Urym_dS-u3pb9ayfh?UAOzKxAjV WJ9ypUSBrNOCQTgFjsHyJOe5 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 157 lb up at 7-0-0, 197 lb down and 150 lb up at 9-0-12, 193 lb down and 145 lb up at 10-10-12, and 161 lb down and 132 lb up at 13-0-12, and 173 lb down and 116 lb up at 15-0-12 on top chord, and 577 lb down and 290 lb up at 7-0-0, 85 lb down and 34 lb up at 9-0-12, 93 lb down and 38 lb up at 110-10-12, and 173 lb down and 44 lb up at 13-0-12, and 133 lb down and 53 lb up at 15-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-8=-70, 17-21=-20, 3-14=-20, 12-13=-20, 11-12=- Concentrated Loads (lb) Vert: 4=-123(B)11=-132(B)16=-554(B)24=-123(B)25=-117(B)26=-80(B) 9-10=-20 28=-80(B)29=-89(B)30=-150(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 building component, not G-_s_•"^4'r i-® 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 antl/or chord members only. Additional temporary and permanent bracing L♦ is always required for stability and to prevent collapse with possible personal injury and properly damage.) For general guidance regarding the piTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511521 J34847 E01G COMMON GIRDER 1 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 U6:28:41 2017 Page 1 I D:4nWSQOi?xWdQ3AibDR25Urym_dS-MFN_MvzlSlcl e7v7jQ01rNU?CscE6LAaiK?GPjyJOe4 -2-0-0 3-1-8 3-11-8 7-4-8 10-9-8 111-7-8 , 14-9-0 _� 16-9-0 2-0-0 3-1-8 0-10-0 3-5-0 3-5-0 0-10-0 3-1-8 2-0-0 Scale = 1:30.5 4x4 = 6.00 12 4 334 i / \\5 4 Q e 3x4 = 21 e 1 q 3x4 = HUS26 10 9 7x8 = 22 3x4 7 0 8 HUS26 3x4 = 41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.01 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.02 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.20 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=2980/0-8-0, 8=3547/0-8-0 Max Horz 10=171(LC 24) Max Uplift 10=1546(LC 8). 8=-1786(LC 8) Max Grav 10=3001(LC 17), 8=3568(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-947/1333, 3-4=478/775, 4-5=-476/771, 5-6=-1150/1899 BOT CHORD 2-10=-1114/958, 9-10=-1114/956, 8-9=-1599/1128, 6-8=-1599/1128 WEBS 4-9=-879/543, 5-9=-508/1036, 3-9=-415/521, 3-10=-799/509, 5-8=-12 ,7/686 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 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 bac� ply connections have been provided to distribute only loads noted as (F) or (8), unless 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; L 5) As requested, plates have not been designed to provide for placement tolerances or ri the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are 1x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all are will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withst uplift at joint 8. 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or e truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. 11) Use Simpson Strong -Tie HUS26 (14-16d Girder, 6-16d Truss) or equivalent at 12-6 face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. I LOAD CASE(S) Standard (B) face in the LOAD CASE(S) section. Ply to otherwise indicated. -3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. mber DOL=1.60 plate grip DOL=1.60 ugh handling and erection conditions. It is any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide (ding 1546 lb uplift at joint 10 and 1786 lb quivalent at 2-6-4 from the left end to connect lown. I from the left end to connect truss(es) to front WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, anIV Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and ploperly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members o ly. Additional temporary and permanent bracing A iTek' 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, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511521 J34847 E01G COMMON GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 21=-2286(F) 22=-2624(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 U6:28:41 ZU17 Page 2 ID:4nWSQ0i?xWdQ3AibDR25Urym_dS-MFN_MvzlSlc1 e7v7jQOIrNU?CscE6LAaiK?GPjyJ0e4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-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 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 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, see ANSIITPI1 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 36610 Job ' I Truss Truss Type Qry, Ply J34847 GHO Lot 170 Orcutt Residence T12511522 J34847 E02 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 7-0-0 2-0-0 7-0-0 4x4 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 U6:28:42 2017 Page 1 ID:4nWSQOi?xWdQ3AibDR25Urym_dS-gRxMZF_wCckuGHUJH8X Oa1CgG2zrowjx_kpxAyJOe3 7-9-0 , 14-9-0 16-9-0 0-9-0 7-0.0 2-0-0 4x4 = 4 5 Scale = 1:31.0 6.00 12 3x4 " n 3x4 i 6 M d d h 3 m 2 l 7 M M I� d s s s s d 1 e e � 11 10 c e 8 x4 = 12 3x4 = 3x4 = 9 3x4 1- 1- -5- 7-0-0 7-9-0 - -8 11 14- -0 1-11-7 -5-1 4 6-15 3-10-8 0-4- 2-9-8 Plate Offsets (X,Y)— 11:0-2-4,0-0-81.12:0-0-4,Edge1. 17:0-0-4.Edge1, 18:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 11712 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=744/0-11-5, 9=873/0-8-0 Max Horz 12=167(LC 7) Max Uplift 12=453(LC 8), 9=-390(LC 8) Max Grav 12=762(LC 17), 9=873(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show . TOP CHORD 2-3=-451/460, 6-7=-407/610 i BOT CHORD 2-12=-357/502, 11-12=-357/502, 10-11=01259, 9-10=494/485, 7-9=-494/485 WEBS 3-12=-654/426, 6-9=-780/402, 3-11=-257/463, 6-10=-247/602 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 1x4 MT20 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 453 lb uplift at joint 12 and 390 lb uplift at joint 9. 1 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 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 memberslonly. 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, see ANSIITPII 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 36610 ' Jab r Truss Truss Type Qty, Ply J34847 GHO Lot 170 Orcutl Residence T72511523 J34847 E03G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:43 2017 Page 1 ID:4n WsQOi?xWdQ3AibDR25Urym_dS-IeVknb_YzwsitR3Wr2DxoaM 1 gHpaGPs9eUNTcyJOe2 -2-0-0 5-0-0 9-9-0 14-9-0 16-9-0 2-0-0 5-0-0 4-9-0 5-0-0 i Scale = 1:32.9 4x8 = 4x4 = 3 21 22 4 6.00 12 I M o I d 1x4 II N 1x4 II 2 5 1x4 II 1x4 11 1x4 II 1' 23 1 e e 8 24 7 6 3x4 = 1x4 II 1 II 3x4 = 3x4 5-0-0 9-9-0 14-9-0 5-0-0 4-9-0 5-0-0 Plate Offsets (X.Y)-- 11:0-2-4,0-0-81 13:0-5-4 0-2-01 16:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=980/0-8-0, 5=980/1-11-4 Max Horz 2=130(LC 24) Max Uplift 2=-655(LC 8), 5=-655(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown, TOP CHORD 2-3=-1369/699, 3-4=1193/674, 4-5=1370/698 BOT CHORD 2-8=452/1234, 7-8=460/1252, 5-7=-449/1184 WEBS 3-8=145/396, 4-7=-149/396 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=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.6[ 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 wit f� 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 655 lb uplift at joint 2 and 655 lb uplift at joint 5. 7) Hanger(s), or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 lb down and 25 lb up at 5-0-0. 92 lb down at 7-0-12, and 92 lb down at 7-8-4, and 353 lb down and 25 lb up at 9-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-4=-70, 4-6=-70, 15-18=-20 Concentrated Loads (lb) Vert: 8=-139(B) 7=-139(B) 23=-33(B) 24=-33(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 p�opedy incorporate this design into the overall piTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chard 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 iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511524 J34847 F01 JACK -CLOSED 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 6-3-8 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:44 2017 Page 1 6-M Scale = 1:36.8 6.00 12 5 3x4 3x4 1x4II4 3 7 6 3x4 = 3x6 II 12-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.10 6-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=716/0-8-0, 6=525/Mechanical Max Horz 2=428(LC 8) Max Uplift 2=-513(LC 8), 6=-501(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=729/363, 3-5=-759/561 BOT CHORD 2-7=-554/579 WEBS 3-7=-509/347; 5-6=-477/421, 5-7=-800/836 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCD-=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 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 wito any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2 and 501 lb uplift at joint 6. 1 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the.bottom chord. I ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE 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 building component, not Nil ' a truss system. Before use, the building designer must verify the applicability of design parameters and 'properly Incorporate this design Into the overall pg� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fyf fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Tampa, FL 36610 Job * ■ Truss Truss Type l Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511525 J34847 F02 MONOPITCH 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1x4 II 6 1 , -2-0-0 6-3-8 2-0-0 6-3-8 6-3-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 15.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=524/0-8-0, 2=717/0-8-0 Max Horz 2=461(LC 7) Max Uplift 6=-439(LC 5), 2=-585(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show TOP CHORD 2-3=-719/509, 3-5=-739/694, 5-6=-468/354 BOT CHORD 2-7=-524/569 WEBS 3-7=-495/307, 5-7=-754/793 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCI II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; and right 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 wi 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all a will fit between the -bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withs joint 2. 5) This truss design requires that a minimum of 7/16" structural wood sheathing be apf sheetrock be applied directly to the bottom chord. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:44 2011 Pagel I D:4nWSQ0i?xWdQ3AibDR25Urym_dS-mg36_x?AkD?cVadiPZZST?6U33gmJhH001Dw?2yJ0e1 12-4-0 6-M Scale = 1:36.9 6.00 12 5 3x6 q 7 3x4 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.10 6-7 >999 240 MT20 244/190 Vert(TL) -0.09 6-7 >999 180 Horz(TL) -0.01 6 n/a n/a Weight: 71 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-7 =3.Opsf; h=181t; B=45ft; L=24ft; eave=4ft; Cat. id vertical left and right exposed; porch left any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide lding 439 lb uplift at joint 6 and 585 lb uplift at d directly to the top chord and 1/2" gypsum ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, antl 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 membersl 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, see ANSUTP11 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, Alexandda, VA 22314. Tampa, FL 36610 Job ' • Truss Truss Type City Ply J34847 GHO Lot 170 Orcutt Residence T12511526 J34847 F03 HALF HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 55-4 6.00 12 6.13U s Sep 15 ZU11 MI I ek Industries, Inc. Wed Nov 1b U6:28:45 ZU17 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-EOdUCHOoVX7T7kCuyG5hODfiKT1 C2799dyzUYVyJOeO 3x4 3 i 4-10-12 2-0-0 4x4 = 4x4 = Scale=1:33.1 4 5 7 6 3x8 = 3x6 II Plate Offsets (X,Y)-- 11:0-24,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.44 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 80 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=529/Mechanical, 2=712/0-8-0 Max Horz 2=397(LC 7) Max Uplift 6=-455(LC 5), 2=-585(LC 8) Max Grav 6=529(LC 1), 2=712(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 2-3=-768/558, 3-4=-273/240, 4-5=-164/259, 5-6=521/472 BOT CHORD 2-8=-566/622, 7-8=-566/622 WEBS 3-7=517/491.5-7=-446/518 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch 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 nonconcurrentiwith 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 455. lb uplift at joint 6 and 585 lb uplift at. joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I I I I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 WOW 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, see ANSIRPII 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, IVA 22314. Tampa, FL 36610 Job ' - Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511527 J34847 F04 HALF HIP 1 1 Job Reference o floral East Coast Truss, LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 15.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code FBC2014fTP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=528/Mechanical, 2=713/0-8-0 Max Horz 2=327(LC 7) Max Uplift 6=-460(LC 5), 2=-593(LC 8) Max Grav 6=528(LC 1), 2=713(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 2-3=-765/511, 3-4=-460/393, 4-5=-348/390, 5-6=-509/426 BOT CHORD 2-7=-527/637 WEBS 3-7=-326/258, 5-7=-459/512 i 2017 Page 1 KJrci14xyJOe? Scale = 1:27.7 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.17 7-13 >858 240 MT20 244/190 Vert(TL) -0.20 7-13 >728 180 Horz(TL) 0.01 6 n/a n/a Weight: 72 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch 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 nonooncurrent Lth any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in alllareas 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 460 lb uplift at joint 6 and 593 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I I ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 land 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI)TPN 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 36610 Job ' r Truss Truss Type Qty, Ply J34847 GHO Lot 170 Orcutt Residence T12511528 J34847 F05 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:25:46 2011 Page 1 I D:4n WsQOi?xWdQ3AibDR25Urym_dS-jCBtPd1 QGrFKkun5W_cwYQCvl tNynchJrcil4xyJOe? 2-0-0 6-4-0 10-4-0 12-4-0 2-0-0 6-4-0 ! 4-0-0 2-0-0 4x8 = 4x4 = 3 6.00 12 m 1x4 II 1 2I � 0 1x4 II s s B E w 1 6 7 d 1 x4 11 3x8 = 3x4 = 6-4-0 10-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 15.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 BCDL 10.0 Code FBC2014frP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 3x4 - Scale = 1:27.2 5 6 3x6 11 12-4-0 DEFL. in (too) I/defl Ud PLATES GRIP Vert(LL) 0.08 8-14 >999 240 MT20 244/190 Vert(TL) -0.09 8-14 >999 180 _ Horz(TL) -0.01 6 n/a n/a Weight: 73 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 6=521/Mechanical, 2=721/0-8-0 Max Horz 2=320(LC 7) Max Uplift 6=-445(LC 5), 2=-596(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho% Fri. TOP CHORD 2-3=-677/484, 3-4=-271/280, 4-5=-352/347, 5-6=490/403 BOT CHORD 2-8=529/520, 7-8=-537/525 WEBS 3-7=332/329, 4-7=-335/218, 5-7=-551/641 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BC L=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Ili 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) Refer to girder(s) for truss to truss connections. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 6 and 596 lb uplift at joint 2. 1 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 AiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPill duality 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, V� 22314. Tampa, FL 36610 Job ' Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511529 J34847 F06 ROOF SPECIAL 1 1 I Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:47 2017 Page 1 ID:4nWSQOi?xWdQ3AibDR25Urym_dS-BPIFdz1218NBM2MH4h795ek3iHkIW?xS4GSacNyJOe_ -2-0-0 4-4-0 8-4-0 12-4-0 44-0 4-0-0 4-0-0 3x4 �5 Scale=1:26.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BIC 0.19 Vert(TL) -0.06 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 71 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=531/Mechanical, 2=710/0-8-0 Max Horz 2=320(LC 7) Max Uplift 6=-437(LC 5), 2=-587(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 2-3=804/592, 3-4=-653/559, 4-5=-836/727, 5-6=-486/369 BOT CHORD 2-8=671/662, 7-8=-680/667 WEBS 4-7=624/452, 5-7=-839/972 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; PCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 II areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 6 and 587 Ito uplift at joint 2. .7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Ml1.7473 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 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 W AITe I.' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MVO 1 1( fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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 36610 Job ' • Truss Truss Type i City Ply J34847 GHO Lot 170 Orcutt Residence i T12511530 J34847 F07G ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8130 ou s OUP r U 4U 1 r rvu i c a mucu ye , ID:4nWsQOi?xWdQ3AibDR25Urym_dS-fbldgJ2hoSV2 CxTePeOerH6ugllFPlbJwB87pyJOdz -2-M 2-4-0 6-4-0 124-0 2-0-0 2-0-0 4-0-0 6-0-0 5x6 Scale = 1:26.9 5 M �Q 4x8 = 5x5 = 3 6.00 12 1x4 II 2 6 U4 I I s s 8 17 7 6 1 d 1x4 II 4x10 = 2x4 11 3x4 = 2-4-0 6-4-0 12-4-0 2 4-0 4-0-0 6-0-0 Plate Offsets (X Y)-- 11:0-2-4 0-0-81 f3.0-5-4 0-2-01 15:0-2-11 0-2-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87I Vert(LL) 0.22 6-7 >663 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40J Vert(TL) -0.22 6-7 >667 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix_MSI Weight: 70 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=529/Mechanical, 2=720/0-8-0 Max Horz 2=320(LC 7) Max Uplift 6=-447(LC 8), 2=-665(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-814/723, 3-4=-1309/1163, 4-5=-1693/1523, 5-6=-45 BOT CHORD 2-8=828/682, 7-8=-839/682 WEBS 3-7=612/677, 4-7=-1076/868, 5-7=-1579/1700 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9 II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. " 3) This truss has been designed for a 10.0 psf bottom chord live load noncor 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chi will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capat joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to sur 2-4-0, and 36 lb down and 73 lb up at 4-4-12 on top chord, and 174 lb do 4-4-12, and 17 lb down and 12 lb up at 6-4-12 on bottom chord. The des responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are nl LOAD CASE(S) Standard i 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) I Vert: 1-3=-70, 3-4=-70, 4-5=-70, 6-12=-20 Concentrated Loads (lb) Vert: 3=-1(F) 8=14(F) 7=-4(F) 16=-1(F) 17=-16(F) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. WEBS 1 Row at midpt 5-7 shown. BCDL=3.Opsf; h=18ft; B=45ft; L=241t; eave=4ft; Cat. ,ed ; end vertical left and right exposed; porch left Tent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 447 lb uplift at joint 6 and 665 lb uplift at rt concentrated load(s) 36 lb down and 80 lb up at and 79 lb up at 2-4-0, and 22 lb down and 14 lb up at (selection of such connection device(s) is the as front (F) or back (B). I -- ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101031201 S BEFORE USE. Design valid for use only with MiTek0 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 l' 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, see I ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312� Alexandria, VA 22314. Tampa, FL 36610 Jab ' • Truss Truss Type Qty PlyTJ 847 GHO Lot 170 Orcutt Residence T12511531 J34847 G01 HALF HIP 2 Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:49 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-7ns?l f3JZmdvcMWfB69dA3gOk4LL_OtlYaxhgGyJOdy -2-0-0 1-9-0 4-0-0 6-6-0 2-0-0 1-9-0 2-3-0 2-6-0 4x4 = 3x4 = Scale = 1:26.7 4 5 6.00 12 2x3 II 3 1x4 II 2 4 ? 0 1x4 II s s 10 3x4 = E s 1 2x4 US 11 d N 9 8 73x4 = 6 24 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 14 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.07 14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 3-8: 2x4 SP No.3 10-0-0 oc bracing: 8-10 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 6=144/Mechanical, 2=586/0-8-0 Max Horz 2=200(LC 8) Max Uplift 6=-86(LC 5), 2=313(LC 8) 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances Ir rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 6 and 313 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 IYI Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp�iTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIT IPit 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 36610 D Job ' - Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511532 J34847 G02G HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:50 2017 Page 1 I D:4n WSQOi?xWdQ3AibDR25Urym_dS-b_QNF_4xK3lmDV5slpgsjGMSPUfajGHumEgFCiyJOdx -2-0-0 2-0-0 6-6-0 2-0-0 2-0-0 4-6-0 4x4 6.OD 12 1x4 II 2 mI 0 1x4 II 4x4 44x1II 7 6 3x4 = 3x4 = Scale = 1:20.5 16 4 5 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.06 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 45lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 5=314/Mechanical, 2=917/0-8-0 Max Horz 2=145(LC 8) Max Uplift 5=-250(LC 5), 2=-655(LC 8) Max Grav 5=361(LC 18), 2=917(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sho vn. TOP CHORD 2-3=-439/450, 4-5=-319/262 BOT CHORD 2-8=-383/397 WEBS 3-8=295/275 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of with 250 lb uplift at joint 5 and 655 lb uplift at joint 2. 1 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 lb down and 320 lb up at 2-0-0, and 253 lb down and 313 lb up at 4-0-12 on top 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 fl ont (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: 1-3=-70, 3-4=-70, B-12=-20, 5-7=-20 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 property Incorporate this design into the overall � p ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IV I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job . Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcult Residence j T12511532 J34847 G02G HIP GIRDER 2 1 i Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-253(B) 16=-253(B) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed NOV 1 b ub2ts:bU M 1 rage z I D:4n WsQOi?xWdQ3AibDR25Urym_dS-b_QNF_4xK3lmDV5sipgsjGMSPUfajGHumEgFCiyJOdx ®WARNING - Verify design parameters and READ NOTES i ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. �* Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not Dal' 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 wati possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfltute.�18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 k Job ' . Truss Truss Type Qty GHO Lot 170 Orcutt ResidenceT12511533 i rTJ34847 J34847 H01 MONOPITCH 5 I Reference (opt East Coast Truss, Ft. Pierce, FL 34946 2-0-0 6.00 1x4 II 2 m 1x4 II s g E g 1 1vd — 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:50 2017 Page 1 I D:4nWsQOi?xWdQ3AibDR25Urym_dS-b_QNF_4xK31mDV5slpgsjGMZ8Uj, jTUumEgFCiyJOdx 6-0-0 6-0-0 6-0-0 3 2x4 U 2x4 II Scale = 1:22.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.13 4-10 >531 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.14 4-10 >497 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=238/0-8-0, 2=434/0-8-0 Max Horz 2=238(LC 7) Max Uplift 4=-212(LC 5), 2=-373(LC 8) 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=9.Opsf; BCDL=3.Opsf; h=1 Oft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 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 a y other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areasWhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandiing 212 lb uplift at joint 4 and 373 lb uplift at ` joint 2. 5) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 p� fir' �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'y' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job - r Truss Truss Type I Qty Ply J34847 GHO Lot 170 Orcutt Residence T12511534 J34847 MV2 Valley 2 1 Job Reference o tional Last GOast truss, F[. Pierce, FL "34946 0 2x3 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rrP12007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=62/2-0-0, 2=48/2-0-0, 3=14/2-0-0 Max Horz 1=39(LC 8) Max Uplift 1=-12(LC 8), 2=-36(LC 8) Max Grav 1=62(LC 1), 2=53(LC 13), 3=28(LC 3) 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=9.Opsf; BCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lun 2) As requested, plates have not been designed to provide for placement tolerances or rou, the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with at 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain forr capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand joint 2. 8.13U s Sep 15 ZU17 Ml I ek Industries, Inc. Wed NOV 15 U8:28:51 ZU17 Page 1 ID:4nWSQ0i?xWdQ3AibDR25Urym_dS-3A mSK5Z5Ntdrfg2JXB5FUvgtuBCSwk2?uQok8yJOdw 2-0-0 2-0-0 Scale = 1:7.8 2 6.00 12 3 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. fsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. :r DOL=1.60 plate grip DOL=1.60 handling and erection conditions. It is other live loads. sere a rectangle 3-6-0 tall by 2-0-0 wide Ia. Building designer should verify 112 lb uplift at joint 1 and 36 lb uplift at WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 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 property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adaitional 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, see ANSIITPII 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. 1Tampa, FL 36610 Job a Truss Truss Type Qty Ply J34847 GHO Lot 170 Orcutt Residence i Ti J34847 MV4 VALLEY I 1 1 Job Reference o tional ...t l.Udbl r IUb5, rt. rrerce, rL 34U40 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:51 2017 Page 1 ID:4nWsQOi?xWdQ3AibDR25Urym_dS-3A mSK5Z5Ntdrfg2JXB5FUvIGu5VSwk2?uQok8yJOdw 4-0-0 4-0-0 I Scale = 1:12.8 2 2x3 11 6.00 12 It 3 2x3 ! 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a pla BCDL 10.0 Code FBC20141TPI2007 Matrix-P LUMBER- 13RACING- PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 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. REACTIONS. (lb/size) 1=146/4-0-0, 3=146/4-0-0 Max Horz 1=90(LC 8) Max Uplift 1=-29(LC 8), 3=-74(LC 8) Max Grav 1=146(LC 1), 3=156(LC 13) 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=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough F'andling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 29 ID uplift atjoint 1 and 74 lb uplift at joint 3. 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an l4vidual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly IncorporateG-.�YL7 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 generall guidance regarding the SaffabetytInformation available fromon and Truss Plate Institute, 218 N. Lee Strof trusses and truss eet, Suite 312, Alexanstems, see dria, VA 2230141ity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. I Tampa, FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 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'�16 For 4 x 2 orientation, locate plates 0- 'hug from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured -perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/TP11: 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. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 BOTTOM CHORDS 8 7 3 6 5 0 O 2 U d O I — 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. PRODUCT CODE APPROVALS ICC-ES Reports: ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm W1 0 MiTek a MiTek Engineering Reference Sheet: Mll-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 at joint 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 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricatar-General pradhc`e its t"o camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.