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HomeMy WebLinkAboutTRUSS REVISIONA w MiTek a RE: 29624 - Lot 4 LiCausi Res Site Information: Customer Info: LiCausi, Steve Lot/Block: Address: 4905 River Place City: Ft. Pierce Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: LiCausi Res Model: Subdivision: State: St. Lucie County, F MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads _(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 65 individual, dated Truss Design Drawings and 0 Additional Drawings. -With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# I Truss Name Date 1 No. I Seal# Truss Name Date 1 IT10175387 I —CJ2 1/6117 118 1 T10175404 I —HJD 1/6117 12 I T10175388 I —CJ2P 1 1/6117 119 I T10175405 I --HJE 11/6/17 1 13 I T10175389 I —CJ2V 11/6/17 120 I T10175406 I A01 BH 1 116/17 14 I T10175390 I —CJ4 11/6/17 121 1 T10175407 I A02 11/6/17 1 15 I T10175391 I —CJ4P 1 1/6117 122 1 T10175408 I A03 11/6/17 16 I T10175392 1 ~CJ4V 11/6/17 123 1 T10175409 1 B01 H 11/6/17 17 I T10175393 I —CJ6 11/6/17 124 I T10175410 I B02 11/6/17 18 IT10175394 I —CJ6V 11/6/17 125 IT10175411 IB03BH 11/6/17 19 IT10175395 I—CJB1 11/6/17 126 1 T1 0175412 1 B04 11/6/17 110 IT10175396 I—CJB2 11/6/17 127 IT10175413IC01H 11/6/17 111 I T 10175397 I —EJ64 11/6/17 128 1 T10175414 1 CO2 11/6/17 112 1T10175398 1—EJ76 1/6/17 129 1T101754-15 I CO3 11/6/17 113 I T10175399 I —EJD 11/6/17 130 1 T10175416 1 C04 11/6/17 114 IT10175400 I—EJE 11/6/17 131 1 T1 0175417 1 C05BH 11/6/17 115 I T10175401 I —HJ64 11/6/17 132 1 T10175418 1 C06 11/6/17 1 116 I T10175402 I —HJ76 1116117 133 1 T10175419 1 C07 1116117 117 I T10175403 I —HJB1 11/6/17 134 1 T10175420 I C08 11/6/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal .date for the state .of Florida is February 28, 2019. ,Vi%A.l 1.1 l l,q fj, 68182 IMPORTANT NOTE: The seal on these truss component designs is a certification licensed S OF that the engineer named is in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters P shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building desi t5" o oin E 8182. should verify applicability of design parameters and properly incorporate these desig s jl$ 1 rtti83d into the overall building design per ANSI/TPI 1, Chapter 2. 9 B"l Yampa at January Velez, Joaquin I 7 r RE: 29624 - Lot 4 LiCausi Res Site Information: Customer Info: LiCausi, Steve Lot/Block: Address: 4905 River Place City: Ft. Pierce Project Name: LiCausi Res Model: Subdivision: No. Seal# Truss Name Date 35 IT10175421 I C09 1/6/17 136 IT10175422 I C10 11/6/17 137 IT10175423 C11 11/6/17 138 IT10175424 I C12 11/6/17 139 IT10175425 I C13 11/6/17 140 IT10175426 I C14 11/6/17 141 IT10175427 I C15 11/6/17 142 IT10175428 I C16 11/6/17 1 143 IT10175429 I C17 11/6/17 144 IT10175430 I C18 11/6/17 145 IT10175431 I C19BH 11/6/17 146 IT10175432 I D01BH 11/6/17 1 147 IT10175433 I D02 11/6/17 148 IT10175434 I D03 11/6/17 149 IT10175435 I E01G 1116/17 1 150 IT10175436 I VA1 11/6/17 1 151 IT10175437 I VA2 1116/17 152 IT10175438 I VA3 11/6/17 153 IT10175439 I VA4 11/6/17 154 IT10175440 I VA5 11/6/17 155 IT10175441 I VA6 1116/17 1 156 IT10175442 I VB1 11/6/17 1 157 IT10175443 I VB2 11/6/17 158 IT10175444 I VB3 11/6/17 159 IT10175445 I VB4 11/6/17 160 IT10175446 I VB5 11/6/17 161 IT10175447 I VD1 11/6/17 162 IT10175448 I VD2 11/6/17 163 IT10175449 I VD3 11/6/17 164 IT10175450 I VM2 11/6/17 165 IT10175451 I VM4 11/6/17 State: St. Lucie County, F 2 of 2 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res -- r. T10175387 29624 —CJ2 Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 O9:57:57 2017 Pagel ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-wV Wqi?smlf3ln_tTQ6gEpPTOjrX1 e8iLmlbx46zy6Tu 1-2-8 i _ _ 2-0-0 1-2-8 0-9-8 Scale = 1:10.2 1X4 II i 0-19:8 'IN1-1-8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 7 lb FT = 0% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 4=-29/Mechanical, 5=188/0-8-0 Max Horz 5=52(LC 8) Max Uplift 3=-24(LC 8), 4=29(LC 1), 5=-41(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 4, 5. A 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 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 m qy building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fy f 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 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 City Ply Lot 4 LiCausi Res U T10175388 29624 —CJ2P Jack -Open 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:57:57 2017 Page 1 I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-wV Wqi?sml f3ln_tTQ6gEpPTOYrYke8fLmlbx46zy6Tu 2-0-0 1-10-8 -1 Scale = 1:10.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 5=147/0-8-0 Max Horz 3=70(LC 1), 5=78(LC 13) Max Uplift 5=67(LC 8) Max Grav 5=153(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. fl; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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 Not 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 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 a Job ?, Truss Truss Type Qty, Ply Lot 4 LiCausi Res 8 T10175389 29624 —CJ2V Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan OB UV:b/:bts 2u1 r rage 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-Oi3DvLsOozBbP8Sf_pBTLd?UtFtoNbGU?PLVdzzy6Tt 1-6-8 2-0-0 1-6-8 0-5-8 Scale = 1:10.2 4x4 0-10.8 0-10-B 8 1-6-2:0 0 0-8-0 0-5-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 8 lb FT = 0% 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-185/Mechanical, 4=4/Mechanical, 5=328/0-8-0 Max Horz 5=52(LC 8) Max Uplift 3=-185(LC 1), 5=-71(LC 8) Max Grav 3=1(LC 8), 4=9(LC 3), 5=328(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. WEBS 2-5=-339/76 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5 except at=lb) 3=185. A 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 r 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 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 Truss Truss Type Qty Ply Lot 4 LiCausi Res ' T10175390 29624 —CJ4 Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 N 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:57:58 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-Oi3DvLsOozBbP8Sf pBTLd?YbFsKNbcU?PLVd71y6Tt 1-2 8 4-0-0 1-2-8 2-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=59/Mechanical, 4=22/Mechanical, 5=210/0-8-0 Max Horz 5=104(LC 8) Max Uplift 3=-79(LC 8), 4=-2(LC 8), 5=-53(LC 8) Max Grav 3=70(LC 13), 4=44(LC 3), 5=210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% 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=4.2psf; BCDL=6.Opsf; h=16ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 4, 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify 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 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 ANSUTPII 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 Lot 4 LiCausi Res • T10175391 29624 —CJ4P Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:57:58 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-Oi3DvLsOozBbP8Sf_pBTLd?YWFtpNbkU?PLVdZzy6Tt Scale = 1:15.1 5 1x4 II '_0 , 1.4A 4-0-0 1-0-8 e4l 2-7-8 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 0.15 Vert(LL) 0.01 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 14 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=52/Mechanical, 4=16/Mechanical, 5=224/0-8-0 Max Horz 5=104(LC 8) Max Uplift 3=80(1_C 8), 4=-48(LC 8), 5=-106(LC 8) Max Grav 3=58(LC 13). 4=38(LC 3), 5=224(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 5=106. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''Y2" gypsum sheetrock be applied directly to the bottom chord. A 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 andfor 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 ANSIITPIt 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 Lot 4 LiCausi Res � , T10175392 29624 —CJ4V Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:57:59 2017 rage 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-sudb7htOZGJS011s)(XjiugYgRfD162reD3429?zy6Ts il 1-6 8 i 4-0-0 1-6-8 2-5-8 4X4 V Scale = 1:15.1 0-10-8 r 0-10-8 1.6-8 0.8-0 4-0-0 2-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -AS Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=28/Mechanical, 5=239/0-8-0, 4=24/Mechanical Max Horz 5=1l04(LC 8) Max Uplift 3=88(LC 8), 5=-60(LC 8) Max Grav 3=42(LC 13), 5=239(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 5. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/" 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. 10/03/2015 BEFORE USE. Design valid for use only with MiTekD 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 IV I 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 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Lot 4 LiCausi Res • T10175393 29624 —CJ6 Jack -Open 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:57:59 2017 Page 1 I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-sudb7htOZGJSOl1 sxxjiugYfxf9161 FeD3429?zy6Ts 1-2-8 6-0-0 1-2-8 4-9-8 Scale = 1:21.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.06 4-5 >962 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 20 lb FT = O% 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=114/Mechanical, 4=49/Mechanical, 5=276/0-8-0 Max Horz 5=156(LC 8) Max Uplift 3=-131(LC 8), 5=-73(LC 8) Max Grav 3=130(LC 13), 4=83(LC 3), 5=276(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=263/263 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord jive 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 100 lb uplift at joint(s) 5 except (jt=lb) 3=131. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V 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. WWI) valid for use only with 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 city Ply Lot 4 LiCausi Res ,, � T10175394 29624 —CJ6V Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 iI B.ul u s Apr zu YUl b MI i eK mdusrnes, mC. rn Jan uo 09:58:00 20 i I rage i ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-K4BzK1ueKaRJeSc25EExQ25nl3TxrV nSjgbhRzy6Tr 1-6-8 4-5-8 54x4 = V Scale = 1:19.8 0-10-8 0-10-8 0-8-0 6-0-0 4-5-8 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.06 4-5 >829 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Weight: 20 lb FT = 0% 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=99/Mechanical, 5=29710-8-0, 4=44/Mechanical Max Horz 5=156(LC 8) Max Uplift 3=150(LC 8), 5=-78(LC 8) Max Grav 3=119(LC 13), 5=297(LC 1), 4=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=264/81 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5 except Qt=lb) 3=150. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Verify 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 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 I VliTek" 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 Lot 4 LiCausi Res ' T10175395 29624 —CJB1 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:00 2017 Pagel ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-K4BzK1ueKaRJeSc25EExQ25tD3X5rVynSjgbhRzy6Tr i 1-4-8 4-9-1 i 6-M 1-0-8 3-4-9 1-2-15 8 4x4 = 7 1x4 11 Scale = 1:21.2 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 0.14 Vert(LL) 0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 28 lb FT = 0% 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. WEBS 2x4 SP No.3 REACTIONS.. All bearings Mechanical except Qt=length) 8=0-8-0, 7=0-9-2. (lb) - Max Horz 8=156(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 4, 8 except 7=237(LC 8) Max Grav All reactions 250 lb or less at joints) 4, 5, 8, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 4, 8 except Qt=lb) 7=237. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetrock be applied directly to the bottom chord. A 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 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 ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfrP11 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 Lot 4 LiCausi Res • T10175396 29624 —CJB2 Jack -Open 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:01 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-pHILYMvG5uZAGcBEfxlAzFd2zTtJayCwhNZ9Dtzy6Tq 1 �-8 4-9-1 , 6-0-0 , 1-4-8 3-4-9 1-2-15 8 4x4 = 7 1x4 II 1-0-8 1.4-a 4-8-11 Scale = 1:21.2 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 0.14 Vert(LL) 0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Weight: 28 lb FT = 0% 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. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 8=0-8-0, 7=0-9-2. (lb) - Max Horz 8=156(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4, 8 except 7=-237(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5, 8, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 4, 8 except Qt=lb) 7=237. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall `A� �• 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 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 Lot 4 LiCausi Res T10175397 29624 —EJ64 Jack -Open 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I R 0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:02 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-HTJjlivusBhl u11RDfGP WiA8zs9wJO14vl JimKzy6Tp 1-2-8 5-2-0 1x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 7.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=124/Mechanical, 4=54/Mechanical, 5=289/0-8-0 Max Horz 5=166(LC 8) Max Uplift 3=-141(LC 8), 5=-76(LC 8) Max Grav 3=141(LC 13), 4=90(LC 3), 5=289(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5= 284/292 Scale = 1:22.1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.05 4-5 >999 240 MT20 244/190 Vert(TL) -0.08 4-5 >754 180 Horz(TL) -0.05 3 n/a n/a Weight: 21 lb FT = 0% 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5 except Qt=lb) 3=141. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" 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 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 " iTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 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 Lot 4 LiCausi Res T10175398 29624 —EJ76 Jack -Open 28 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industnes, Inc. Fri Jan 06 09:58:02 201 f rage 1 ID:QIdibSJY8bgkRSl P5w4SG3zyP7u-HTJjlivusBhl uIIRDfGP WiAOjs3dJPN4vl JimKzy6Tp 1-6-8 6-0-0 Q O N Scale = 1:24.3 i 0-10-8 1&-8 10 0-8 0-8-0 7-6-8 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.08 4-5 >842 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.21 4-5 >337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.17 3 n/a n/a BCDL 10.0 Code FBC2014f rPI2007 Matrix -AS Weight: 25 lb FT = O% 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=146/Mechanical, 5=349/0-8-0, 4=59/Mechanical Max Horz 5=197(LC 8) . Max Uplift 3=196(LC 8), 5=-93(LC 8) Max Grav 3=170(LC 13), 5=349(LC 1), 4=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-303/96 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5 except (jt=lb) 3=196. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. ,A 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 property incorporate this design into the overall Kv building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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/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 Lot 4 LiCausi Res • T70175399 29624 --EJD Jack -Open 7 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:03 2017 Page 1 ID:Qtdi bSJY8bgkRS I P5w4S G3zyP7u-Ifl6z2wXd VpuVvKdmMne2gjO6GZd2s4 D8h2 G Imzy6To 3-4-8 3-4-8 0 N 1x4 115 Scale = 1:13.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix -MS Weight: 12lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=22/Mechanical, 4=-6/Mechanical, 5=229/0-8-0 Max Horz 5=87(LC 8) Max Uplift 3=56(LC 8), 4=-35(LC 8), 5=-91(LC 8) Max Grant 3=28(LC 13), 4=14(LC 3), 5=229(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 4, 5. AWARNING -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 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 iw 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 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 City Ply Lot 4 LiCausi Res • T10175400 29624 —EJE Jack -Open 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:03 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u4ft6z2wXdVpuVvKdmMne2gjL6GX_2rOD8h2Glmzy6To 5-7-0 1-2-8 44-8 Scale = 1:20.2 i 0-10-8 100 8 5 7 0 48.8 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 0.35 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 19lb FT=0% 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=103/Mechanical, 4=44/Mechanical, 5=262/0-8-0 Max Horz 5=146(LC 8) Max Uplift 3=-120(LC 8), 5=-68(LC 8) Max Grav 3=118(LC 13), 4=75(LC 3), 5=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 5 except (jt=lb) 3=120. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. AWARNING - 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 MTek® 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 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 ANS1fTPII Quality Criteria, DSB-89 and SCSI Building Component r 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 Lot 4 LiCausi Res ` T10175401 29624 —HJ64 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 �1 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:04 2017 1-8-2 3-5-14 3-9-0 4x4 11 -- 8 3x6 = 6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 Rep Stress Incr NO WB 0.09 BCDL 10.0 Code FBC20141TP12007 Matrix -MS DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 7-8 >999 240 MT20 244/190 Vert(TL) -0.15 7-8 >547 180 Horz(TL) -0.00 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=286/0-11-5, 7=209/Mechanical, 4=222/Mechanical Max Horz 8=166(LC 8) Max Uplift 8=246(LC 8), 7=-89(LC 8), 4=-279(LC 6) Max Grav 8=286(LC 1), 7=237(LC 3), 4=231(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-255/187 WEBS 3-8=274/113, 3-7=212/291 Scale = 1:21.7 Weight: 44 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 7 except Qt=lb) 8=246, 4=279. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb up at 2-9-15, 93 lb up at 2-9-15, 109 lb down and 97 lb up at 5-7-14, 109 lb down and 97 lb up at 5-7-14, and 122 lb down and 149 lb up at 8-5-13, and 122 lb down and 149 lb up at 8-5-13 on top chord, and 57 lb up at 2-9-15, 57 lb up at 2-9-15, 10 lb down and 15 lb up at 5-7-14, 10 Ito down and 15 lb up at 5-7-14, and 46 lb down at 8-5-13, and 46 lb down at 8-5-13 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-14, 6-9=-20 Concentrated Loads (lb) Vert: 7=-61(F=-31, B=-31) 4=-137(F=-69, B=-69) 12=57(F=28, B=28) 14=76(F=38, B=38) 15=0(F=O, B=0) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I.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 p■p �a building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI 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 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 Truss Truss Type Qty Ply Lot 4 LiCausi Res ' T10175402 29624 —HJ76 Diagonal Hip Girder 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:05 2017 Page 1 I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-h2?sNkyn963cIDU?ung675oem4DjWjV We?XMMfry6Tm 2-0-11 6-2-3 10-6-9 10 4 2-0-11 4-1-9 4-4.6 0- -10 Scale: 1/2"=1' 4x4 11 8 5x5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.53 BC 0.30 WB 0.22 Matrix -MS DEFL. in Vert(LL) 0.03 Vert(TL) -0.04 Horc(TL) -0.01 (loc) I/deft Ud 7 >999 240 6-7 >999 180 4 n/a TIM PLATES GRIP MT20 244/190 Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=277/0-10-3, 6=186/Mechanical, 4=127/Mechanical Max Horz 8=197(LC 8) Max Uplift 8=-411(LC 8). 6=-165(LC 8), 4=-180(LC 8) Max Grav 8=392(LC 28). 6=216(LC 28), 4=127(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-82/291, 2-3=-568/560 BOT CHORD 1-8=286/95, 7-8=-270/0, 6-7=-618/527 WEBS 2-8=289/506, 2-7=-414/617, 3-6=-440/534 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 8=411, 6=165, 4=180. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 262 lb up at 2-9-15, 66 lb down and 262 lb up at 2-9-15, 93 lb down and 116 lb up at 5-7-14, 93 lb down and 116 lb up at 5-7-14, and 139 lb down and 172 lb up at 8-5-13, and 139 lb down and 172 lb up at 8-5-13 on top chord, and at 2-9-15, at 2-9-15, 7 lb down at 5-7-14, 7 lb down at 5-7-14, and 31 lb down at 8-5-13, and 31 lb down at 8-5-13 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-14, 8-9=-20, 6-8=-20 Concentrated Loads (lb) Vert: 12=215(F=107, B=107) 13=40(F=20, B=20) 14=45(1==-22, B=-22) 17=-31(F=-16, B=-16) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 n A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V I !Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN 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 Lot 4 LiCausi Res T10175403 29624 —HJB1 Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MI I ek Inoustnes, Inc. t-n Jan ut) ua:ots:uts zUl / rage i I D: QtdibSJY8b gkRS I P5w4SG3zyP7u-9EYEb4zPwQ BTMN3 C SVLLgJKvU UcvFCxgge Hwv5zy6Tl 1-9-15 4-8-14 7-7-13 10.6-10 10-4 1-9-15 2-10-15 2-10-15 2-10-13 049 5x5 1�-5 9-15 4-8-14 7 4-5 7 7-1 10-7-4 1 4-5 -5-10 2-10-15 2-7-7 3- 2-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) BCLL 0.0 Rep Stress Incr NO WE 0.08 Horz(TL) BCDL 10.0 Code FBC2014/TP12007 Matrix -MS 4x4 II in (loc) Udefl L/d PLATES GRIP 0.01 9-10 >999 240 MT20 244/190 -0.01 7-8 >999 180 -0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 'Except` 2-11: 2x6 SP No.2 REACTIONS. All bearings Mechanical except Qt=length) 9=0-7-0, 11=0-11-5. (lb) - Max Horz 11=197(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 7, 5 except 9=-268(LC 8), 11=-154(LC 8) Max Grav All reactions 250 lb or less at joints) 7, 5 except 9=321(LC 25), 11=358(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 8-9=-295/248 WEBS 2-11=-282/190 Scale = 1:25.7 Weight: 58 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 7, 5 except Qt=lb) 9=268,11=154. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 96 lb up at 5-7-14, 100 lb down and 96 lb up at 5-7-14, and 83 lb down and 21 lb up at 8-5-13, and 83 lb down and 22 lb up at 8-5-13 on top chord, and 1 lb down and 59 lb up at 5-7-14, 1 lb down and 59 lb up at 5-7-14, and at 8-5-13, and at 8-5-13 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-6=-14, 9-12=-20, 7-8=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek® 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 Dal 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 Lot 4 LiCausi Res ' T10175403 29624 —HJB1 Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.UI u s Apr zu zu1 b ml i eK maustries, mc. t-n dan ub ua:ots:ub zu1 f rage z ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-9EYEb4zPwQBTMN3CSVLLgJKvUUcvFCxggeHwv5zy6Tl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17=4(F=2, 13=2) A 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTP11 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 4 LiCausi Res T10175404 Lt 29624 —HJD Diagonal Hip Girder 2 1 b Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 06 12:16:10 2017 Page 1 I D:QtdibSJY8bgkRSl P5w4SG3zyP7u-8olBdF91?ai64bopOU16vfr7oRmFfNH720bC4zy5LV 2-0-13 4-8-8 2-0-13 2-7-12 Scale = 1:13.3 2x3 117 2x3 11 5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.07 BC 0.08 WB 0.01 Matrix -MP DEFL. in Vert(LL) 0.01 Vert(TL) -0.00 Horz(TL) -0.01 (loc) I/defl Lid 6-7 >999 240 6-7 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=25/Mechanical, 7=113/0-11-5 (min. 0-1-8), 3=56/Mechanical Max Horz 7=55(LC 7) Max Uplift 6=-42(LC 9), 7=-149(LC 7), 3=-77(LC 8) Max Grav 6=43(LC 3), 7=134(LC 3), 3=56(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 42 lb uplift at joint 6, 149 lb uplift at joint 7 and 77lb uplift at joint 3. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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 Trapezoidal Loads (plf) Vert: 1=0(F=27, 13=27)-to-3=-60(F=3, B=-3), 3=20(F=-3, B=-3)-to-4=-24(F=-5, B=-5), 8=0(F=10, B=10)-to-5=-24(F=-2, B=-2) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-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 WOW 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 ANSIITPII 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 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res T10175405 29624 —HJE Diagonal Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:07 2017 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 �1 1-8-2 4-7-5 7-9-1: 1-8-2 2-11-3 3-2-8 4x4 11 8 3x6 = 6 3x4 = Scale = 1:21.3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 7-8 >999 180 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 7 n/a n/a Code FBC2014/TP12007 Matrix -MS Weight: 38 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=252/0-11-5, 7=110/Mechanical, 4=74/Mechanical Max Horz 8=145(LC 8) Max Uplift 8=-222(LC 8). 7=-111(LC 8), 4=-80(LC 8) Max Grav 8=252(LC 1), 7=124(LC 28), 4=80(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 4 except Qt=lb) 8=222, 7=111. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb up at 2-9-15, 93 lb up at 2-9-15, and 109 lb down and 97 lb up at 5-7-14, and 109 lb down and 97 lb up at 5-7-14 on top chord, and 57 lb up at 2-9-15, 57 lb up at 2-9-15, and 10 lb down and 15 lb up at 5-7-14, and 10 lb down and 15 lb up at 5-7-14 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-14. 6-9=-20 Concentrated Loads (lb) Vert: 12=57(F=28, B=28) 14=76(F=38, B=38) 15=0(F=O, B=0) A 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 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 ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite M2, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply Lot 4 LiCausi Res ' T10175406 29624 A01BH Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:08 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-5dg?Om_fS1SBcgDaZwNplkQ67H9Hj?eylymI2 zy6Tj i i-2-8 i 3-9-8 i 6-0.8 7-6.6 i 9.6.8 11.6-8 13-6-8 15-6-8 i16-8-8 19-3-8 i 22-2.8 i 2-7-0 2-7-0 1.2-0 2-0.0 2.0-0 2.0-0 2-0-0 1-2-0 2-7-0 2-11-0 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 4x4 = TOP CHORD MUST BE BRACED BY END JACKS, Scale = 1:46.9 ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 9 Jd 3x4 = 4x6 II 3x4 = 3x4 = 5x8 = 3x4 = 1x4 II 5x10 II 1-2-8 10-8 3-9-0 6-443 1158 16-8-8 19-3-8 22-2-0 10.8 2-7-0 2-7-0 5-2-0 5-2-0 2-7-0 2-11-0 0A-0 Plate Offsets (X.Y)— 11:0-0-0,0-0-131.14:0-5-4.0-2-01.14:0-1-8,0-3-141. 15:0-1-8,0-0-81. 16:0-1-8,0-1-91.16:0-5-4,0-2-01. 19:0-2-11,1-9-111. 19:0-6-4,0-1-121. f12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.12 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.19 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x4 SP No.2 Except: WEBS 2x4 SP No.3 *Except* 3-5-0 oc bracing: 4-5, 5-6 2-15: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. SLIDER Right 2x8 SP No.2 2-6-0 JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 9=1231/0-8-0, 15=1295/0-8-0 Max Horz 15=106(LC 7) Max Uplift 9=-668(LC 8), 15=-695(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less'except when shown. TOP CHORD 2-3=1560/876, 3-4=-1811/1055, 4-5=-2230/1364, 5-6=-2230/1364, 6-7=-1823/1057, 7-9=-1618/929 BOT CHORD 13-14=-736/1403, 12-13=-840/1632, 11-12=-853/1647, 10-11=-704/1311, 9-10=-704/1311 WEBS 2-15=-1181/695, 2-14=-713/1356, 3-14=-401/249, 3-13=-220/368, 4-13=0/260, 4-12=-455/770, 5-12=-557/600, 6-12=-447/742, 7-11=-255/467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=668, 15=695. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 157 lb up at 8-1-1, 133 lb down and 157 lb up at 10-1-1, 133 lb down and 157 lb up at 12-1-1, and 133 lb down and 157 Ib up at 12-11-15, and 139 lb down and 157 lb up at 14-11-15 on top chord, and 184 lb down and 118 lb up at 6-4-8, 50 lb down at 8-1-1, 50 lb down at 10-1-1, 50 lb down at 12-1-1, 50 lb down at 12-11-15, and 50 lb down at 14-11-15, and 184lb down and 118 lb up at 16-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 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 withMiTek® 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� 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 ANSI1TPl1 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 Lot 4 LiCausi Res ' T10175406 29624 A01 BH Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:08 2017 Page 2 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-5dg?Om_fS1SBcgDaZwNplkQ67H9Hj?eylym1z zy6Tj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-6=-54, 6-9=-54, 25-28=-20 Concentrated Loads (lb) Vert:13=-180(F) 11=180(F) 34=-70(F) 35=-70(F) 36=-70(F) 37=-70(F) 39=-70(F) 41=-34(F) 42=-34(F) 43=-34(F) 44=-34(F) 45=-34(F) 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 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 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 ANSffTPl1 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 City Ply Lot 4 LiCausi Res ' T10175407 29624 A02 Roof Special 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:09 2017 Page 1 I D: QtdibSJY8bgkRSl P5w4 SG3zyP7u-apEND67HC Lag Dgon7 du2lxyJmhP OSTU 6 WcVaVQzy6Tt r 1-2-a i 6-4-10 11-6.8 16-M i 21-100.8 i 1-2-5 5-2-2 51-14 5-1-14 5-2-2 Scale = 1:44.2 4x6 II 11 4x6 11 4x8 = 3x8 M18SHS = 3x4 = 4x12 II 3x4 =1_2_8 10-6 6-0-10 16-M 21-10-8 10-6 5.2-2 10-3-11 52-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.39 8-10 >636 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.87 8-10 >286 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix -AS Weight: 120 lb FT = 0% 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 *Except* 2-11: 2x6 SP No.2 SLIDER Right 2x8 SP No.2 2-6-0 REACTIONS. (lb/size) 7=762/0-4-0, 11=85710-8-0 Max Horz 11=245(LC 7) Max Uplift 7=350(LC 8), 11=-392(LC 8) Max Grav 7=768(LC 14), 11=866(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1171/487, 3-4=1331/724, 4-5=12871727, 5-7=1155/494 BOT CHORD 10-11=-235/276, 8-1 0=-1 58/663, 7-8=-354/961 WEBS 3-10=-506/416, 4-10=-341/830, 4-8=-344/789, 5-8=-375/386, 2-11=-967/446, 2-10=-220/962 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=350,11=392. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. 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 v 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 ANSUTPII 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 Qty Ply Lot 4 LiCausi Res � 1 T10175408 29624 A03 Roof Special 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:5B:09 2017 Page 1 I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-apEND6?HCLa2Dgon7du2lxyl WhRKSTV6WcVaVQzy6Ti 52 2 10-8-0 15-9-14 21-0-0 5-6-2 5-1-14 5-1-14 5-2-2 4x6 11 7 I9 5x10 II 3x4 = 3x8 M18SHS = 3x4 = 5x12 11 i 5-6-2 15-9-14 21-0-0 Scale=1:43.4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.39 8-10 >648 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.90 8-10 >281 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 117 lb FT = 0% LUMBER- BRACING - 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. 1-9: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0 REACTIONS. (lb/size) 1=790/0-8-0, 7=764/0-4-0 Max Horz 1=237(LC 7) Max Uplift 1=-362(LC 8), 7=-351(LC 8) Max Grav 1=796(LC 13), 7=770(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=1166/494, 3-4=1290/726, 4-5=1289/728, 5-7=-1160/496 BOT CHORD 1-10=-354/1142, 8-1 0=-1 60/666, 7-8=-356/965 WEBS 3-10=-371/385, 4-10=-341/794, 4-8=-343/792, 5-8=-369/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=362, 7=351. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/' 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 property Incorporate this design into the overall moo' 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-99 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 Lot 4 LiCausi Res T10175409 29624 B01H HIP GIRDER 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.01U s Apr zu 2u1b Mt I etc Inaustnes, inc. t-n uan ub ua:otm i zu1 / rage i ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-WCM7enOYkygIT8x9E2wWNM2dGV58wJYP w halzy6Tg i 1b8 44i8 i 7-6-8 12-3-12 17-2-12 22-1-12 27-2-8 i 30-10.8 _ 61 3-0.0 3.0.0 4-9-4 4-11-0 4-11-0 50.12 3-8-0 5x5 = 5.82 12 4 25 26 3x4 3 � 4x10 !�- 6; 2 16 36 1 q 17 4x8 = o 5x5 3x4 = 5x8 = 4.00 12 Scale=1:56.2 3x4 = 4x4 = 1x4 II 3x4 = 4x8 = 27 5 6 28 29 30 31 7 32 33 8 34 35 9 10 4 o 37 15 38 39 14 13 40 41 12 42 43 11 3x4 = 3x8 4x4 = 3x8 = 1x4 II 4x4 = �' 1l 8 0-10-8 4b8 7-6-8 12-3-12 17-2-12 i 224-12 _ 27-2-8 30-0-8 30r10�8 -10A 3-0-0 3 n 4-9-0 4.11-0 4-11 , 50.12 ' 3-z-0 dE-b LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE BOT CHORD 2x4 SP No.2 BOT CHORE WEBS 2x4 SP No.3 *Except* 2-18: 2x6 SP No.2 REACTIONS. (lb/size) 10=1904/0-4-0, 18=1978/0-8-0 Max Horz 18=-107(LC 23) Max Uplift 10=-1316(LC 8). 18=-1327(LC 8) Max Grav 10=1904(LC 1), 18=1992(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4200/2952, 3-4=-5931/4278, 4-5=-7528/5440, 5-7=8009/5751, 7-8=-8009/5751, 8-9=-6674/4785, 9-10=-3720/2607 BOT CHORD 17-18=397/168, 16-17=-2764/3941, 15-16=-3793/5359, 14-15=-5343/7532, 12-14=4687/6674, 11-12=-2256/3287, 10-11=-2267/3282 WEBS 2-18=-1847/1311, 2-17=2782/4040, 3-17=-1094/827, 3-16=-1220/1724, 4-16=842/1366, 4-15=-1664/2477, 5-15=-708/740, 5-14=-391/567, 7-14=-493/606, 8-14=-1033/1450, 8-12=-1046/1012, 9-12=2591/3637 in (loc) I/defl Ud PLATES GRIP 0.74 14-15 >479 240 MT20 244/190 -0.92 14-15 >382 180 0.32 10 n/a n/a Weight: 294 lb FT = O% Structural wood sheathing directly applied or 3-11-5 oc purlins. Rigid ceiling directly applied or 5-5-6 oc bracing. 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. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1316.18=1327. ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTek® 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 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 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 Lot 4 LiCausi Res R T10175409 29624 B01H HIP GIRDER 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:11 2017 Page 2 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-WCM7en0YkygIT8x9E2wWNM2dGV58wJYP_w halzy6Tg NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 220 Ib up at 7-6-8, 150 Ib down and 212 Ib up at 9-7-4, 150 Ib down and 212 Ib up at 11-7-4, 150 Ib down and 212 Ib up at 13-7-4, 150 Ib down and 212 Ib up at 15-7-4, 150 Ib down and 212 Ib up at 17-4-8, 150 Ib down and 212 Ib up at 19-1-12, 150 Ib down and 212 Ib up at 21-1-12, 151 Ib down and 212 Ib up at 23-1-12, and 151 Ib down and 212 Ib up at 25-1-12, and 150 Ib down and 220 Ib up at 27-2-8 on top chord, and 211 Ib down and 178 Ib up at 7-6-8, 79 Ib down at 9-7-4, 79 Ib down at 11-7-4, 79 Ib down at 13-7-4, 79 Ib down at 15-7-4. 79 Ib down at 17-4-8, 79 Ib down at 19-1-12, 79 Ib down at 21-1-12, 79 Ib down at 23-1-12, and 79 Ib down at 25-1-12, and 79 Ib down and 5 Ib up at 27-1-12 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: 1-4=-54, 4-9=-54, 9-10=54, 18-19=-20, 16-18=-20, 16-22=-20 Concentrated Loads (lb) Vert: 9=-92(F) 16=-197(F) 4=92(F) 7=-92(F) 14=-39(F) 11=-39(F) 26=-92(F) 27=-92(F) 28=-92(F) 30=-92(F) 32=-92(F) 33=-92(F) 34=-92(F) 35=-92(F) 36=-39(F) 37=39(F) 38=39(F) 39=-39(F) 40=39(F) 41=-39(F) 42=-39(F) 43=-39(F) ® 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 Mirek® 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 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 Lot 4 LiCausi Res T10175410 29624 B02 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:12 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-_OwVr71 AVGyc41 WMolSlwaanmuRXfk9YDakE61zy6Tf 1.6-8 7-EB 9-6-8 17-2-12 25.2-8 30-10-8 6-0.0 2-0-0 7-&4 7-11-12 Scale=1:54.2 5x5 = 1x4 II 48 = 1 19 20 0 21 6 12 3x4 = 5x8 = 4.00 12 1-68 10-8 7.68 17-2-12 25-2-8 30-0-8 3 1 8 10 60-0 9-8-4 7-11-12 S2-0 -0- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.37 10-11 >945 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.96 10-11 >367 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.24 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 144 lb FT = 0% 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 *Except* 2-12: 2x6 SP No.2, 2-11: 2x4 SP No.2 REACTIONS. (lb/size) 7=1089/04-0, 12=1195/0-8-0 Max Horz 12=-145(LC 6) Max Uplift 7=505(1-C 8), 12=544(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=327/223, 2-3=-3165/1433, 3-4=-3080/1559, 4-5=-2899/1408, 5-6=-2899/1408, 6-7=-2004/915 BOT CHORD 1-12=-266/385, 10-11=-999/2204, 8-10=728/1751, 7-8=-732/1745 WEBS 2-12=-1189/720, 2-11 =-1 170/2870, 4-11=476/1084, 4-10=-283/857, 5-10=-473/400, 6-10=-562/1292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=505,12=544. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Lot 4 LiCausi Res T10175411 29624 803BH Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan o6 09:58:13 ZU77 Pagel ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-SaTu3T2oGa4TiS5YMTz Sn7OylmDOBbhREToeBzy6Te i 1-6-8 i 7-6-8 i 11 13-4-8 i 15-4-8 17-4-8 19-4-8 21.4.8 i 23.6-4 i 30-10-8 1-6.8 6-0.0 3-10.0 2-0-0 2-0-0 2.0.0 2-0-0 2-0.0 2-1-12 7-4-4 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NFrt Ir:IRI F I ATFRAI r1FFl F(-.TIONf2 3x4 = 5x8 = 4.00 12 5.82 12 4x4 = Scale=1:57.7 1.6-8 -10 8 7-6-8 17-4-8 23-6-0 30-10-8 -10.8 6-0-0 9-10-0 6-1-12 7-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.33 11-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.92 11-12 >382 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-14,7-14: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-13: 2x6 SP No.2, 2-12: 2x4 SP No.2 REACTIONS. (lb/size) 8=1092/04-0, 13=1193/0-8-0 Max Horz 13=-291(LC 6) Max Uplift 8=-506(LC 8), 13=542(LC 8) PLATES GRIP MT20 244/190 Weight: 177 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-332/227, 2-3=-3156/1421, 3-5=3147/1573, 5-6=-1415/733, 6-7=-1420/737, 7-8=-1904/885 BOT CHORD 1-13=-270/390, 12-13=-358/284, 11-12=-831/1952, 9-11=-682/1641, 8-9=68211641 WEBS 2-13=-1221/716, 2-12=1153/2863, 3-12=248/274, 5-12=-603/1408, 5-11=-890/538, 6-11=-362/857, 7-11=-588/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=506, 13=542. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''Y." gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 r �• building design. Bracing indicated is to prevent buckling of individual truss Web and/or chord members only. Additional temporary and permanent bracing M 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 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 Truss Truss Type Qty Ply Lot 4 LiCausi Res � T10175412 29624 B04 Roof Special 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:14 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-wnl GGp3Q 1 tCKKbgkwAUD??gBii6S7errguDLBdzy6Td 1-6-8 7-6-8 11-4-8 17-4-8 23-6-4 30-10-8 1-6-8 6.0.0 3-10.0 6.0.0 6-1-12 7-4-4 a1 4x4 = 5.82 12 13 3x4 = 5x8 = 4.00 12 1-6-8 -10A 7bA 17A-8 23-6-4 30.10-8 -10A 6-0-0 9-10-0 61-12 7-44 LOADING (psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 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 *Except* 2-13: 2x6 SP No.2, 2-12: 2x4 SP No.2 REACTIONS. (Ib/size) 8=1092/0-4-0, 13=1193/0-8-0 Max Harz 13=-291(LC 6) Max Uplift 8=506(LC 8), 13=-542(LC 8) Scale = 1:56.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.33 11-12 >999 240 MT20 244/190 Vert(TL) -0.92 11-12 >382 180 Horz(TL) 0.22 8 n/a n/a Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=332/227, 2-3=-3156/1421, 3-5=3147/1573, 5-6=-14151733, 6-7=-1420/737, 7-8=-1904/885 BOT CHORD 1-13=-270/390, 12-13=-358/284, 11-12=-831/1952, 9-11=682/1641, 8-9=-682/1641 WEBS 2-13=-1221/716, 2-12=-1153/2863, 3-12=-248/274, 5-12=-603/1408, 5-11=-890/538, 6-11=-362/857, 7-11=-588/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=506, 13=542. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" 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 property incorporate this design into the overall p A�, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional 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 iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 Lot 4 LiCausi Res ' T10175413 29624 C01H Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 om I s Apr zu zu 10 ivn t etc inuusu ieb, rnc. rlI ddri v0 vu.00. ry cv 1 r rays r I D:QtdibSJYBbgkRSIP5w4SG3zyP7u-OzbeU932oBKBxIFwTu7SXCCHD6UOs3Z_vYyuj4zy6Tc 1.6-8 4-6-8 7.6.8 12-6-11 17-6-10 22-10-8 2 10- 29-0.6 34-2-5 39.2-8 42-2-8 45.2-8 6-9-0 i11 3-0-0 3-0.0 5-0.3 5-1-15 5-1-14 -0-0 5.1-14 5-1-15 S0.3 3.0.0 3-0-0 1-6-8 Scale = 1:81.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x8 = 5x6 = 5x5 WB = 5.82 12 5x5 = 3x4 = 4x4 = 4x4 II 5x8 = 3x4 = 5x5 = 4 35 36 5 37 38 39 406 7 41 8 942 43 10 11 44 45 46 12 47 48 49 13 3x4 � 3x4 5x8 3 14 5x10 2 15 0 1 Q 26 50 25 51 52 53 24 54 23 22 56 21 55 57 58 20 59 60 61 62 19 16 6 I4 N �4 27 4x=8-- _ 3x4 - 6x6 = 5xl2 = 6x6 = _ 3x4 - 4x8 = 18 0 28 5x5 5x8 = 5x5 zzz 17 5x8 = 3x4 =5x8 = 4.00 12 3x4 1-6-8 46-9-0 10 4SB 7.6-8 12E-11 1741-10 22-10-8 2 1 29-0-6 3425 39-2-8 42-2-0 45-2.8 4 10 8 0-10 54)3 5-1-15 5-1-14 -0_0 5-1-145-0-3 3-0-0 3-0-0 0-8-0 0-10.8 Plate Offsets (X,Y)- [4:0-2-8,0-2-5], [6:0-3-8,0-2-0], [7:0-2-0,Edge], [9:0-2-2,0-2-2], [10:0-2-8,Edge], [11:0-3-8,0-2-8], [13:0-2-8,0-2-5], [19:0-2-12,0-2-0], [21:0-3-0,Edge], roTn o n 2n1 ro4•nA Il n 7_Al r9A•n_R_n =rinnl r9R-nA_R n-9-nl r97-n_9_R n-9-Al 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 0.86 Vert(LL) 0.33 25 >800 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.46 25-26 >584 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.35 17 rile n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Weight: 237 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7,10-13: 2x4 SP No.1, 7-10: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-28,8-23,9-22,15-17: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 28=1152/0-8-0, 17=1065/0-8-0, 22=3782/0-8-0 Max Horz 28=155(LC 7) Max Uplift 28=-755(LC 8), 17=-694(LC 8), 22=-2655(LC 8) Max Grav 28=1187(LC 29), 17=1076(LC 30), 22=3782(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-6-3 oc bracing. WEBS 1 Row at midpt 5-24, 6-23, 11-22, 12-21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2306/1521, 3-4=-3055/2112, 4-5=2820/2038, 5-6=1002/745, 6-8=1975/2943, 8-9=1975/2943, 9-11=-2614/3857, 11-12=-277/216, 12-13=-2331/1685, 13-14=-2700/1894, 14-15=-2086/1377 BOT CHORD 27-28=303/161, 26-27=1327/2219, 25-26=-174212797, 24-25=-1838/2872, 23-24=555/929, 22-23=3857/2814, 20-21 =-1 519/2309, 19-20=-1545/2362, 18-19=-1194/1894 WEBS 2-28=-1102/743, 2-27=1409/2228, 3-27=577/434, 3-26=-595/789, 4-26=461/932, 4-25=-210/258, 5-25=0/383, 5-24=-1985/1381, 6-24=-352/908, 6-23=-4052/2856, 8-23=-261/341, 9-23=-1354/1935, 9-22=2118/1646, 11-22=-4215/2969, 11-21=-404/962, 12-21=-2214/1569, 12-20=0/448, 13-19=-425/843, 14-19=-580/690, 14-18=-507/395, 15-18=1272/1981, 15-17=-991/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) The solid section of the plate is required to be placed over the splice line at joint(s) 7. 6) Plate(s) at joint(s) 1, 16, 28, 26, 19, 17, 2, 27, 3, 25, 4, 5, 24, 6, 23, 8, 9, 22, 11, 21, 12, 20, 13, 14, 18, 15 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 7 checked for a plus or minus 4 degree rotation about its center. 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 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 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 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 ANSUTPII 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 Lot 4 LiCausi Res • y T10175413 29624 C01H Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MIteK Industries, Inc. hrl Jan Uli Mb8:15 2U1 t rage z I D:QtdibSJY8bgkRSl P5w4SG3zyP7u-s990hV4gZVS2Zvg71 bWh4PIRzWgdb Wp88CiSFWzy6Tb NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 28=755, 17=694, 22=2655. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 222 lb up at 7-6-8, 150 lb down and 212 lb up at 9-7-4, 150 lb down and 212 lb up at 11-7-4, 150 lb down and 212 lb up at 13-7-4, 150 lb down and 212 lb up at 15-7-4, 150 lb down and 212 lb up at 17-7-4, 150 lb down and 212 lb up at 19-74. 150 lb down and 212 lb up at 21-7-4, 150 lb down and 212 lb up at 23-4-8, 150 lb down and 212 lb up at 25-1-12, 150 lb down and 212 lb up at 27-1-12, 150 lb down and 212 lb up at 29-1-12, 150 lb down and 212 lb up at 31-1-12, 150 lb down and 212 lb up at 33-1-12, 150 lb down and 212 lb up at 35-1-12, and 150 lb down and 212 lb up at 37-1-12, and 150 lb down and 222 lb up at 39-2-8 on top chord, and 211 lb down and 178 lb up at 7-6-8, 79 lb down at 9-7-4, 79 lb down at 11-74, 79 lb down at 13-7-4, 79 lb down at 15-7-4, 79 lb down at 17-7-4, 79 lb down at 19-7-4, 79 lb down at 21-7-4, 79 lb down at 23-4-8, 79 lb down at 25-1-12, 79 lb down at 27-1-12, 79 lb down at 29-1-12, 79 lb down at 31-1-12, 79 lb down at 33-1-12, 79 lb down at 35-1-12, and 79 lb down at 37-1-12, and 211 lb down and 178 lb up at 39-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-13=54, 13-16=54, 28-29=20, 26-28=20, 19-26=20, 17-19=-20, 17-32=-20 Concentrated Loads (lb) Vert: 7=-92(B) 26=-197(B) 19=-197(B) 4=-92(B) 24=-39(B) 6=-92(B) 11=-92(B) 21=-39(B) 13=-92(B) 10=-92(B) 35=-92(B) 36=-92(B) 37=-92(B) 39=-92(B) 41=-92(B) 42=-92(B) 43=-92(B) 45=92(B) 47=-92(B) 48=-92(B) 49=-92(B) 50=-39(B) 51=-39(B) 52=-39(B) 53=-39(B) 54=-39(B) 55=-39(B) 56=39(B) 57=-39(B) 58=-39(B) 59=39(13) 60=-39(B) 61=39(151) 62=-39(B) A 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 properly incorporate this design Into the overall p � iTek` bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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 t Truss Truss Type Qty Ply Lot 4 LiCausi Res T10175414 29624 CO2 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 t$.U7u s Apr zu zutb ml I etc industries, Inc. rn dan ub utrotma zui f rage 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-s99OhV4gZVS2Zvg71bWh4PISpwlDbbC88CiSFWzy6Tb 1-6-8 9-6.8 16-1-2 22-10-8 2 -10- 30-7-14 37-2.8 46.2-8 6-6-10 6.9.6 -0-0 6-9-6 6-6.10 0 4x4 II Sx5 = 3x4 = 4x4 = 4x4 I 3x4 = 5x5 —_ 5.82 12 3 28 4 5 6 7 8 29 9 Scale = 1:81.1 00 Id I� N O 21 3x4 —_ 5x8 = 3x8 M18SHS = 12 3x4 =5x8 = 5x8 = 3x4 = 4.00 12 1-6-8 46-9-0 10 7-0-e 16-1-2 22-10-1 2 10- 30-7-14 39.2-8 452-8 4 1 0.1 6-0-0 8-6-10 6-0-0 -0-0 6-9b &6.10 6-0_0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.17 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.47 13-14 >550 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 236 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 5-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-17, 8-16 WEBS 2x4 SP No.3 `Except' 2-21,6-17,7-16,10-12: 2x6 SP No.2 REACTIONS. (Ib/size) 21=771/0-8-0, 12=726/0-8-0, 16=1963/0-8-0 Max Horz 21=196(LC 7) Max Uplift 21=-375(LC 8), 12=356(LC 8), 16=857(1_C 8) Max Grav 21=789(LC 13), 12=738(LC 18), 16=1963(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=399/313, 2-3=-1614/610, 3-4=-789/467, 4-6=-289/1102, 6-7=-289/1102, 7-8=-289/1102, 8-9=476/331, 9-10=-1461/550, 10-11=-416/302 BOT CHORD 1-21=-393/491, 20-21=272/331, 19-20=381/1147, 17-19=-2151789, 16-17=-1102/541, 14-16=151/476, 13-14=330/938, 11-12=-3811500 WEBS 2-21=-945/627, 2-20=-225/1262, 3-20=-8/584, 3-19=-416/181, 4-19=0/439, 4-17=-1977/819, 6-17=-81/386, 7-16=-811/438, 8-16=-1638/671, 8-14=0/436, 9-14=-540/274, 9-13=-5/579, 10-13=-202/1140, 10-12=-873/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb Uplift at joint(s) except Qt=lb) 21=375,12=356,16=857. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" 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, 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 11 A'Te l.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ .- M V� 1 1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 Oty Ply Lot 4 LiCausi Res T10175415 29624 CO3 Hip 1 1 Job Reference o lional East Coast Truss. Ft. Pierce, FL;54a4ti o.v iv a npr w cu ru rvu r cn uiuuau�ca, I D:QtdibSJYBbgkRSl P5w4SG3ryP7u-LMjOw5JKoav63PJbllwcdlamvCKK3MHMsR?nyzy6Ta 1-6-8 7-6-8 11-6-8 17-1-2 22-10-8 2 10- 29-7-14 35-2-8 39-2-8 45-2-8 6-9-0 1.6-8 6.0.0 4.0.0 5.6.10 5-9-6 -0- 5-9-6 50 4.0.0 6-0-0 1.6.8 5.82 12 5x5 = 3x4 = 1x4 II 3x4 i 5 32 33 6 4 3 5x8 1 2 24 23 ¢I 4x10 = 0 4x4 11 4x4 11 4x4 = 7 8 9 3x4 = 10 34 35 5x5 = 11 lx4 II 3x4 12 5x8 14 Scale = 1:82.6 3xo rvi .o — 25 4x6 = 3x8 M18SHS = 16 3x4 = _ 3x4 = 3x4 =5x8 = 5x8 — 4.00 12 1.6-8 46-9-0 0 1 7S8 17-1-2 22-10-8 2 1 29-7-14 39.2-0 452-8 4 10 8 0.1 6-0-0 9-6.10 5-0-6 -0-0 5-9-0 9E-10 6-0-0 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 0.98 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.64 17-18 >399 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.14 16 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Weight: 252 lb FT = 0% 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 `Except` WEBS 1 Row at midpt 6-21, 10-20 2-25,7-21,8-20,14-16: 2x6 SP No.2 REACTIONS. (lb/size) 25=713/0-8-0, 16=666/0-8-0, 20=2081/0-8-0 Max Horz 25=-237(LC 6) Max Uplift 25=-345(LC 8), 16=324(LC 8), 20=-919(LC 8) Max Grav 25=749(LC 17), 16=700(LC 18), 20=2081(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/177, 2-3=-1652/616, 3-5=-1706/797, 5-6=330/215, 6-7=-355/1182, 7-8=-355/1182, 8-10=-355/1182, 11-13=1501/726, 13-14=-1450/546, 14-15=-276/170 BOT CHORD 1-25=-215/302, 24-25=-268/267, 23-24=118/726, 21-23=-104/330, 20-21 =-1 182/660, 17-18=-63/531, 15-16=-210/322 WEBS 2-25=-811/485, 2-24=-391/1403, 3-24=353/331, 5-24=-45511192, 5-23=517/252, 6-23=-58/548, 6-21=-1635/681, 7-21=-121/431, 8-20=-786/417, 10-20=-1329/546, 10-18=-50/535, 11-18=-622/323, 11-17=-444/1080, 13-17=-347/328, 14-17=-327/1225, 14-16=-743/469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=345,16=324,20=919. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" 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. 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 ■■■��.YYYiii 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 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 Lot 4 LiCausi Res , T10175416 29624 C04 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:18 2017 Page 1 ID:QtdibSJYBbgkRSIP5w4SG3zyP7u-pYHn6B6x56imoD_V90Y99ggsKJVd3SBRbWBYKOzy6TZ 266 8-6-6 13-9-8 1 21-0-0 27-5.10 34-2-6 40-2-6 46-2-6 2-6-6 a0.0 5-3.2 VIP 6-s-10 6-5-10 6-8-12 6.0-0 6•a0 V d 0 5x5 = 4x6 II 26 27 3x4 = 1x4 II 3x4 = 5x6 = 28 29 9 Scale = 1:81.8 20 13 3x4 i 5x8 = 5x8 = 3x4 = 4.00 12 2-6-6 47-8-14 i 1-106 866 i 13-9-6 13.10-6 21-D-0 30-10-0 40-2-6 i 46-2-0 46r10,6 1-106 6-0-0 532 0-0-14 7-1-10 s-1aa s-0-6 s-o-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.31 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.74 14-15 >523 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.17 13 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Weight: 255 lb FT = 0% 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 *Except* WEBS 1 Row at midpt 5-17, 8-17 2-20,4-18,11-13: 2x6 SP No.2, 2-19,11-14: 2x4 SP No.2 REACTIONS. (lb/size) 20=83/0-8-0, 13=114610-8-0, 18=2260/0-8-0 Max Horz 20=-283(LC 6) Max Uplift 20=-162(LC 18), 13=-537(LC 8), 18=-994(LC 8) Max Grav 20=164(LC 17), 13=1168(LC 18), 18=2260(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=401/1178, 3-4=-494/1396, 4-5=403/1334, 5-6=690/420, 6-8=-690/420, 8-9=1555/779, 9-10=-3120/1529, 10-11=-3080/1317, 11-12=357/198 BOT CHORD 19-20=-269/328, 18-19=-1088/454, 17-18=-922/590, 15-17=-442/1427, 14-15=-484/1531, 12-13=-235/399 WEBS 2-19=-1114/504, 3-18=572/277, 5-18=-18571808, 5-17=-811/1858, 6-17=369/311, 8-17=-953/471, 8-15=01350, 9-14=-764/1647, 10-14=-397/377, 11-14=-1080/2806, 11-13=-1155/663 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 20=162, 13=537, 18=994. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" 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. 1010312015 BEFORE USE. Design valid for use onlywith 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 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 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 Lot 4 LiCausi Res • T10175417 29624 C05BH Roof Special 1 1 Job Reference (optional) East GOaSt-I-rus5, Ft. Fierce, FL, "34`J46 o.0 1 u 5 ryn — cu 1 u wu 1 en it I-- 1—, a ice. n i eau w va.w av , , r U. . ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-IxPXXs7BdjyU2 W7uGRbdEFwCA7CxXK6j2ggfOHzy6TX 194-6 224-0 294E 2: (i-6-0 13-10-0 17-0-6 1 2 24-0-6 6-0-6 28-4-6 3 34-10-6 40.2-6 46-2-0 4 -e-1 2-0-6 5-4-0 3fi-D 1-0. -0. 2.0.0 2-0-0 2-0-0 2-0-0 1- 4S0 5-0-0 6-0-0 S8 1-0-0 141-0 THIS COMPONENT IS TO BE USED IN Scale=1:99.1 CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 1x4 II II 4x4 = 1x4 II 1x4 5.82 12 x4 II 1x4 II 8 1x4 111x4 II 3x4 i 1x4 II 7 s a II 44111 3x5x8 1 x 1x4 II 1x4 II 1x4 II 1x4 II r\1 x44 11 3x4 , ,9 10 1x4 II 4x4 11 11 3x4 12 3x4 13 0 5xB 14 0 18 17 15I� N 6x10 = 5x8 M18SHS = 3x4 %22 16 5x8 = 5x8 4.00 F12 3x4 = 2-6-6 47-6-14 1-10-6 a 1310-6 24-0�i 34.108 40.2a 46-2f 4 1 -10-6 6-0-0 5-0-0 tOSO 10-0-0 5-4-0 6-0_o 0- 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 0.52 Vert(LL) -0.33 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.78 18-19 >500 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.18 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 319 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied. 4-8,8-12,1-4,12-15: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-19 19-21,17-19: 2x4 SP No.1 2 Rows at 1/3 pts 7-20 WEBS 2x4 SP No.3 *Except* 2-22,5-20,11-18,14-16: 2x6 SP No.2, 2-21,14-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=208/0-8-0, 16=1184/0-8-0, 20=2096/0-8-0 Max Horz 22=-484(LC 6) Max Uplift 22=-111(LC 8), 16=549(LC 8), 20=-940(LC 8) Max Grav 22=326(LC 17), 16=1286(LC 14), 20=2278(LC to) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/823, 3-5=-385/1068, 5-6=-228/981, 6-7=-234/1082, 7-8=-929/531, 8-9=-888/528,9-10=-2264/1092,10-11=-2287/1057,11-13=-2244/911,13-14=-3488/1373, 14-15=-405/195 BOT CHORD 21-22=-479/528, 20-21=-999/388, 19-20=-100/489, 18-19=-216/1095, 17-18=1092/2987, 15-16=-236/440 WEBS 2-22=-274/254, 2-21=-725/368, 3-20=-615/307, 5-20=-376/315, 20-38=-18671790, 7-38=-1991/83Q, 7-19=-65/718, 8-19=-240/534, 9-19=-904/524, 9-39=575/1389, 18-39=-516/1273,11-18=-328/296,13-18=-1172/590,13-17=-143/613,14-17=-1138/3106, 14-16=-1257/689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=1b) 22=111, 16=549, 20=940. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V 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 MiTeM 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 HT building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ��'�,.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 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 Lot 4 LiCausi Res ' T10175418 29624 C06 Roof Special 1 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06.09:58:21 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-D7yvkC8p014Lfgi4g86snTSJGXWoGmjtHUPDxjzy6TW 2-6-6 8-6-6 13-10.6 19-4.6 24-4-6 32-3-6 40-2-6 46-10.6 5-6-0 5-0.0 7-11-0 7-11-0 6-8-0 s A2 18 3x4 - 5x8 4.00 12 4x4 = 1-10E2 eS6 13-106 244-6 32-M7-11-0 40-2-6 4610806 1-1060 6-0-0 511-0 10-60 7-11-0 6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 9-12: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 *Except* 12-13: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 2-18,5-16: 2x6 SP No.2 SLIDER Right 2x8 SP No.2 3-0-0 REACTIONS. (lb/size) 18=14/0-8-0, 12=1039/0-8-0, 16=2371/0-8-0 Max Horz 18=-475(LC 6) Max Uplift 18=-203(LC 18), 12=-486(LC 8). 16=-1053(LC 8) Max Grav 18=221(LC 17), 12=1151(LC 14), 16=2467(LC 13) DEFL. in (loc) I/defl L/d Vert(LL) 0.50 13-14 >790 240 Vert(TL) -1.02 13-14 >390 180 Horz(TL) 0.36 12 n/a n/a Scale=1:80.6 6x12 II PLATES GRIP MT20 244/190 Weight: 263 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 2-17, 6-16, 8-15, 10-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-506/1518, 3-5=-601/1573, 5-6=-448/1577, 6-7=-707/475, 7-8=-709/453, 8-10=-1675/758,10-12=-3218/1350 BOT CHORD 17-18=-452/528, 16-17=1604/526, 15-16=-252/238, 14-15=-405/1401, 13-14=-1048/2657, 12-13=1118/2851 WEBS 2-18=-170/307, 2-17=-13821601, 3-17=-286/186, 3-16=-546/310, 5-16=-342/308, 6-16=-2279/959, 6-15=-159/903, 7-15=117/274, 8-15=-1239/629,8-14=-80/554, 10-1 4=-1 293/663, 10-13=-219/889 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=203, 12=486. 16=1053. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V 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, 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 Lot 4 LiCausi Res T10175419 29624 C07 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:22 2017 Page 1 I D:QtdibSJY8bgkRSl P5w4SG3zyP7u-hJ WHyY9R9LCCHgHHOsd5Jg?alwsR?E9OW89mTAzy6TV 1-6-8 7-6-8 12-10-B 18-4-8 23.4.6 29-7-8 35-10-7 40.8.E 45-9-12 1-6-8 6-0-0 5-4-0 5-6-0 5-0-0 6.3.0 6.3-0 4-9-14 Scale = 1:83.3 5 R2 20 3x4 = 4x6 4.00 12 4x4 = 1-6-8 010 7�-8 12-10A 23-4-8 29-7-8 38-1-11 45-9-12 0-1 6-0-0 h'10-6-0 s-3-0 8 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.38 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.80 16-18 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014f rPI2007 Matrix -AS Weight: 273 lb FT = 0% 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 *Except` WEBS 1 Row at midpt 6-18, 8-16, 10-12 11-12,2-20,5-18: 2x6 SP No.2 REACTIONS. (lb/size) 12=1116/0-7-4, 20=268/0-8-0, .18=1990/0-8-0 Max Horz 20=-376(LC 6) Max Uplift 12=-506(LC 8), 20=-34(LC 8). 18=-1008(LC 8) Max Grav 12=1116(LC 1), 20=335(LC 17), 18=2159(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-129/381, 3-5=-421/826, 5-6=-268/781, 6-7=-956/524, 7-8=-936/514, 8-9=-1634/723, 9-10=-1841/775 BOT CHORD 19-20=-360/465, 18-19=-516/307, 16-18=-148/512, 15-16=-568/1403, 13-15=-981/2185, 12-13=-622/1332 WEBS 2-20=-302/287, 2-19=-370/257, 3-18=-636/450, 5-18=345/308, 6-18=-1706/825, 6-16=-87/605, 7-16=-204/523, 8-16=-1014/532, 8-15=-153/607, 9-15=-902/473, 9-13=-632/377, 10-13=-258/869, 10-12=-1584/751 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except Qt=lb) 12=506,18=1008. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ^%" gypsum sheetrock be applied directly to the bottom chord. A 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 MTek® 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 Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss, systems, 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 Qty Ply Lot 4 LiCausi Res r T10175420 29624 C08 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 Mffek Industries, Inc. Fri Jan 06 09:58:22 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-hJ WHyY9R9LCCHgHHOsd5Jg?buwuq?HOO W89mTAzy6TV 1-6-8 i 7-6.8 i 12-10.8 16-4-8 i 23-4.8 1 28-3.0 33-1-7 i 39-5-11 i 45.9-12 1-6-8 6.0.0 5-4.0 5-6-0 5.0.0 4-10-8 4-10-8 6-0.2 I d 5.82 FIT 20 3x4 = 5x8 4.00 12 4x4 = 3x4 = 1.6-8 0 1 7.6-8 12-10-8 23-4-6 33.1-7 39 10 4"-12 0-1 6-0-0 5-0-0 10&-0 9-8-15 6-0-2 6�2 Scale = 1:03.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.30 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.62 16-18 >630 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 283lb FT=O% 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. 14-17: 2x4 SP No.1 WEBS 1 Row at midpt 6-18, 8-16 WEBS 2x4 SP No.3 *Except* 11-12,2-20,5-18: 2x6 SP No.2 REACTIONS. (lb/size) 12=1120/0-7-4, 20=281/0-8-0, 18=1972/0-8-0 Max Horz 20=360(LC 8) Max Uplift 12=-513(LC 8), 20=13(LC 8), 18=-1022(LC 8) Max Grav 12=1120(LC 1), 20=342(LC 17), 18=2191(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-141/335, 3-5=-441/816, 5-6=-288/771, 6-7=-989/502, 7-8=-956/502, 8-9=-2127/957, 9-1 0=-1 826/774, 10-11 =-1 188/548, 11-12=-10571545 BOT CHORD 19-20=-422/438, 18-19=453/289, 16-18=203/544, 15-16=-532/1236, 13-15=-548/1188 WEBS 2-20=-311/289, 2-19=-340/244, 3-18=-644/478, 5-18=-345/306, 6-1 8=-1 730/825, 6-16=-80/607,7-16=-219/594,8-16=-863/504,8-15=-456/1090, 9-15=1168/647, 10-15=287/818, 10-13=-810/492, 11-13=-680/1468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) The solid section of the plate is required to be placed over the splice line at joint(s) 14. 6) Plate(s) at joint(s) 4, 7, 9, 12, 1, 20, 19, 17, 2, 3, 18, 5, 6, 16, 8, 15, 10, 13 and 11 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = IO.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except Qt=lb) 12=513, 18=1022. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" 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 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 Not building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T ei[• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi Y 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 Lot 4 LiCausi Res ' T10175421 29624 C09 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fl. Pierce, I-L 34846 o.0 I V 5 Apr to LV 10 iv0 i art uwusu rob, mu. rn oa vo ua o.co cu i r rcyc i ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-9W4f9uA3veL2v_sTxZ8KsuYk5KBYklaAlouJ?czy6TU 1.6.8 7-6-8 12-10.8 18.4.8 234-8 30.4-7 38-t-2 45-9-12 1-6-8 6-0.0 5-4.0 5-6-0 5.0.0 6-11-15 7-8.10 7-I . 4x4 = ' 5.82 12 7 3x4 -5- 6 3x4 i 4x4 II 5 4 3x4 3 ao 5x8 i 1 2 18 17 24 16 25 15 5x5 6x10 = 3x8 M18SHS = 3x8 = 19 3x4 = 5x8 4.00 12 Scale = 1:83.3 4x6 = 3x4 = 5x8 = 8 9 10 23 I W 26 14 13 27 12 28 11 I$ 3x4 = 4x6 WB = 3x4 = 4x6 II j 1 ae 0 1 7E6 12-10-8 23-0-8 30-0-7 38-1-2 459-12 0-1 6-0-0 S�t-0 10-6-0 6-11-15 7-8-10 7-&10 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 0.48 Vert(LL) -0.39 15-17 >997 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.79 15-17 >498 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix -AS Weight: 285lb FT=0% 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 10-11,2-19,5-17: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1129/0-7-4, 19=307/0-8-0, 17=1937/0-8-0 Max Horz 19=433(LC 8) Max Uplift 11=-525(LC 8), 19=-1(LC 8), 17=-1023(LC 8) Max Grav 11=1206(LC 14). 19=355(LC 17), 17=2179(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-184/258, 3-5=-443/746, 5-6=-288/701, 6-7=-968/490, 7-8=-948/469, 8-9=-1515/676, 9-10=-1151/514, 10-11=-1068/562 BOTCHORD 18-19=-494/412, 17-18=-347/283, 15-17=-264/561, 14-15=-681/1517, 12-14=-514/1151 WEBS 2-19=-322/301, 2-18=-272/204, 3-17=-634/514, 5-17=-347/312, 6-17=-16861809, 6-15=-93/580, 7-15=-1291498,8-15=-1004/484, 9-14=-209/469, 9-12=-716/509, 10-12=643/1438 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 6-17, 8-15, 10-12 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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 3-670 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. i 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (jt=lb) 11=525, 17=1023. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" 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 Invbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I','e�° 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 Lot 4 LiCausi Res T10175422 29624 C10 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:24 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-die2NEAigyTvW8RtVHfZP54xtka?T9DJzSetx2zy6TT 1-8-8 7-6-8 12-4-6 18-4-8 23-4-6 28-4-8 32-1.0 38-514 44-1-12 1-6-8 SO.O 4-9-14 6-0-2 SO-0 SO-0 4-5-8 57-14 5-7.14 Scale = 1:82.8 4x4 = 5.82 111-2 20 3x8 M18SHS = 3x4 = Sx8 4.00 12 1-s-e 0 1 788 11-10-8 12 23-4-8 32-10.0 38-5-14 441-12 0-1 60.0 4-0-0 0. 4 11-0-2 9-SB 57-114 57' 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 0.35 Vert(LL) -0.37 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.77 16-18 >490 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 277 lb FT = 0% 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. 15-17: 2x4 SP No.1 WEBS 1 Row at midpt 6-18, 8-16 WEBS 2x4 SP No.3 *Except' 11-12,2-20,5-18: 2x6 SP No.2 REACTIONS. (lb/size) 12=1098/0-7-4, 20=321/0-8-0, 18=1831/0-11-0 Max Horz 20=368(LC 8) Max Uplift 12=-506(LC 8), 20=-31(LC 8), 18=-955(LC 8) Max Grav 12=1098(LC 1), 20=360(LC 17), 18=2057(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-362/638, 5-6=-210/602, 6-7=-10161524, 7-8=-982/520, 8-9=-1904/868, 9-10=-1022/474, 10-11=-1022/474, 11-12=-1041/534 BOT CHORD 19-20=432/436, 18-19=-360/320, 16-18=-274/670, 14-16=-535/1212, 13-14=-710/1652 WEBS 2-20=-339/315, 3-18=-585/459, 5-18=-346/308, 6-1 8=-1 592/758, 6-16=-0/474, 7-16=-236/611, 8-16=-755/453, 8-14=-342/835, 9-14=-527/376, 9-13=-843/314, 10-1 3=-331/286, 11-13=-628/1347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except Gt=lb) 12=506, 18=955. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" 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. 10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 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 Lot 4 UCausi Res r ' T10175423 29624 C11 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:25 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-6UCQaaBKRGbm8lOr3 AoxJd438tQCbOTC6NQ4Uzy6TS 1.6-8 7-6-8 i 10.3.8 i 16-4-8 i 23-4-8 i 30-48 r 35.7-0 39-8-10 i 441-12 i 1-6-8 6.0.0 2-9-0 6-1-0 7.0.0 7.0.0 5.2-8 r 4-1-10 r 4•S-2 4x6 = 5.82 20 3x4 = 3x4 = 5x8 = 4.00 12 1-6-8 103-8 01 7-6-8 9-10-8 18-0-8 284-8 35-7.0 441-12 0-1 6-0-0 24-0 0- 8.1-0 10-0-0 7-2.8 8-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.37 15-17 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.75 15-17 >538 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.95 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 11-12,2-20,4-18: 2x6 SP No.2 REACTIONS. (lb/size) 12=1202/0-7-4, 20=286/0-8-0, 18=1762/0-11-0 Max Horz 20=-371(LC 6) Max Uplift 12=-553(LC 8), 20=-38(LC 8), 18=-901(LC 8) Max Grav 12=1225(LC 14), 20=325(LC 17), 18=2009(LC 13) Scale = 1:82.8 PLATES GRIP MT20 2441190 Weight: 264 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-18, 7-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=124/274, 3-4=-252/543, 4-6=-148/552, 6-7=-1236/668, 7-8=-1823/895, 8-9=-2543/1126, 9-10=2190/924 BOT CHORD 19-20=-370/465, 18-19=420/268, 17-18=-392/1090, 15-17=-366/1083, 13-15=-719/1728, 12-13=-590/1257 WEBS 2-20=-319/301, 2-19=-269/266, 3-18=-442/304, 6-1 8=-1 928/799, 6-17=0/451, 7-15=-424/1166, 8-15=-731/503, 8-13=-353/795, 9-13=-1290/665, 10-13=-451/1261, 10-12=1604/780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 chard and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s), 20 except Qt=lb) 12=553, 18=901. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 Sal, 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 , Truss Truss Type Qty Ply ResT10175424 Lt4l_iCausi 29624 C12 Roof Special 1 1b Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.030 s Sep 29 Z016 MiTeK Indusines, Inc. Fn Jan ub 1Z:1 GZts Zu1 / vage 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-6MeMbRgsV 5XeoLL5TmTVmZdm3e9?hybsWpu24zy5JL i 4-5-� 8-6-3 4.11-13 16-4-8 23-4-8 30-4-8 36.1-3 IJIL12 44-1-12 4-5-5 4-0.14 1-5.10 6-0-11 7.0.0 7-0-0 5.8-11 3-10.8 4-2.0 4x6 = 5.82 12 Scale = 1:75.0 19 16 Z4 1f Zb 10 Zb Zr 10 14 Zd Zu 13 12 3x4 = 20 3x4 = 6x10 = 3x4 = 3x4 = 5x8 WB = 3x8 = 5x5 = 0-10-6 1 45-5 9-11-13 1 13 184-8 28A-6 36-1-3 44-1-12 1 3515 SfiA ".11 10-M 7-8-11 &0-9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 7.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 11-12,4-18: 2x6 SP No.2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL)-0.3614-16 >999 240 MT20 2441190 Vert(TL)-0.7314-16 >555 180 Horz(TL) 0.08 12 file n/a Weight: 255 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-18, 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings B-9-8 except (jt=length) 12=0-7-4, 20=0-3-8. (lb) - Max Horz 19=305(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 19, 20 except 12=555(1_13 8), 18=-856(LC 8) Max Grav All reactions 250 lb or less at joints) 19, 20 except 12=1246(LC 14), 18=1894(LC 13), 18=1717(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-306/561, 4-5=171/468, 5-6=-150/533, 6-7=-1296/684, 7-8=-1866/910, 8-9=-2679/1177, 9-10=-2297/958 ■ BOT CHORD 18-19=-498/166, 18-24=-395/1159, 17-24=-395/1159, 17-25=-395/1159, 16-25=-395/1159, 16-26=-361/1120, 26-27=-361/1120, 15-27=-361/1120, 14-15=-361/1120, 14-28=-721/1764, 28-29=721/1764, 13-29=-721/1764, 12-13=598/1301 WEBS 3-19=309/439, 4-18=-348/301, 6-18=-1948/830, 6-16=1/429, 7-14=-431/1187, 8-14=738/514, 8-13=-386/856, 9-13=-13661702, 10-13=-485/1343, 10-12=-1660/784 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 8=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plate(s) at joint(s) 1, 3, 5, 7, 9, 11, 12, 17, 2, 19, 18, 4, 6, 16, 14, 8, 13, 10 and 15 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 4 degree rotation about its center. 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 20 except Qt=lb) 12=555, 18=856. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117I1.7473 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 let 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 Lot 4 LiCausi Res • • T10175425 29624 C13 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:27 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-2HKA?FDaztrUNbAEAPDGOkiOoxYOgWylfQsX8Nzy6TQ 8 6-3 16-4-8 23-0.8 381-8 , 44-1-12 J 8-6-3 7-10-5 7-0-0 7-030-0-8-0 6-2-0 5-7-0 0 d m O 5.82 12 4x4 = Scale = 1:78.0 16 22 lb 23 14 Z4 Zb T3 1Z Ztl Z/ 11 10 5x12 II 4x4 —_ 3x8 M18SHS = 6x10 = 3x4 = 6x10 — 3x8 = 3x4 = 3x8 II 010 8-6-3 18-4-8 28-0-8 35-0-0 44-1-12 0-10- 7-7-11 9-10-5 10-0-0 6-7-12 9-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.68 14-16 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.38 14-16 >381 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 238 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,5-6,8-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E `Except` WEBS 1 Row at midpt 5-12, 8-10, 5-14, 3-16 13-15: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` 9-10: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 10=1592/0-7-4, 1=165810-8-0 Max Horz 1=332(LC 7) Max Uplift 10=-733(LC 8), 1=758(LC 8) Max Grav 10=1626(LC 14), 1=1708(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4667/2006, 2-3=-5122/2359, 3-5=-2960/1443, 5-7=-2767/1392, 7-8=-3396/1487 BOT CHORD 1-16=-1966/4697, 14-16=-1191/3045, 12-14=-698/2003, 11-12=-1095/2571, 10-11=1666/3578 WEBS 2-16=-1303/795, 5-12=-484/1234, 7-12=820/554, 7-11 =219/655, 8-11 =-719/517, 8-10=-3749/1786, 5-14=-585/1540, 3-16=-1041/2188, 3-14=-991/668 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 733 lb uplift at joint 10 and 758 lb uplift at joint 1. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 11%" gypsum sheetrock be applied directly to the bottom chord. AWARNING - 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 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 ANSfITPf1 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 Lot 4 LiCausi Res • 4 T10175426 29624 C14 Roof Special 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:28 2017 Pagel ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-WitYCbECkBzL?IIQk6kVZxFTnLv_PyOvu4c4gpzy6TP 4-5-5 8-6-3 15-11-6 23-4-8 29-4-0 35-3 8 40-1-6 45-2-11 4-5-5 4-0-14 7-5-2 7-5-2 5-11-8 _1 _8 4-9-14 5-1_6 Scale = 1:78.6 5.82 12 4x6 = 3x6 = ""� — — 3x8 II 14 13 12 2x4 II 6x10 = 4x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except' 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except` 8-14: 2x4 SP No.3, 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 WEDGE, Left: 2x6 SP No.2 REACTIONS. (lb/size) 12=1632/Mechanical, 1=1698/0-8-0 Max Horz 1=405(LC 7) Max Uplift 12=-749(LC 8), 1=-779(LC 8) Max Grav 12=1740(LC 14). 1=1698(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.99 Vert(LL) -0.60 16-18 >894 240 MT20 244/190 BC 0.95 Vert(TL) -1.30 16-18 >416 180 M18SHS 244/190 WB 0.91 Horz(TL) 0.32 12 n/a n/a Matrix -AS Weight: 265 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-18, 6-18, 7-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4031/1885, 2-3=-4652/2125, 3-4=-3287/1507, 4-6=-3381/1744, 6-7=-2655/1341, 7-8=-4072/1912,8-10=-3981/1752,10-11=-2569/1122,11-12=-1675/770 BOT CHORD 1-20=-1665/4074, 18-20=-1933/4801, 16-18=574/2093, 15-16=-936/2572, 8-15=349/311 WEBS 2-20=-268/748, 3-18=-1733/898, 4-18=-544/482, 6-18=-818/1716, 6-16=-426/1314, 7-16=-914/577, 7-15=-660/1432, 13-15=-941/2337, 10-15=-500/1379, 10-13=-1299/636, 11-13=853/2082 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 12 and 779 lb uplift at joint 1. 10) 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 Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not p�• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall`' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M 6Te1` 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 Lot 4 LiCausi Res ' T10175427 29624 C15 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:29 2017 Page 1 I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-_fRxQxEgVU5CdvKdlgFk69nhtIF78Om27jLeDGzy6TO 45-5 8-6-3 15-11-6 23-4-8 29-4-0 K13-8 40-10-13 46-9-0 45-5 4-0-14 7-5-2 7-5-2 5-11-8 5-11-8 5-7-5 5-10-3 Scale = 1:82.8 5.82 12 4x6 6 3x4 4x4 1x4 II 5 7 4 2x4 II 3.00 12 3x4 d . 4x6 89 2x4 zz 3 3x4 2Z!!::�!I 10 1 of 0 Sx8 20 30 18 31 17 32 33 16 6xl 11 o 5x12 21 I I 3x4 — — 19 3x8 M18SHS = 3x8 — — 3x8 M18SHS = 3x4 = 12 q 3x8 = d 3x8 II 15 14 13 2x4 II 5x10 = 3x4 = 4x6 11 0 -6-3 5- -6 6-4.6 3538 0- 0-13 45-10-8 -9 Oil 7-7-11 7-5-2 105-1 8-11-2 5-7-5 4-11-11 0-10-8 Plate Offsets (X.Y)— T1:0-2-6.Edae1. T1:0-1-14,0-11-121, T1:0-0-0.0-0-151, T6:0-2-8.0-1-81, f14:0-4-0,0-2-01, f16:0-3-14,0-3-71, f18:0-4-O.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.62 17-19 >883 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.33 17-19 >410 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.33 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 270 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.1 'Except* 8-15: 2x4 SP No.3, 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except* 11-13: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 13=1743/0-8-0, 1=1717/0-8-0 Max Horz 1=427(LC 7) Max Uplift 13=-802(LC 8), 1=786(LC 8) Max Grav 13=1830(LC 14), 1=1717(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-19, 6-19, 7-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4075/1900, 2-3=-4722/2151, 3-4=-3340/1527, 4-6=-3436/1764, 6-7=-2730/1367, 7-8=-4294/1994, 8-1 0=-4209/1827, 10-11 =-2797/1220 BOT CHORD 1-21 =-1 632/4128, 19-21 =-1 913/4882, 17-19=-546/2150, 16-17=-920/2662, 8-16=-381/338 WEBS 2-21=-282/776, 3-19=-1754/906, 4-19=-545/481, 6-19=-818/1723, 6-17=-444/1369, 7-17=-970/596, 7-16=-721/1593, 14-16=-982/2473, 10-16=-464/1375, 10-14=-1163/580, 11-13=1721/847, 11-14=-913/2234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 6) Plate(s) at joint(s) 3, 5, 6, 20, 8, 15, 12, 21, 2, 19, 4, 17, 7, 14, 16, 10, 18, 11, 13, 1, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 802 lb uplift at joint 13 and 786 lb uplift at joint 1. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y:" 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 Mi rek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall p y� �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'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 tmsses and truss systems, see ANSIrTPit 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 Lot 4 LiCausi Res . 3 T10175428 29624 C16 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:30 2017 Page 1 I D:Qtd ib SJY8bgkRSl P5w4 S G3zyP7u-Ss?JdH FS GoD3 E3upsXmzeM Ks59bJtmCM N5BIizy6TN 116 23.4-8 35-3-8 40.7.3 4 581-5447168 MN 8547-5-2 6-81 -2-8 5.82 12 5x8 I 5x6 = Scale = 1:84.6 21 15 14 13 3x4 = 5x8 — 2x4 I I 5xl0 = 3x4 = 4.00 12 4x6 II 1S8 46-9-0 01 7-68 15.11.6 2647 35-3A 40-10.13 45-68 4 1 0-1 6-0.0 8-4-14 10d-1 8-11-1 5-7-5 47-11 040 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.64 17-19 >823 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.35 17-19 >391 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.58 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 273 lb FT = 0% LUMBER- BRACING. 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. 18-20,16-18: 2x4 SP No.1, 8-15: 2x4 SP No.3 WEBS 1 Row at midpt 2-20, 3-19, 6-19, 7-16 WEBS 2x4 SP No.3 *Except* 2-21,11-13: 2x6 SP No.2, 2-20: 2x4 SP No.1 REACTIONS. (lb/size) 21=1743/0-8-0, 13=1717/0-8-0 Max Harz 21=-478(LC 6) Max Uplift 21=-800(LC 8), 13=-788(LC 8) Max Grav 21=1829(LC 13), 13=1789(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-405/204, 2-3=-5718/2296, 3-5=-3333/1445, 5-6=-3418/1682, 6-7=-2616/1328, 7-8=-4173/1951, 8-10=-4087/1785, 10-11=-2728/1196 BOT CHORD 1-21=-232/441, 20-21=-570/363, 19-20=-1920/5317, 17-19=-513/2145, 16-17=-887/2657, 8-16=-381/337 WEBS 2-21 =-1 841/891, 2-20=-2069/5369, 3-20=-259/1129, 3-19=-2173/963, 5-19=-577/497, 6-19=-755/1712, 6-17=-442/1359, 7-17=-966/593, 7-16=713/1580, 14-16=-960/2413, 10-16=446/1374, 10-14=-1131/568, 11-13=-1682/834, 11-14=-893/2176 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 6) Plate(s) at joint(s) 4, 6, 1, 21, 20, 18, 8, 15, 12, 2, 3, 19, 5, 17, 7, 14, 16, 10, 11 and 13 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 800 lb uplift at joint 21 and 788 lb uplift at joint 13. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 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 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* 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 Truss Truss Type Qty Ply Lot 4 LiCausi Res T10175429 29624 C17 Roof Special 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:31 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-w2ZhrdG516LwsDT?PFHCBat3uZzvcl1 Lai gkH6zy6TM 1-6-8 i 7-6.8 15-11-6 i 23-4-a 2e-o' ao-10-d 1-6-8 6-0-0 8-4-14 7-5.2 48-0 2-10-0 0 d 4x4 = 14 3x4 = 5x8 = 4.00 12 3x4 = e" �10-ti 7�-8 17-9-8 28-0-8 230.10.8 i 1 6-0-0 10-3-0 10.3-0 ow 2-8-0 Plate Offsets (X Y)— f2:0-3-12,0-1-121. 14:0-2-0 Edgel. H3:0-2-12,0-2-81 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 2-14,7-10: 2x6 SP No.2 REACTIONS. (lb/size) 14=1088/0-8-0, 10=1186/0-4-0 Max Horz 14=422(LC 8) Max Uplift 14=-434(LC 8), 10=609(LC 8) Max Grav 14=1177(LC 13), 10=1306(LC 13) Scale = 1:70.5 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.68 Vert(LL) 0.35 12-13 >896 240 MT20 244/190 BC 0.80 Vert(TL) -0.83 12-13 >385 180 M18SHS 244/190 WB 0.98 Horz(TL) 0.19 10 n/a n/a Matrix -AS Weight: 200 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-13, 5-13, 6-12, 6-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=306/176, 2-3=-3299/1469, 3-5=-3388/1716, 5-6=1330/661 BOT CHORD 1-14=-204/349, 13-14=-406/267, 12-13=-685/1463, 10-12=-187/486 WEBS 2-14=-1207/674, 2-13=-1260/3017, 3-13=-424/431, 5-13=-1183/2037, 5-12=-843/657, 6-12=-572/1401, 6-1 0=-1 057/479, 7-1 0=-276/228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 14 and 609 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" 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. 10/03/2015 BEFORE USE. pat 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 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 Qty Ply Lot 4 LiCausi Res T10175430 29624 C18 Roof Special 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:32 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-OE732zHjoPTnUM2CzypRjnPBoyH7Lq?Uphalpazy6TL i 1-6-8 i 7-6.8 15-11� 23.4.8 i 30-10-8 r 1-6-B 6.0.0 6-4-14 7-5-2 7-6-0 4x6 = 13 3x4 = 5x8 = 4.00 F12 3x4 =f_m 1 7SA 184-8 284-8 30.10A 10-10-0 10-0-0 Plate Offsets (X,Y)— 12:0-3-12 0-2-41, 14:0-2-0 Edgel. f7:0-3-4.0-2-61, f12:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 7.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr YES WB 0.68 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 2-13,7-8: 2x6 SP No.2, 2-12: 2x4 SP No.2 REACTIONS. (lb/size) 13=1194/0-8-0, 8=1074/0-4-0 Max Horz 13=424(LC 8) Max Uplift 13=-488(LC 8), 8=-553(LC 8) Max Grav 13=1295(LC 13). 8=1190(LC 13) DEFL. in (loc) I/deft Ud Vert(LL) 0.40 11-12 >865 240 Vert(TL) -1.05 11-12 >334 180 Horz(TL) 0.22 8 n/a n/a Scale = 1:70.5 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 2-12, 5-12, 6-11, 6-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-313/184, 2-3=-3729/1660, 3-5=3816/1907, 5-6=1549/750, 6-7=474/260, 7-8=-1292/509 o BOT CHORD 1-13=-211/360, 12-13=-396/248, 11-12=-821/1734, 9-11=-319/759 WEBS 2-13=-13291722, 2-12=1444/3445, 3-12=-419/433, 5-12=1229/2176, 5-11=-858/649, 6-11=-525/1363, 6-9=-788/411, 7-9=-254/1087 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 13 and 553 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" 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 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/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 A Truss Truss Type Qty Ply ResT10175431 29624 C19BH Roof Special 1 1b Lt,tLiCausi Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 06 12:18:06 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-_fxjZQHiZft8BeFeKSSN2n8170e1 uysBbR0vNtzy511 1-6.8 7-6-6 15-11� 19-4-8 21-4-8 23-0-8 25-0-8 27-4-8 1 30.10-8 16.8 M. 8.4.14 3-52 2-0.0 2-0.0 3-SO THIS COMPONENT IS TO BE USED IN Scale = 1:73.7 CONJUNCTION WITH A RIGID DIAPHRAGM. 4x6 - THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 2x4 = WITH NEGLIGIBLE LATERAL DEFLECTIONS. 1x4 II 6 13 3x4 = 3x4 = 5x5 = 4.00 12 1-0A 10. 7-6-8 18-4-8 28A-8 30.10.8 1 6-0-0 10.10-0 10-0.0 2-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.80 BC 0.87 WB 0.68 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 14-15,15-16,16-17: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 "Except' 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 2-13,7-8: 2x6 SP No.2, 2-12: 2x4 SP No.2 REACTIONS. (lb/size) 13=119410-8-0 (min. 0-1-8), 8=1074/0-4-0 (min. 0-1-8) Max Horz 13=424(LC 8) Max Uplift 13=488(LC 8), 8=-553(LC 8) Max Grav 13=1294(LC 13). 8=1190(LC 13) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.4011-12 >865 240 MT20 244/190 Vert(TL)-1.0511-12 >334 180 Horz(TL) 0.22 8 n/a n/a Weight: 220 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12, 5-12, 6-11, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-313/184, 2-3=-3729/1660, 3-4=-3816/1889, 4-5=-3748/1907, 5-6=-1549/750, 6-7=-474/260, 7-8=-1292/509 BOT CHORD 1-13=211/360, 12-13=396/248, 12-28=82111734, 28-29=-821/1734, 11-29=-821/1734, 10-11=319/759, 10-30=-319/759, 30-31=-319/759, 9-31=-319/759 WEBS 2-13=-1329/722, 2-12=-1444/3445, 3-12=-419/433, 5-12=-1229/2176, 5-11=-858/649, 6-11=525/1363, 6-9=-788/411, 7-9=254/1087 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=488, 8=553. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r& 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 property incorporate this design into the overall HV It 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/TPIt 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 Lot 4 LiCausi Res ' T10175432 29624 D01 BH Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MTek Industries, Inc. Fri Jan 06 09:58:34 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-LdFgTflzKljVjgCa5NrvpCVdgm6zpnanG?3PuTzy6TJ 1 4-9 4-10-8 6-10-8 8-10-9 10-10-8 12-10-8 14-4-8 16-0-11 17-9-0 1-8$ 1-8-1 1-5-15 2-M 2-0-0 2-0-0 211 1 6 0 1$-0 1 B 8 THIS COMPONENT IS TO BE USED IN 4x4 = CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 8.00 12 1x4 II TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 1x4 II 2x4 II 1x4 II 4x6 = 5.82 12 3 4x10 n 13 g 1 4 I I 2 tx 1x4 IIO "i x I 32 33 1X4 II 1 a e e x5 II 12 35 36 11 37 13 3x4 = 3x4 = 3x8 = Scale = 1:35.7 6 1x4 II 1x4 II 4x8 = 4x10 6 0 7 w IR 1038 9 it a 3x4 = 3x4 = 5x5 II 8 3x4 = 15 8 1 3�-9 8-10-9 14-4-8 16 0-B 1 17-9-0 15-8 0- -0 1-8-1 5-5-15 55-15 1-8-0 5- 1-2-8 Plate Offsets (X,Y)— f3:0-5-4 0-2-01,f3:0-1-8.0-3-141,f4:0-1-8.0-0-81.f5:0-1-8,0-1-91.f5:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' 2-13,6-8: 2x6 SP No.2 REACTIONS. (lb/size) 13=646/0-8-0, 8=646/0-8-0 Max Horz 13=60(LC 31) Max Uplift 13=-596(LC 8), 8=-600(LC 5) Max Grav 13=647(LC 17), 8=647(LC 18) CSI. DEFL. in (loc) Vdefl Ud TC 0.45 Vert(LL) 0.10 11-12 >999 240 BC 0.27 Vert(TL) -0.09 11-12 >999 180 WE 0.42 Horz(TL) -0.01 8 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Except: 5-4-0 oc bracing: 34, 4-5 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=490/572, 3-4=-1060/1172, 4-5=-1060/1172, 5-6=-488/560 BOT CHORD 11-12=-462/415, 9-11=448/414 WEBS 2-13=-607/594, 2-12=-577/579, 3-11=-686/682, 4-11=334/296, 5-11 =-700/68 3, 6-9=-595/578,6-8=607/594 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 596 lb uplift at joint 13 and 600 lb uplift at joint B. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 66 lb up at 3-4-9, 76 lb down and 59 lb up at 5-54, 74 lb down and 59 lb up at 7-5-4, 69 lb down and 59 lb up at 8-10-8, 74 lb down and 59 lb up at 10-3-12, and 76 lb down and 59 lb up at 12-3-12, and 69 lb down and 66 lb up at 14-4-8 on top chord, and 25 lb up at 3-4-8 , 11 lb up at 5-5-4, 11 lb up at 7-5-4, 11 lb up at 8-10-8, 11 lb up at 10-3-12, and 11 lb up at 12-3-12, and 25 lb up at 14-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Not 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 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res r T10175432 29624 D01 BH Hip Girder 1 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: 1-3=-54, 3-5=-54, 5-7=54, 23-26=20 Concentrated Loads (lb) Vert: 12=10(F) 9=10(F) 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:34 2017 Page 2 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-LdFgTflzKljVjgCa5NrvpCVdgm6zpnanG?3PuTzy6TJ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 verity the applicability of design parameters and property incorporate this design Into the overall r� try 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 iviiTek` 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res + T10175433 29624 D02 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:34 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-LdFgTflzKljVjgCa5NrvpCVf5m6YpgknG?3PuTzy6TJ 1-8-8 3-4 6 8-10-8 14-4-7 16-0-B 17-9-0 1-8-8 1-7-14 5-6-2 5-5-15 1-8-1 1-8-8 Scale = 1:37.4 4x4 = ' 3x8 i 2 1 3x8 6 7 I� e e ` e 12 11 10 9 311 3x4 = 3x4 = 3x4 = 5x5 3x4 = 3x8 = 3x4 = 5x5 11 8 3-4-6 8- 0-8 -4- 6-0-8 -6 -9-0 1.6-8 0- -0 1-7-14 5-6-2 5-5-15 1-8-1 .6- 1-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.06 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 95 lb FT = O% 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 *Except* 2-13,6-8: 2x6 SP No.2 REACTIONS. (lb/size) 13=657/0-8-0, 8=657/0-8-0 Max Horz 13=-211(LC 6) Max Uplift 13=-582(LC 8), 8=582(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-447/508, 3-4=-510/520, 4-5=-510/520, 5-6=-449/509 BOT CHORD 11-12=428/420, 9-11=428/420 WEBS 2-13=-605/567, 2-12=-562/574, 3-12=-252/205, 4-11=-293/271, 6-9=-560/573, 6-8=-605/566 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 582 lb uplift at joint 13 and 582 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V gypsum sheetrock be applied directly to the bottom chord. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall /g� 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 ANSIITPI1 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 Qty Ply Lot 4 LiCausi Res r T10175434 29624 D03 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:35 2017 Page 1 ID:QtdibSJYBbgkRSI P5w4SG3zyP7u-pppCg?Jb5KrLLgnme4M8LQ1 tZAVXYJHxVfoyQvzy6Tl i 1-9-14 5-1-0 7-4 1-9-14 3-3-2 2-3-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 3-6: 2x6 SP No.2 WEBS 2x4 SP No.3 "Except' 1-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=162/0-8-0, 6=352/0-7-0 Max Horz 9=236(LC 8) Max Uplift 9=-51(LC 4), 6=-410(LC 8) Max Grav 9=162(LC 1), 6=355(LC 13) 3x4 i 3X4 = 1-9-14 5-1-0 7- 74-0 1-9-14 3-3-2 I9 d CSI. DEFL. in (loc) I/deft L/d TC 0.13 Vert(LL) 0.01 7-8 >999 240 BC 0.12 Vert(TL) -0.02 7-8 >999 180 WB 0.07 Horz(TL) -0.00 6 n/a n/a Matrix -AS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-337/421 Scale = 1:38.7 PLATES GRIP MT20 244/190 Weight: 66 lb FT = 0% 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 51 lb uplift at joint 9 and 410 lb uplift at joint 6. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and''/" gypsum sheetrock be applied directly to the bottom chord. 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 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 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 Qty Ply Lot 4 LiCausi Res } ` T10175435 29624 E01G Half Hip Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:36 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-HOMauKKDsezCz_MzCotNudal_ZkDHf84kJYVyMzy6TH 4-8-8 6-10.4 4-8-8 2-1-12 6X6 = 7X6 = 3 14 15 4 LX4 II rX0 — LX4 II 4X10 II Scale = 1:21.2 4.6-8 2-1-12 Plate Offsets (X.Y)— fl:0-4-8,0-2-91.f1:0-0-0,0-4-91.f2:0-3-3.0-2-121.13:0-3-0.0-2-71,f4:0-2-8.0-4-121.f6:0-4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 100 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=2601/0-8-0, 4=2944/0-7-4 Max Horz 1=120(LC 8) Max Uplift 1=-1217(LC 8). 4=-1544(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1142/558, 2-3=-1301/636, 3-4=-1188/610 BOT CHORD 1-7=-1132/2202, 6-7=-1 101 /2132 WEBS 3-6=-172/462, 4-6=-1459/2856, 2-7=-692/1536, 2-6=-1188/615 NOTES- 1) 2-ply truss to be connected together with 1Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1217 lb uplift at joint 1 and 1544 lb uplift at joint 4. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 140 lb up at 5-2-9, and 109 lb down and 136 lb up at 5-7-4 on top chord, and 1615 lb down and 771 lb up at 1-4-12, 1615 lb down and 771 lb up at 3-4-12, 85 lb down and 138 Ib up at 4-8-8, 38 lb down at 5-2-9, and 1618 lb down and 768 lb up at 5-4-12, and 45 lb down' at 5-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 i Vl is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p,niTek• 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 Lot 4 LiCausi Res T10175435 29624 E01 G Half Hip Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.U1U S Apr zU ZU16 Mi i eK Inaustnes, Inc. rn Jan Ub UV:bt$:Jb ZU1 f rage z ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-HOMauKKDsezCz_MzCotNudal_ZkDHf84kJYVyMzy6TH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-4=-54, 5-8=20 Concentrated Loads (lb) Vert: 6=-82(F) 14=-51(F) 15=-59(F) 16=-1615(B) 17=-1615(B) 18=-1643(F=25, B=-1618) 19=-29(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.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 i �• 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 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 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, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res • i T10175436 29624 VA1 GABLE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 I0 d 3X4 i 14-0-0 8.U1U S Apr zu zuib MI i eK industries, Inc. t-rl Jan Ub U`J:0tf:J0 ZUl / rage 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-HOMauKKDsezCz_MzCotNuda_lzoXHIz4kJYVyMzy6TH 4 6 52X4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (lb) - Max Horz 1=348(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 5 except 7=-302(LC 8), 6=-229(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=544(LC 13), 6=506(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-333/141 WEBS 2-7=380/368, 3-6=-300/293 Scale = 1:37.9 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Ot=lb) 7=302,6=229. 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 MTek® 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 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p q 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 Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 4 LiCausI Res - T10175437 29624 VA2 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 Y 0 d 3x4 i 12-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:37 2017 Page 1 I D: Qtd ib SJY8bgkRSl P5w4 S G3zyP7u-ICwy5gLscy53a8x9mVOcQr78xz7 hOD3EzzH3Vozy6TG LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=146/11-11-8, 4=181/11-11-8, 5=502/11-11-8 Max Horz 1=296(LC 8) Max Uplift 4=-115(LC 8), 5=-317(LC 8) Max Grav 1=146(LC 1), 4=266(LC 13), 5=580(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/107 WEBS 2-5=-401/391 42x4 II Scale = 1:32.7 PLATES GRIP MT20 244/190 Weight: 48 lb FT = O% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=115, 5=317. ®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 Mrrek® 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 y �• 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 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 Lot 4 LiCausi Res T10175438 29624 VA3 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 v v d 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:37 2017 Page 1 I D: Qtd ibS JY8b q kRS I P5w4 SG3zyP7 u-ICwy5gLscy53a8x9mVOcQr77Lz7CO DNEzzH 3Vozy6TG 10-0-0 10-0-0 2x3 II 3 ! 5 4 2x3 1x4 II 2x3 II LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:28.7 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% 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. REACTIONS. (lb/size) 1=155/9-11-8, 4=100/9-11-8, 5=426/9-11-8 Max Horz 1=243(LC 8) Max Uplift 4=-63(LC 8), 5=-269(LC 8) Max Grav 1=155(LC 1). 4=108(LC 13), 5=461(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-337/323 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 4 except (jt=lb) 5=269. ® 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 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 Lot 4 LiCausi Res i T10175439 29624 VA4 Valley 1 1 Job Reference (optional) East Coast Truss, 1-t. Pierce, FL 34946 v 0 d o.UIU s /1pr zu zu to ivit I ex inausiries, inc. rrl Jan uo ua:ooso zu I i raye I ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-DOUKJOLUNFEwCH WLKDvrz2fHZNT71gcNBd1 c1 Ezy6TF 7-6-13 7-6-13 2x3 II 3 2x3 II 2x3 ' 1x4 II 4 Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 31 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=155/7-6-5, 4=-67/7-6-5, 5=413/7-6-5 Max Horz 1=179(LC 8) Max Uplift 1=-11(LC 8), 4=72(LC 13), 5=-260(LC 8) Max Grav 1=155(LC 1), 4=42(LC 8), 5=447(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-335/328 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=260. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 r 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 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 Lot 4 LiCausi Res 4 � T10175440 29624 VA5 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:38 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-DOUKJOLUNFEwCHWLKDvrz2fJ1 NTzlh7NBdl cl Ezy6TF 4-9-13 4-9-13 2x3 i 2x3 II 2 3 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) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a file 999 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-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=149/4-9-5, 3=149/4-9-5 Max Horz 1=106(LC 8) Max Uplift 1=-42(LC 8), 3=-94(LC 8) Max Grav 1=149(LC 1), 3=161(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale=1:14.4 PLATES GRIP MT20 2441190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 Qty Ply Lot 4 l.iCausi Res • 11 T10175441 29624 VA6 Valley 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 06 12:19:28 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-bRujnTH8FsDV1 EWP7gwcM4XE6RrF6BoFSBuEF7zy5HT 2-0-13 2-0-13 Gr 0 2x3 i Scale = 1:7.7 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 0.05 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1 >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-P Weight: 5 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 2-0-5. (lb) - Max Horz 1=38(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 1, 2 Max Grav All reactions 250lb or less atjoint(s) 1, 2, 2, 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard ®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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 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 Lot 4 LiCausi Res + + T10175442 29624 VB1 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:39 2017 Page 1 I D:QtdibSJY8bgkRSl P5w4SG3zyP7u-hb2j WMM68ZMngR4YtwR4WGCXmsdU7EWQHmAZhzy6TE i 2-4-10 7-M 2-4-10 5-1-14 2x3 11 4 7 6 5 2x3 i 1x4 II 1x4 II 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC20141rP12007 Matrix-S DEFL. in floc) Ildefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-6-0. (lb) - Max Horz 1=227(LC 8) Max Uplift All uplift 100 lb or less at joints) 5, 7 except 6=212(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=300(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:26.0 Weight: 35 lb FT = O% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7 except (jt=lb) 6=212. ® 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 properly incorporate this design into the overall MOW ek' 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 'y'iT 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 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res a T10175443 29624 VB2 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:40 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-9nc5kiNkvtUeRbfkReyJ2TIaSB5JDbdgfxWjj67zy6TD 1-1-8 6-3-5 1-1 6 5-1-14 2x3 112 3x3 = 3 2x3 11 Scale: 1/2"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-S Weight: 22 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-3-5 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=185/6-2-13, 3=185/6-2-13 Max Horz 1=194(LC 8) Max Uplift 1=-16(LC 8), 3=-154(LC 8) Max Grav 1=185(LC 1), 3=224(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 3=154. 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 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 ANSII7PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 4 LiCausi Res r A T10175444 29624 VB3 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 v d 0 4-6-3 UXIU s Apr zu ZU10 Nit I etc Inciusrnes, Inc, rr1 Jan uo ua:oo:qu Gut / rage i I D:QtdibSJY8bgkRSIP5w4SG3zyP7u-9nc5kiNkvlUeRbfkReyJ2TIfoB9oDbdgfxWjj67zy6TD 2x3 11 2 3 2x3 f- 2x3 II Scale = 1:17.9 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6-3 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=144/4-5-13, 3=144/4-5-13 Max Horz 1=141(LC 8) Max Uplift 1=-19(LC 8). 3=113(LC 8) Max Grav 1=144(LC 1). 3=172(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 3=113. A 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 property Incorporate this design into the overall pp qq building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ryr 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 ANSIITPI11 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 Qty Ply Lot 4 LiCausi Res � � T10175445 29624 VB4 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:68:41 2017 Page 1 ID:QtdibSJY8bgkRSl P5w4SG3zyP7u-ezATx2OMgAcV3IEw?LTYbhHugaY4y2tptbFGeZzy6TC 3-0-12 3-0-12 2x3 G 2x3 II 2 2x3 11 3 Scale=1:13.1 I' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 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-S Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-12 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=90/3-0-6, 3=90/3-0-6 Max Horz 1=88(LC 8) Max Uplift 1=12(LC 8), 3=-71(LC 8) Max Grav 1=90(LC 1), 3=108(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 167II.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 pi e• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V'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 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 Lot 4 LiCausi Res 1 I T10175446 29624 VB5 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x3 -i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=42/1-6-15, 2=30/1-6-15, 3=11/1-6-15 Max Horz 1=41(LC 8) Max Uplift 1=6(LC 8), 2=-39(LC 8) Max Grav 1=42(LC 1), 2=39(LC 13), 3=23(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:41 2017 Page 1 I D:Qtd ibSJY8b gkRS I P5w4S G3zyP7u-ezATx2O MgAcV31Ew?LTYbhHwZaZTy2tptb FGeZzy6TC 1-7-5 1-7-5 Scale = 1:8.2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ®WARNING -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 R�• 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 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 City Ply Lot 4 LiCausi Res � J T10175447 29624 VD1 VALLEY 1 1 Job Reference 'optional) East Coast Truss, Ft. Pierce, FL 34946 6.U1 U s Apr ZU Zulu Mi I eK Industries, Inc. Fn Jan UB U9:bt3AZ ZU1 t Pagel ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-69kr800_RUkMhvp7Z3_n7ug46_v8hVTz6F?qA?zy6TB 1-2 8 2-2-0 1-2-8 2-2-0 Scale = 1:22.7 5.82 F12 3 5 4 3x4 = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 23lb FT=0% LUMBER- BRACING - 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 except end verticals. Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=206/2-2-0, 4=33/2-2-0 Max Horz 5=96(LC 8) Max Uplift 4=-149(LC 8) Max Grav 5=206(LC 1). 4=67(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=4.2psf; BCDL=6.0psf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=149. AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �r �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTe k• 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 ANSIITPI1 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 Qty Ply Lot 4 LiCausi Res � J T10175448 29624 VD2 VALLEY 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 O9:58:42 2017 Pagel ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-69kr800_RUkMhvp7Z3_n7ug4P_vEhVhz6F?qA?zy6TB -1-2-8 2-2-0 1-2-8 2-2-0 0 5 4 2x3 I I 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=206/2-2-0, 4=33/2-2-0 Max Horz 5=96(LC 8) Max Uplift 5=-10(LC 8), 4=-100(LC 8) Max Grav 5=206(LC 1), 4=55(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5, 4. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 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 I Job Truss Truss Type Qty Ply Lot 4 LiCausi Res T10175449 29624 VD3 Valley 1 1 Job Reference (optional) Last Coast I cuss, K. Pierce, FL 34946 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jan 06 09:58:42 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-69kr800_RUkMhvp7Z3_n7ug4U_v3hVuz6F?qA?zy6TB 2-2-0 2-2-0 2 3: 4 3 2x3 11 3x4 = Scale = 1:12.7 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 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-S Weight: 12 lb FT = 0% LUMBER- BRACING - 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=6912-2-0, 3=69/2-2-0 Max Horz 4=49(LC 8) Max Uplift 4=3(LC 8), 3=-61(LC 8) Max Grav 4=69(LC 1). 3=79(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 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 A� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For genera ' rim regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 Qty Ply Lot 4 LiCausi Res T10175450 29624 VM2 Valley 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x3 2-0-1 8.030 s Sep 29 2016 MiTek Industries, Inc. Fri Jan 06 12:20:31 2017 Page 1 ID:QtdibSJY8bgkRSIP5w4SG3zyP7u-FZBY??2fPD9Z5wgWJPZNQMe?HrL1NhOXxVe4zzzy5GU Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1 >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-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-11-9. (lb) - Max Horz 1=36(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 2 Max Grav All reactions 250 lb or less at joint(s) 1, 2, 2, 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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 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 Job Truss Truss Type Qty PlyTi".0"Reference 4 LiCausi Res • T10175451 29624 VM4 Valley 1 (optional) East Coast Truss, Ft. Pierce, FL 34946 2x3 S.UIu s Apr zU Multi MI I eK Inaustrles, Inc. I-ri Jan Vb UV:bb:43 ZUl / vage i I D:Qtd ibSJY8bgkRSl P5w4SG3zyP7u-aMH DM kPcCosD13OJ 6m VOg6N COOC7QyM6LvkN i Szy6TA 4-0-0 4-0-0 2x3 II 2 3 Scale = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-S Weight: 13 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING -- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=119/3-11-8, 3=119/3-11-8 Max Horz 1=85(LC 8) Max Uplift 1=-34(LC 8), 3=-75(LC 8) Max Grav 1=119(LC 1), 3=128(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=4.2psf; BCDL=6.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. WARNING -Verity 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 MTek® 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 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. WOW 6904 Parke East Blvd. Tampa, FL 36610 Symbols 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 qq.. and fully embed teeth. 0 -1a. For 4 x 2 orientation, locate plates 0-'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE -SIZE The first dimension is the plate 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: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For 4 wide truss spacing, individual lateral braces themselves ❑ WEBS 4zy may require bracing, or alternative Tor I �y w ❑ bracing should be considered. O 6 3. Never exceed the design loading shown and never d�a U stack materials on inadequately braced trusses. O� a0 4. Provide copies of this truss design to the building c7-8 c6a ce-6 E- designer, erection supervisor, property owner and BOTTOM CHORDS all other interested parties. 8 7 6 5 5. Cut members to bear tightly against each other. 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: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M!Tek� MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 ANSIRPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that 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. s•