Loading...
HomeMy WebLinkAboutTRUSSJul MiTek` RE: J35808 - Lot 277 Meadowood Lumber design � These truss des Mude Site Information: Customer Info: GHO Homes Project Name: Lot 277 Lot/Block: 277 Subdivision Address: Lot 277 Meadowood City: Ft. Pierce State: FL Name Address and License # of Structural Eni Name:-DDAAId T Ak& -CLI-0— Address: /./(� _;q s o City: ) ai- f f t t t Ci e General Truss Engineering Criteria & Design I Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 [All HeighII Roof Load: 45.0 psf s are in accordance with ANSI/TPI 1 section 6.3 rely on lumber values established by others. Model: Avalon Classic Meadow Wood MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 e'r of Record, If there is one, for the building. License #: b y (a ate: (Individual Truss Design Drawings Show Special n Program: MiTek 20/20 8.2 Speed: 160 mph Load: N/A psf This package includes 63 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. I Seal# I I Truss Name Date 1 1 T13739660 1 -CJ1 4/10/18 118 1 T13739677 1 -HJ3 4/10/18 12 1 T1 3739661 1 -CJ3 1 4/10/18 119 1 T13739678 1 -HJ7 1 4/10/18 1 13 1 T13739662 1 -CJ5 1 4/10/18 120 1 T13739 79 I -HJ16 1 4/10/18 1 14 1 T13739663 1-EJ2 1 4/10/18 121 I T13739680 -HJ49 1 4/10/18 15 1 T13739664 1- EA 1 4/10/18 122 I T13739681 A01 G 1 4/10/18 1 16 I T13739665 1 -EJ5 1 4/10/18 123 I T13739682 I A02 1 4/10/18 J 17 T13739666 1-EJ5A 1 4/10/18 124 1 T13739 83 1 A03 1 4/10/18 18 I T13739667 1 -EJ5T 1 4/10/18 125 1 T13739684 1 A04 1 4/10/18 1 19 I T13739668 1 -EJ7 1 4/10/18 126 1 T13739685 1 A05 1 4/10/18 1 110 1 T13739669 1 -EJ16 1 4/10/18 127 I T13739086 I A06 1 4/10/18 1 Ill I T13739670 1-EJ49 1 4/10/18 128 J T13739687 A07 1 4/10/18 1 112 I T13739671 1-EJ49A 1 4/10/18 129 I T13739688 A08 1 4/10/18 113 1 T13739672 1 --EJ75 1 4/10/18 130 1 T13739689 1 A09 1 4/10/18 1 114 I T13739673 1-EJ75A 1 4/10/18 31 T13739,6901 Al 0 1 4/10/18 115 I T13739674 1-EJ84 1 4/10/18 132 T13739,691 1 Al 1 1 4/10/18 116 I T13739675 1-EJ84A 1 4/10/18 133 1 T13739,6921 Al 1 4/10/18 1 117 1 T13739676 1 -HJ2 1 4/10/18 134 1 T13739693 1 Al 1 4/10/18 The truss drawing(s) referenced above have been prep; USA, Inc. under my direct supervision based on the pz provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is Feb IMPORTANT NOTE' The seal on these truss component desi that the engineer named is licensed in the jurisdiction(s) identified anc designs comply with ANSI/TPI 1. These designs are based upon par, shown (e.g., loads, supports, dimensions, shapes and design codes), given to MiTek. Any project specific information included is for MiTe{ file reference purpose only, and was not taken into account in the prel these designs. MiTek has not independently verified the applicability parameters or the designs for any particular building. Before use, the should verify applicability of design parameters and properly incorpors into the overall building design per ANSI/TPI 1, Chapter 2. 3 by MiTek '' "f qI.* /q4e i��i Meters • 39380 try 28, 2019. Ins is a certification that the �� '. STATE OF �• �/® meters ich were �•�T'•.�` P,.� ��� ���,, customers �,,, ss/O N %ron ahau of f the design A1- wilding designer Thomas A. Alban] PE No.39380 e these designs MiTek USA, Inc. FL Cert 6634 n 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 /`�, Albani, Thomas 1 of 2 Y C + . RE: J35808 - Lot 277 Meadowood Site Information: Customer Info: GHO Homes Project Name: Lot 277 Model: Avalon Classic Lot/Block: 277 Subdivision: Meadow Wood Address: Lot 277 Meadowood City: Ft. Pierce State: FL No. Seal# Truss Name Date 135 1 T13739694 1 Al 4/10/18 136 I T13739695 I A15 1 4/10/18 137 1 T13739696 1 Al 1 4/10/18 1 138 I T13739697 I A17 1 4/10/18 139 1 T13739698 1 Al 1 4/10/18 140 I T13739699 I A19 1 4/10/18 141 1 T13739700 1 A20 1 4/10/18 142 I T13739701 I A21 1 4/10/18 143 J T13739702 1 A22 1 4/10/18 144 1 T13739703 1 A23 1 4/10/18 145 1 T13739704 1 A24 1 4/10/18 146 J T13739705 1 A25 1 4/10/18 147 1 T13739706 1 A26G 1 4/10/18 148 1 T1 3739707 1 BO1 G 1 4/10/18 149 1 T13739708 1 B02 1 4/10/18 150 1 T13739709 1 B03 1 4/10/18 151 1 T13739710 1 B04 1 4/10/18 152 1 T13739711 1 B05G 1 4/10/18 153 1 T13739712 1 CO G 1 4/10/18 154 1 T13739713 1 DO 1 4/10/18 155 1 T13739714 1 D02 1 4/10/18 156 1 T13739715 1 D03 1 4/10/18 157 1 T13739716 1 D04G 1 4/10/18 158 1 T13739717 1 MV2 1 4/10/18 159 1 T13739718 1 MV2A 1 4/10/18 1 160 1 T13739719 1 MV2B 1 4/10/18 161 J T13739720 1 MV2C 1 4/10/18 162 1 T13739721 1 MV2D 1 4/10/18 1 163 1 T13739722 1 MV4 1 4/10/18 2of2 I Job Truss Truss Type City Ply Lot277 Meadowood T13739660 J35808 —CJ1 JACK -OPEN 18 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 SX1U s Feb 1z 20its Mi I ex industries, inc. I ue Apr 1U i2:52:26 201 d rage i ID: OzOEfHnMVNaUwbMujnL80yhM15-OGgmY3V4BFzEJwEMmywg_EgGfBwY8HfgH?5jJbzS6iZ -2.0-0 -0-2-8 1-0-0 1-9-8 0-2-8 1-0-0 Scale = 1:9.5 3 6.00 12 2 om' 1 x4 I o ao 0 Q� Q 4 1x4 II Qo �o N 3x3 = o 1x4 II 1-0-0 Plate Offsets (X.Y)— f1:0-2-4.0-0-81.12:0-1-4,0-1-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb _ FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-39/Mechanical, 2=34010-8-0, 4=-67/Mechanical Max Horz 2=113(LC 9) Max Uplift 3=-39(LC 1), 2=-324(LC 9), 4=-69(LC 13) Max Grav 3=62(LC 9), 2=352(LC 13), 4=97(LC 9) FORCES. (lb) -Max. Comp./Max. Teri -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3 Opsf; h=16ft; B=soft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord Jive load nonconcurrent with arty other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wfthstanding 100 lb uplift atjoint(s) 3, 4 except Qt=lb) 2=324. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 AWARNING - 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 proderly incorporate this design into the overall m building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onlyl Additional temporary and permanent bracing A iTek' is always required for stability and to prevent collapse.with possible personal injury and property damage. Olor 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 2231j4. Tampa, FL 36610 r1 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739661 J35808 —CJ3 JACK -OPEN 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.Y1U s I-eb 1z Zulu MI I etc Inaustnes, Inc. I ue Apr 1u 12:52:27 zuiu rage 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-sTD81P WiyZ55x4pYJg 1 vWSNRPaGrtkuzwfrGrl zS6iY -2-0-0 -0-2-0 3-M 1-9-8 -2 3-0-0 Scale = 1:14.6 3 6.00 12 m d m lx4 II 2 1x4 II 4 Q° N 1 3x3 = d W II 3-0-0 3-0-0 Plate Offsets (X,Y)— 11:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 4-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical Max Horz 2=166(LC 9) Max Uplift 3=-40(LC 5), 2=-277(LC 9), 4=-43(LC 5) Max Grav 3=71(LC 13), 2=328(LC 1), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3 Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Iend vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rou h handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas; vhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6)Rrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=277. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING -Verily 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 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 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 2231A. _ Tampa, FL 36610 0 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739662 J35808 —CJ5 JACK -OPEN 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34U4B 8.210 s re0 IG 2018 11u 1 erc uluubuleb, Inc. I ue Api I 12.54.21 cv 18 rage I ID:FOzOEtHnMVNaUwbMujnL80yhM15-sTDBIP WiyZ55x4pYJg 1 vWSNRPaB5tkuzWfrGrl zS6iY -2-0-0 9-2$ 5-0-0 1-9-8 -2 5-0-0 Scale = 1:19.5 3 6.00 12 • M d N 2x4 = N 1x4 II 2 M �I 1x4 If 6 tf• 4 1 1x4 II 5-0-0 Ss_n Plate Offsets (X Y)— 11:0-2-4 0-0-81 12.0-1-8 0-1-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) 0.07 4-10 >828 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-10 >993 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT.CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=137/Mechanical, 2=397/0-8-0, 4=55/Mechanical Max Horz 2=220(LC 9) Max Uplift 3=98(1_C 9), 2=308(LC 9), 4=-79(LC 5) Max Grav 3=152(LC 13), 2=397(LC 1). 4=89(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;fend vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandL 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=308. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ® WARNING - Verily 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 propirly incorporate this design into the overall bet 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 ANSIITPII Ouality 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 277 Meadowood I T13739663 J35808 —EJ2 JACK -OPEN 2 1 Job Reference o tional East Coast I fuss, f-L Pierce, rL 3494b i 8.2iO s reo 12 zu its NII i eK Inausmes, Inc. i ue mpr tu-tcoc.0u cu io rage t I D: FOzOEf HnMVNa UwbMuj nL80yh MI5-G2vHNQYbF UTfoYY7?obc84?xfo G?45eQ Cd3wS MzS6iV -2-M 0-2- 2-1-4 1-9-8 -2-82-1-4 Scale = 1:12.3 3 6.00 12 q 2xJ = q N r' 1x4 II 2 q 4 1x4 II 1 fl 1 a Plate Offsets (X,Y)— 11:0-2-4.0-0-81.12:0-3-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = 0% 'LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=26/Mechanical, 2=310/0-8-0, 4=-7/Mechanical Max Horz 2=141(LC 9) Max Uplift 3=15(LC 5), 2=239(LC 9), 4=-7(LC 1) Max Grav 3=35(LC 13), 2=319(LC 13), 4=40(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3. psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;lend vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an' other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandl(Ig 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=239. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ®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 isi for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.I Additional temporary and permanent bracing 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 22311. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood I T13739664 J35808 —EJ3 JACK -OPEN q 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1x4 II I 6.z1U s reD 1z zU16 mi I eK in( I D:FOzOEfHnMVNaUwbMujnL60yhM15-G2vHNQl •2-M -2- 3-0-0 1-9-8 -2 3-0-0 3 6.00 12 2x4 = 1x4 I 2 4 N d 1x4 II 3-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 4-10 >999 "180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - Inc. I ue tkpr -I u -I G:Dz:Ju zin c, rage I Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 17 lb FT = O% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=328/0-3-0, 4=17/Mechanical Max Horz 2=166(LC 9) Max Uplift 3=-40(LC 5), 2=-277(LC 9), 4=-43(LC 5) Max Grav 3=71(LC 13), 2=328(LC 1), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; nd vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=277. 1 8 Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 10,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 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 1 V t iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. F9r 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. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22311. Tampa, FL 36610 Truss Truss Type Qry Ply Lot277 Meadowood rJoo t T13 739665 J35808 —EJ5 JACK -OPEN 35 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1-9-8 6.00 12 2x4 = 1x4 II 2 o Q. 1x4 II 6 6• o• r FI 1x4 II 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:32 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-CQ11 o6am5jN1 rhV6Dd4DV4H8buGX?8igxY1 WFzS6iT 5-0-0 5-0-0 3 4 Scale = 1:19.5 LOADING (psf) SPACING- 2-0-0 CSI. ( DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-10 >993 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=137/Mechanical, 2=39710-8-0, 4=55/Mechanical Max Harz 2=220(LC 9) - Max Uplift 3=-83(LC 9), 2=-211(LC 9) Max Grav 3=164(LC 13), 2=41O(LC 13), 4=89(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf; BCDL=3 Opsf; h=16ft; 6=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;lend vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas iNhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=211. 1 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 isl 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 my design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.I Additional temporary and permanent bracing fy3iTek• 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 Joo Truss Truss Type City Ply Lot 277 Meadowood r T73739666 J35808 -EJ5A HALF HIP SUPPORTED 2 1 Job Reference o liana/ East Coast Truss, Ft. Pierce, FL 34946 1-9-8 4x4 = 3 2x4 = 6.00 12 tx4 II 2 M 0 1X4 II 76� 1 6.210 s Feb 1z Zulu MI I eK moustnes, Inc. I ue Apr lu 1Z:bZ:33 Zulu rage 1 I D: FOzO EfHn M VN aUwb MujnL80yhM15-gd bPOSaTYP rEf?Gigw8J mjdVQ?JrGS 3sual a3hzS 6i S 4-0-12 4-0-12 0-11-4 44 = 5 62x4 11 Scale = 1:15.4 8 7 1x4 II 2X4 II 1x4 II , 4-0-12 I 4-0-12 Plate Offsets (X.Y)— I1:0-2-4,0-0-81, 12:0-0-8,0-1-81, 12:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 1 _ n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 1 n/r 120 -BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 30 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 *Except* 1-10: 2x4 SP No.2 REACTIONS. All bearings 5-0-0. (lb) - Max Horz 2=150(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 9, 8 except 2=-238(LC 8) Max Grav All reactions 250 lb or less at joint(s) 7, 9, 8 except 2=328(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;lend vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind ( ormal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 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 1 DO lb uplift at joint(s) 7, 9, 8 except (jt=lb) 2=238. Thomas A. Albani PE No.39380 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENC4 PAGE MII.7477 rev. 10/07/2015 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 MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. Fir general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314i Tampa, FL 36610 Job r Truss Truss Type City • Ply Lot 277 Meadowood T13739667 J35808 —EJ5T JACK -OPEN 7 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1-9-8 U-2-8 2-8-0 6.00 12 2x4 = 1x4 12 M �I J 1x4 II 6 0 6 g 1 rt d 1x4 II � 2-8-0 r 280 o.L Iu s reu IL Lu 10 Nn I eR 1r1UUDeles, 1116. 1 UC MPI lu 14-4.00 Gu IV F090 , Ea_1 N Q9d nkZf EyGOD2-gd bPOS aTYPrEf7Gigw6Jmjd PRHrGSzsuala3hzS6iS 5-0-0 2-4-0 Scale=1:19.5 4 3x6 II 0 3 m N 5 0 � d 6 1x4 II Plate Offsets (X Y)— f1:0-2-4 0-0-81 f2:0-1-8 0-1-01 f3:0-1-80-3-121 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.75 Vert(LL) 0.08 6 >735 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.14 6 >429 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=168/Mechanical, 2=401/0-8-0, 5=28/Mechanical Max Horz 2=220(LC 9) Max Uplift 4=80(LC 9), 2=21O(LC 9) Max Grav 4=200(LC 13), 2=414(LC 13), 5=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ly 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (it=lb) 2=210. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCC-i 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 property incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 223141 Tampa, FL 36610 Jo 1 Truss Truss Type City Ply Lot 277 Meadowood T13739668 J35808 -EJ7 JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1-9-8 0-'2-8 6.00 12 4x411 = x4 II 5 1 d 1x4 II b.ZIU s Fel) 1Z Zulu Mi t etc innusmes, Inc. i ue Apr lu IZ:DC:3q ZU 10 rage t I D:FOzOEfHnMVNaUwbMujnL80yhM15-9p8nDob5Jiz5H9ruEefYJw9aNPSo?vd?7E18b7zS6iR 7-0-0 7-0-0 Scale:1/2"=l' 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 4-10 >754 240 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.25 4-10 >331 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - 4 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=205/Mechanical, 2=478/0-8-0, 4=86/Mechanical Max Horz 2=274(LC 9) Max Uplift 3=131(LC 9), 2=-218(LC 9) Max Grav 3=244(LC 13), 2=495(LC 13), 4=129(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; i 'end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=131.2=218. 1 Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Celt 6634 ' 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r �• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. 'iAddillonal temporary and permanent bracing iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. Fo( 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.i Tampa, FL 36610 Job Truss Truss Type City Ply Lot277 Meadowood T13739669 J35808 —EJ16 JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 0 1x4 II -2-0-0 1-9-8 0.4I V 5 reO 1L LV 16 IVII r etc 1nUO5I1re5, 1110. I UC Mln IV rL.DG.— GV 10 rGyc I I D:FOzOEfHnMVNaUwbMujnL80yhM15-KfnWzlXKjsDxZEOktNY83fvc9_b_cB871JapNUzS6iX rO-2-8 1.6-0 0-2-8 1-6-0 3 2x4 = 6.00 12 1x4 I( 2 / N 4 I I 1.6-0 I . r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 10 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 10 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER- BRACING - Scale = 1:10.8 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=278/Mechanical, 4=0/Mechanical Max Horz 3=593(LC 1), 4=634(LC 9) Max Uplift 3=180(LC 9) Max Grav 3=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-542/652 BOT CHORD 2-4=5961634 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3. psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or roug(i handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas v there a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=180. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 HV 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 ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.I Tampa, FL 36610 y Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739670 J35808 —EJ49 JACK -OPEN 1 1 Job Reference I tional East Coast Truss, Ft. Pierce, FL 34946 1 ID:FOzOEfHnMVNa -2-0-0 -2- 4-9-0 1-9-8 -2- 4-9-0 6.00 12 ab N 2x4 = 1x4 II 2 1x4 II 6 0 6• 6. N ' a 1x4 II 6.zlu s FeD Iz zUIC MI IeK mausrnes, Inc. I ue Apr iu Iz:oz:3-I zulo rage l Uwb Muj nL80yh M IS-kETfbmZDOn b WQ h7JY W6rh I X6 P CZgpYuZRHp U_ozS6iU 3 4 Scale=1:18.9 Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-1-12 0-1-0 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 0.55 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=128/Mechanical, 2=387/0-8-0, 4=51/Mechanical Max Horz 2=213(LC 9) Max Uplift 3=77(1_C 9), 2=-211(LC 9) Max Grav 3=153(LC 13), 2=400(LC 13), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Op5f; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Il; Exit C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas v fhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstandlrlg 100 lb uplift at joint(s) 3 except (jt=lb) 2=211. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 p p iTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.I Tampa, FL 36610 Truss Truss Type Qty Ply Lot277 Meadowood T13739671 rJ35808 -EJ49A JACK -OPEN TRUSS 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.00 12 ZKO- ti.zi V 5 reD -IZ ZVI0 IVII I eK Inuubule5, mu. I ua P% I V IL:OG:OG LV Io rays I ID:AC7XF5ZNyEa_pNQ9dnkZfEyGOD2-CQ 11 o6am5jN 1 rhV6Dd4DV4GhbtJX?8igxY1 WFzS6iT 2 3 Scale = 1:16.4 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 0.58 Vert(LL) 0.04 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 3-6 >882 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=211/0-8-0, 2=143/Mechanical, 3=68/Mechanical Max Horz 1=127(LC 9) Max Uplift 1=-38(LC 9), 2=-95(LC 9), 3=-9(LC 9) Max Grav 1=220(LC 13), 2=169(LC 13). 3=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rout the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ar 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 1sf; h=16ft; B=60ft; L=449ft; eave=46ft; 1d vertical left and right exposed; Lumber handling and erection conditions. It is other live loads. sere a rectangle 3-6-0 tall by 2-0-0 wide 3 100 lb uplift at joint(s) 1, 2, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE Mll-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 prope`ly Incorporate this design into the overall R■���.pY■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. (dditional temporary and permanent bracing f{ff iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739672 J35808 —EJ75 JACK -OPEN GIRDER 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:35 2018 Page 1 1-9-8 -2- 2-1A 5-3-12 Scale = 1:18.6 4x4 = 5x5 = 3 4 5 6.00 12 4x6 II " 3x4 = ° tx4 II 2 Mi R (� 1x4 II d 7 2x4 II 4x4 = 1 1x4 II cs 1x4 II 1x4 II 1x4 II 1x4 II 0-8-0 1-6-0 2-1-4 7-5-0 0-8-0 0-10-0 0-711 5-3-12 Plate Offsets (X,Y)- 11:0-2-4,0-0-81.12:0-2-0,0-0-21.I2:0-1-0,0-9-31 I4:0-1-8.0-2-121 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 51 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=595/0-8-0, 4=186/MechanicaH6=51[Mechanical Max Horz 2=144(LC 9) Max Uplift 2=-365(LC 9), 4=-114(LC 5) Max Grav 2=672(LC 36), 4=215(LC 18), 6=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-361/117, 3-4=-316/104 BOT CHORD 2-7=-112/292 WEBS 4-7=107/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 2=365,4=114. 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) 84 lb down and 35 lb up at 2-1-4 on top chord, and 147 lb down and 117 lb up at 2-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). L)Dead+OAD Standard Thomas A. Albani PE No.39380 Roof 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FLCert6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 P Vert: 1-3=-70, 3-4=-70, 4-5=-30, 6-14=-20 Date: April 10,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not my 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. Fodgeneral guidance regarding the MiTek 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.I 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739672 J3580B —EJ75 JACK -OPEN GIRDER 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-38(F) tutu s FeD iz zuitf Nil I etc Inausines, Inc. I ue Apr lU iz:oz:3D zu to rage z I D:FOzOEfHnMVNaUwbMujnL80yhM15-d?iARBcj406yuJQ4nLAnr8iozpuFkLN9Munh7azS6iQ 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 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 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. dditional temporary and permanent bracing �i'r'�k° is always required for stability and to prevent collapse with possible personal Injury and property damage. Forlgenerat guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Oual�ty 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 04 Job Truss Truss Type Oly Ply Lot 277 Meadowood T13739673 J35808 —EJ75A JACK -OPEN 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 -2-0-0 -2 ' 1-5 8 2-4-0 ts.ziu s t-eD iz zuits NO i eK inausmes, inc. i ue Apr iu -1 2a2a6 2018 rage i I D:FOzOEfHnMVNaUwbMujnL80yhM15-5CGYeUdLgKEpWi?HL3i00LFOgDIETIII bYWFfOzS6iP 3-8-7 -1-4 7-5-0 1-9-8 0-2- 1-5-8 0-10-8 1-4-7 -4-13 3-3-12 4x4 = Scale = 1:22.0 3x4 = 4 5 6 6.00 12 3x4 i co 3x6 II 3 N M L' N 2x4 — M 1x4 11 os 2 M h 1x4 II G- g 1 9 8U Li G 6, — 1x4 13x8 = 1x4 II 1 1x4 I 7 4 4x8 — 1x4 11 11 10 1x4 II 1x4 II , 1x4 I 1 4 II 0-8-0 1-5-8 2-4-0 2-11- 3-8-7 7-5-0 -8- 00 0-9-8 0-10.8 0-7-7 0-9-03-3-12 Plate Offsets (X,Y)—I1:0-2-4.0-0-81.I2:0-1-4,Edael.f2:0-1-4,0-9-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 21 >999 240 $0 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 57 lb FT = 0% LUMBER- BRACING - TOP 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 7-8 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=205/Mechanical, 2=574/0-8-0, 7=28/Mechanical Max Horz 2=198(LC 9) Max Uplift 6=-95(LC 5), 2=294(LC 9) Max Grav 6=205(LC 1), 2=594(LC 13), 7=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-338/240 WEBS 3-12=-324/224, 3-8=-244/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas mhere,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) 6 except Qt=lb) 2=294. l Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ' WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and 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 i V I iTe k� is always required for stability and to prevent collapse with possible personal injury and property damage. For beneral 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. 1 1 Tampa, FL 36610 X Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739674 J35808 -EJ84 JACK -OPEN GIRDER 2 1 Job Reference o tional East Coast Truss, Ft. Fierce, FL'34946 1-6-0 1-9-8 d-2-tt 1-0-0 4-0-0 o.L iv 5 reU iz zu Io ivit l uK rnuuDe ,u". ,u. nPr - ic. .' c '. ray. i 2-10-0 5 Scale = 1:20.6 4x6 = 4x4 = r? 3 1 N m 6.00 12 4xB II � N 4x4 = M ' 1x4 II 2 ar �I 1x4 II N G �' _8Ll 7 1x4 II 1x4 II ri• Q. 1 d 1x4 II 4x4 = 1x4 II 6 tx4 II 1 x4 11 1 x4 11 6-6-8 0-8-0 1-6-0 -9 5-6-0 8 -0 0-8-0 0-10-0 -3 3-8-8 2-10-0 Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-2-4 0-0-2 2:0-0-4 Ed a 6:0-1-4 0-2-0 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 0.61 Vert(LL) 0.08 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.12 7 >829 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 5 1D_8 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=107/Mechanical, 2=796/0-8-0, 6=1 91 /Mechanical Max Horz 2=202(LC 9) Max Uplift 5=-72.(LC 33), 2=-562(LC 9), 6=-68(LC 5) Max Grav 5=130(LC 13), 2=837(LC 36), 6=191(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/226, 3-4=-437/191 BOT CHORD 2-8=-232/384, 7-8=-246/417, 6-7=-250/424 WEBS 4-6=-440/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 2=562. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 318 lb up at 1-6-0 on bottom chord. The design/selection of such connection device(s) is the responsi�)ility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.38380 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-3=-70, 3-4=-70, 4-5=-70, 6-16=-20 6904 Parke East Blvd. Tampa FL 33810 Concentrated Loads (lb) Vert: 8=-204(B) Date: April 10,2018 ®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 i �• 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Qual{ty 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 277 Meadowood T13739675 J35808 —EJ84A JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.21U s Feb 12 2u18 MI I ek Indusines, Inc. I ue Apr 1U 12:52:58 2U18 rage 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-1 a0139ecMxUXlm9rrUkUTmKJ3OtNxi4b2s?LkuzS6iN -2-0-0 -2 3-6-0 7-M 8-4-0 1-9-8 -2- 3-6-0 4-0-0 0-10-0 Scale = 1:20.6 4 4 = 5x5 = 5 3 6.00 12 _ � M 3x8 I I m 3x4 7= N d 1x4 II 2 XI 0 0 �I tx4 II d s 7 d. 1x4 II 1 tx4 II 1x4 II 1x4 I 6 1x4 II 1x4 II 1x4 II 6-6-8 0-8-0 3-6-0 7-" 8-0-0-3-81 0-8-0 0-10-0 2-0-0 4-0-0 0-10- Plate Offsets (X.Y)— 11:0-2-4 0-0-81 12:0-1-12.0-0-21,12:0-0-4.Edoel 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 0.52 Vert(LL) 0.20 7-8 >505 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.27 7-8 >368 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.11 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 51 lb FT = O% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 8 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=170/Mechanical, 2=608/0-8-0, 6=1 11 /Mechanical Max Horz 2=202(LC 9) Max Uplift 5=-61(LC 5), 2=-303(LC 9), 6=-51(LC 9) Max Grav 5=174(LC 13), 2=620(LC 13), 6=111(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; 13CDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 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, 6 except Qt=lb) 2=303. 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 far 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 rgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; MiTek° 6904 Parke East Blvd. Tampa, FL 36610 April 10,2018 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739676 J35BOB -HJ2 DIAGONAL HIP GIRDER 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-9-1: 2-7-11 1,1__1_____,� 2x4 = ts.zlusren tzzuiumitercmausmes,mccw c. iuempr iv toanto raye r I D: FOzOEfHn M VN aUwb Mujn L80yh MI5-Vnyg GVf E7 FcONwkrO BFjO_sZfQLog9bkHWvG LzS6iM 2-10-15 i 2-10-15 Scale = 1:14.5 4 5 2x4 11 /(9 I 4.24 r 2 15 2x4 = tx4113 2 7 o• o• d 2x4 11 6 B ADEQUATE SUPPORT REQUIRED 2x4 II 2-10-15 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 7-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.01 7-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=49/Mechanical, 3=330/0-8-0, 8=0/Mechanical Max Horz 3=316(LC 17), 8=-316(LC 17) Max Uplift 7=-56(LC 9), 3=-162(LC 9) Max Grav 7=113(LC 30), 3=368(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=171/353, 2-3=-175/379 BOT CHORD 1-8=-316/173 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 3=162. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 136 lb up at 1-3-15, and 122 lb down and 136 lb up at 1-3-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-30, 6-12=-20, 8-9=-20 Concentrated Loads (lb) Vert: 15=115(F=58, B=58) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ce106634 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Vat valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 'r`y l.!C° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739677 J35808 -HJ3 DIAGONAL HIP. GIRDER 2 _ 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1x4 11 3 2 2x4 = 8 3x4 11 6.21 U s Feb 12 2u16 MI I ex Inaustries, Inc. I Ue Apr 1 U 1 Z:W:41.1 ZU10 rage i ID: FOzOEfHnMVNaUwbMujnL80yhM15-zzW2UrgsuYkF?4J2avmyYBPi IgfgPcnuVAUSonzS6iL 4-2-3 a-7-a 4.24 [12 3x4 =I 15 ao-6 Scale = 1:16.7 4 5 2x4 I j 16 7 0 6 2x4 11 LOADING (psf) SPACING- 2(.)20 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 15 TC 0.35 Vert(LL) -0.04 7-14 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.03 7-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 24 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=100/Mechanical, 3=28710-3-8, 8=0/Mechanical Max Horz 3=402(LC 14), 8=-383(LC 17) Max Uplift 7=-152(LC 9), 3=-320(LC 9) Max Grav 7=163(LC 28), 3=483(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/411, 2-3=-261/441 BOT CHORD 1-8=-383/264 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3. psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=152, 3=320. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentratgd load(s) 123 lb down and 138 lb up at 1-3-15, and 123 lb down and 138 lb up at 1-3-15 on top chord, and 147 lb down and 96 lb up at 1-3-15, and 147 lb down and 96 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to .the face of the truss are noted as front (F)i or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-30, 6-12=-20, 8-9=-20 Concentrated Loads (lb) Vert: 15=115(F=58, B=58) 16=106(F=53, B=53) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 69D4 Parke East Blvd. Tampa FL 33610 Date; April 10,2018 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 `s building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Ai dditional temporary and permanent bracing Ni iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. Fort 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. 11 — Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739678 J35808 —HJ7 DIAGONAL HIP GIRDER 2 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 6.21U s FeD 12 Zult} MI t etc InausineS, Inc. I ue Apr lu 1Z:oz:4Z Zulu rage 1 2-7-11 0 '2 �4 5-1-9 4-8-8 ' 2x4 11 Scale = 1:29.0 5 6 4.24 12 20 3x4 4 v 19 � 3x4 = tx4 II 18 2 3 jjj 10 ss c� 21 22 9 23 8 1 'i o 3 1x4 II x6 = 7 d 3x4 = ADEQUATE 11 SUPPORT 1x4 II REQUIRED _Nr9 5.1-9 9-10-1 i 0-1-9 5-1-9 1 4-8-8 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 0.38 Vert(LL) -0.06 9-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.05 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 53 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=526/0-10-15, 8=498/Mechanical, 10=0/Mechanical Max Horz 3=497(LC 14), 10=-384(LC 17) Max Uplift 3=494(LC 9), 8=-408(LC 9) Max Grav 3=775(LC 29), 8=547(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/412, 2-3=-291/443, 3-4=-936/657 BOT CHORD 3-9=-647/785, 8-9=-647/785, 1 -11 =-384/293, 10-11=384/293 WEBS 4-8=-808/697 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=494, 8=408. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 138 lb up at 1-3-15, 123 lb down and 138 lb up at 1-3-15, 103 lb down and 84 lb up at 4-1-14, 103 lb down and 84 lb up at 4-1-14, and 160 lb down and 161 lb up at 6-11-13, and 160 lb down and 161 lb up at 6-11-13 on top chord, and 93 lb down and 96 lb up at 1-3-15, 93 lb down and 96 lb up at 1-3-15, 13 lb down and 53 lb up at 4-1-14, 13 lb down and 53 lb by at 4-1-14, and 39 lb down and 95 lb up at 6-11-13, and 39 lb down and 95 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1 Thomas A Albani PE No.38380 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-5=-70, 5-6=-30, 7-15=-20, 10-12=-20 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 I Vert: 18=115(F=58, B=58) 20=-75(F=-38, B=-38) 21=106(F=53, B=53) 22=6(F=31 B=3) 23=54(1`=-27, B=-27) Date: April 10,2018 WARNING - Veri/y desfgn 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 fob 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'(• is always�required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 r Job Truss Truss Type Qty, Ply 'T13739679 LtMlAeaclowood J35808 -HJ16 DIAGONAL HIP GIRDER 2 1b Reference o tional teal coast i russ, rr. rierce, rL saavo o.c m s rviar is a io rvu i erc mausmes, mc. i ue mpr iv Novo;- zu io rage i ID:FOzOEfHnMVNaUwbMujnL80yhM15-rsamQJ8gfNIddXAI?68ZGC7Belf1vPP4Wniw 9zS4ix 2-9-15 -o-z-a z-o-11 2-7-11 2-4 2-0-11 Scale = 1:13.0 4 14 4.24 12 3x4 = 1411 3 0 2 M d 5 cb 1 0 ADEQUATE SUPPORT REQUIRED 2x4 = 71x4 II -0-1-2 - 2 2-0-11 0-1- 2-0-11 0-1-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-7/Mechanical, 3=342/0-8-0, 5=-4/Mechanical, 6=-0/Mechani I Max Harz 3=287(LC 1), 6=-287(LC 1) Max Uplift 4=-63(LC 14), 3=-145(LC 4), 5=-19(LC 14) Max Grav 3=342(LC 1). 5=6(LC 3) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-143/332, 2-3=-147/353 BOT CHORD 1-7=-287/141, 6-7=-287/141 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 4, 145 lb uplift at joint 3 and 19 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb up at 1-3-15, and 108 lb up at 1-3-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as.front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-11=-20, 6-8=-20 Concentrated Loads (lb) Vert: 14=95(F=47, B=47) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 fo�I 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. ANitional 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 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. Ir Tampa, FL 36610 ob Truss Truss Type Oty Ply Lot 277 Meadowood T13739680 111"35808 —HJ49 DIAGONAL HIP GIRDER 1 1 Job Reference (opt East Coast Truss, Ft. Pierce, FL 34946 ,-2-9-15 4.24 3x4 = 16 1x4 II 3 2 8 S 18 N Q' 1 d ADEQUATE d SUPPORT 2x4 = 9 REQUIRED 1x4 II 8.210 s heb 12 ZU18 MI I eK Industries, Inc. I ue Apr lU 12:52:41 Lu1 b rage 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-R94RhBhUfss5cEuEBcHB5PygzE?t8331kgEOLDzS6iK 5-8 6-7-14 i i-8 3-1.6 3x4 % Scale = 1:21.7 4 5 17 m N N J 19 7 d 6 3x4 11 6-7-14 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 0.55 Vert(LL) -0.08 7-15 >958 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.09 7-15 >845 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 33 Ito FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=230/Mechanical, 3=378/0-10-15, 8=0/Mechanical Max Horz 3=459(LC 14), 8=369(LC 20) Max Uplift 7=176(LC 9), 3=-361(LC 9) Max Grav 7=297(LC 28), 3=619(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-341/384, 2-3=-362/414, 3-4=-263/102 BOT CHORD 1-9=-362/369, 8-9=-362/369 NOTES- 1).Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; �nd vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an 1 other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=176, 3=361. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 138 lb up at 1-3-15, 123 lb down and 138 lb up at 1-3-15; and 103 lb down and 84 lb up at 4-1-14, ar)d 103 lb down and 84 Ito up at 4-1-14 on top chord, and 93 lb down and 96 lb up at 1-3-15, 93 lb down and 96 lb up at 1-3-15, and 13 lb down and 53 Ito up at 4-1-14, and 13 lb down and 53 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-30, 6-13=-20, 8-10=-20 Thomas A. PE Concentrated Loads (lb) Inc. Flban! rt663480 MiTek USA, Inc. FL Cert 6634 Vert: 16=115(F=58, B=58) 18=106(F=53, B=53) 19=6(F=3, B=3) 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi reM 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 M iTeiC� is always required for stability and to prevent collapse with possible personal Injury and property damage. Fo� 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 277 Meadowood T13739681 J35808 A01 G HALF HI P�TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 6.00 12 4x10 M18SHS = 5x5 = 5x5 ! 4x10 = 4x6 = 2 3 27 28 29 430 31 32 33 5 34 6 1 0 N 6 2 d 2x4 I 48 49 21. 20 50 51 19 52 25 24 2x4 II 4x6 = 4x4 = 3x6 11 2x4 11 3x6 6x8 = 2x4 II o.z iu brew is cu -""'cn.iu ..... uu.. i ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-skIZJDjNynEgThcppkrujl alsRr4LB000oSgxYzS6iH 25-7-5 i 32-5-7 39.7.4 i 6.10.1 6-10.1 7-1-13 Scale = 1:71.5 2x4 III 6x6 = 3x4 = 4x10 = 35 7 36 37 38 839 40 41 42 43 9 44 45 46 10 47 16 15 5x5 = 6x12 — 6xl0 r 14 13 12 11 3x4 = 4x6 4x8 = 3x6 II = I1§ 0 11 2-6-4 6-11-12 12-10-8 16-8-4 18-9-4 25.7.5 32-5-7 39-7-4 0-11 1-7-0 45-8 5-10.12 3-9-12 2-1-0 6.10-1 0.10-1 7-1-13 Plate Offsets (X Y)— 12:0-1-12 0-2-121 13:0-2-8 0-2-41 15:0-3-8 0-2-01 16:0-3-0 Edoel 18.0-2-4 Edael 112:0-3-8 0-2-01 115:0-2-12 0-3-01 f16:0-0-8 0-2-41 It 7:0-3-12 0-2-41 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 0.76 Vert(LL) 0.26 19-21 >848 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.43 19-21 >522 180 M18SHS 2441190 BCLL 0.0 * Rep Stress Incr NO WB 1.00 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 220 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, 1-3: 2x4 SP No.2, 6-8: 2x4 SP 285OF 1.8E except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-5 oc bracing. 13-16: 2x4 SP 285OF 1.8E, 11-13: 2x4 SP No.1 WEBS 1 Row at midpt 5-17, 8-15, 4-23 WEBS 2x4 SP No.3 *Except 10-11,2-25,15-16: 2x6 SP No.2, 7-15: 2x8 SP No.2 REACTIONS. (lb/size) 11=1130/Mechanical, 25=1257/0-7-4, 15=2926/0-3-8 Max Horz 25=215(LC 9) Max Uplift 11=-514(LC 5), 25=-546(LC 9), 15=-1202(LC 9) Max Grav 11=1152(LC 27), 25=1294(LC 25), 15=2999(LC 25) / FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-741/366, 3-4=-696/325, 4-5=-19121656, 5-7=-877/2265, 7-8=-493/1272, 8-9=-1429/682, 9-10=-2008/898, 10-11=-1083/529, 25-26=-1259/565, 2-2g=-1363/601 BOT CHORD 22-23=-1125/3027, 21-22=-1125/3027, 19-21=-1116/3057, 18-19=-656/19l2, 17-18=-655/1909,14-15=-682/1428,12-14=898/2008 WEBS 15-17=-1780/782, 7-17=740/404, 3-23=-294/242, 2-23=-388/1203, 4-21- /293, 5-19=-44/417, 4-19=-1181/474, 5-17=-4299/1578, 10-12=-905/2020, 8-15� -2878/1224, 9-12=-557/360, 8-14=-35/412, 9-14=-621/242, 4-23=-2448/878 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3 Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;)end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandii g 100 lb uplift at joint(s) except Qt=lb) 11=514,25=546,15=1202. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert:6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 10,2018 A 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 propeily 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. Fof general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job' Truss Truss Type Qty Ply Lot277 Meadowood T13739681 J35808 A01 G HALF HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrs 3-0-12, 192 lb down and 112 lb up at 5-0-12, 192 lb down and 112 lb up at 7-0-12, 192 down and 112 lb up at 13-0-12, 192 lb down and 112 lb up at 15-0-12, 160 lb down am lb up at 21-0-12, 160 lb down and 115 lb up at 23-0-12, 160 lb down and 115 lb up at 29-0-12, 160 lb down and 115 lb up at 31-0-12, 160 lb down and 115 lb up at 33-0-12, and 147 lb down and 104 lb up at 39-0-12 on top chord, and 22 lb down at 3-0-12, 22 II 11-0-12, and 22 lb down at 13-0-12, and 22 lb down at 15-0-12 on bottom chord. The, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=-70, 3-10=-70, 24-25=-20, 18-22=20, 11-16=-20 Concentrated Loads (lb) Vert: 6=-98(F) 7=67(F) 21=8(F) 5=-98(F) 19=-8(F) 27=67(F) 28=-98(F) 40=-67(F) 41=-67(F) 43=-67(F) 44=67(F) 45=67(F) 46=67(F) 47=91(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCI Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is a truss system. Before use, the building designer must verify the applicability of design parameters and prop building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. Fi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qu Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22311 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:44 2018 Page 2 ID:AC7XF5ZNyEa_pNQ9dnkZfEyGOD2-sklZJDjNynEgThcppkrujl alsRr4LBQUQoSgxYzS6iH ad load(s) 160 lb down and 115 lb up at 2-0-12, 192 lb down and 112 lb up at b down and 112 lb up at 9-0-12, 192 lb down and 112 lb up at 11-0-12. 192 lb 115 lb up at 17-0-12, 160 lb down and 115 lb up at 19-0-12, 160 lb down and 115 5-0-12, 160 lb down and 115 lb up at 27-0-12, 160 lb down and 115 lb up at 60 lb down and 115 lb up at 35-0-12, and 160 lb down and 115 lb up at 37-0-12, down at 5-0-12, 22 lb down at 7-0-12, 22 lb down at 9-0-12, 22 lb down at esign/selection of such connection device(s) is the responsibility of others. I or back (B). 30=-98(F) 32=-98(F) 33=98(F) 35=67(F) 36=-67(F) 37=67(F) 39=67(F) 49=-8(F) 50=-8(F) 51=-8(F) 52=-8(F) PAGE MII-7472 rev. 1010312015 BEFORE USE. + or an Individual building component, not rly Incorporate this design into the overall 4dditional temporary and permanent bracing MiTek` "general guidance regarding the Ilty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739682 J35808 A02 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.00 12 6x6 = 3 dl 2 27 24 23 5x5 = Bx8 = 2x4 11 5x6 = 1-8-8 6x8 = 4x4 = 4x8 = 2x4 II 431 5 32 6 7 d 19 22 21 20 10x12 = 6x8 = 4x8.M18SHS = 18 4x4 = 4x4 I tf.zlu s reD 1Z zU1ts Nil I eK inousirles, Inc. I Ile F1pr ID IZ:DZ:140 4U to rage I I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-o7tKkvkd000Oj?mCx9tMoSfllFaJp5Amu6xmORzS6iF 23-8-9 I 30-7-7 37-8-0 39-8-0 0 I 6-11-9 6-10-13 7-0-9 2-0- 4x6 = 4x8 = 4x4 = 8 9 3310 17 16 15 7x8 = 5x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.44 19 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.73 19 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.08 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Scale = 1:71.6 5x6 6x8 = 11 12 TIII c� N N m 14 13 11 4x4 = 3x8 11 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 322 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, 1-3: 2x4 SP 285OF 1.8E, 11-12: 2x6 SP SS except end verticals. BOT CHORD 2x6 SP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-25: 2x4 SP 285OF 1.8E, 3-23: 2x4 SP No.3 7-1-14 oc bracing: 21-22 WEBS 2x4 SP No.3 'Except' 6-1-9 oc bracing: 19-21 10-17,22-25,17-19,8-19,4-25: 2x6 SP DSS, 11-15:• 2x4 SP No.2 8-0-2 oc bracing: 15-17. 9-4-0 oc bracing: 2-26 REACTIONS. (lb/size) 2=1949/0-8-0, 13=1775/Mechanical Max Horz 2=202(LC 7) Max Uplift 2=-730(LC 9), 13=-597(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3115/925, 3-4=-2827/871, 4-5=-6238/2135, 5-7=-7102/2439, 7-8=-6 71/2337, 8-10=-4998/1756, 10-11=-3666/1319, 11-12=-1188/456, 12-13=-1810160 - BOT CHORD 2-26=-693/2798, 25-26=-337/1796, 23-25=-507/244, 3-25=-282/1095, 22�3=-376/1071, 21-22=-1468/4719, 19-21=-1974/6238, 7-19=-385/205, 17-18=-362/1150, 15-17=-1158/3666, 14-15=278/1018 WEBS 4-22=-677/254, 5-19=-341/973, 8-17=-1129/459, 10-17=-492/1500, 10-15 -1169/483, 11-15=-997/2941,11-14=-1106/406,12-14=-511/1646,22-25=-1095/366�, 23-26=-437/1229, 17-19=-1285/3982, 8-19=-576/1782, 4-25=-1939/775, 5-21=-691/291, 4-21=-579/1742 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=2 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed DOL=1.60 plate grip DOL=1.60 3)-Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with at 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 2=730, 13=597. ; h=16fl; B=60ft; L=449ft; eave=46ft; vertical left and right exposed; Lumber other live loads. sere a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) except (jt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904. Parke East Blvd. Tampa FL 33610 Date: April 10,2018 -- WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENC PAGE MII.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is or an in 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. Pdditional 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 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 223141 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot277 Meadowood T13739683 J35808 A03 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 i -2-0-0 i 2-1-0 1 5-0-0 111 14 2-OTT_0 &4-0 5x5 = 6.00 12 3 c� d 3x6 = r 2 1 3 22 21 20 24 2x4 II 6x8 = 2x4 11 2x4 II 1-8-8 28 8.211.1s het) 1Z ZU78 MI I eK Inciuslnes, Inc. I ue Apr 1U 1Z:bZ:41 ZU18 rage i ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-GJRiyEIFFicFK9LOUtObKgCvLezRYYmw6mhKYtzS6iE 11-8 23�1-4 29-3-12 i 3b8-0 i 39-8-0 i !1- 1 r12 fi-2-6 6-4.4 4.0-0 Scale = 1:71.6 3x6 = 3x4 = 6x8 = 3x4 = 3x4 = 5x8 = 4 29 5 6 7 a 30 9 >4x6CCS w N AA 00 19 18 6x8 M18SHS = 3x8 M18SHS = 16 15 1413 12 11 3x6 II 6x10 M18SHS = 2x4 II 5x8 = 4x6 = 4x4 = 4x4 = 16-9-0 5-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.38 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.64 17-19 >747 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 243 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, BOT CHORD 2x4 SP 285OF 1.8E *Except* except end verticals. 5-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-5-8 oc bracing: 17-19 19-22,15-17: 2x4 SP 285OF 1.8E 8-3-10 oc bracing: 13-15. 8=9-0 oc bracing: 2-23 REACTIONS. (lb/size) 2=1949/0-8-0, 11=1775/Mechanical Max Horz 2=256(LC 7) Max Uplift 2=730(LC 9), 11=597(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3490/1120, 3-4=-3076/1044, 4-5=-4014/1428, 5-6=4847/1722, 6-8=-3778/1383, 8-9=-3015/1132, 9-1 0=1 641/616, 10-11 =-1 744/607 BOTCHORD 2-23=-815/3051, 22-23=815/3052, 17-19=-1511/4893, 15-16=-74/253, 13i15=-910/3015, 12-13=-359/1392 WEBS 3-22=-337/1217,5-19=-1038/354,9-12=-801/304,10-12=-498/1668,19-22=-1193/3963, 4-22=-1099/423, 9-13=-677/2014, 8-13=-1051/431, 6-15=-1026/409, 8-15-314/965, 15-17=-1112/3599,6-17=-378/1202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstand! g 100 lb uplift at joint(s) except Qt=lb) 2=730, 11=597. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: April 10,2018 ®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 properl.X incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. f dditional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek" � fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 oust ty 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 Lot277 Meadowood T13739684 J35808 A04 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:48 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-kV?49amt00k6yJwa2avgttkwF2 DgH2t3LQQt4JzS6iD 27-11-7 33-9-0 39-8-0 i 5-6-13 5.9.9 5-11-0 Scale = 1:71.6 3x4 5x5 = 3X8 = 2x4 II 3X6 = 3x4 = 5x8 = 6.00 12 3 28 4 29 5 6 7 30 8 31 9 4x6 d A 10 d.w 2 m t • 0 0 d 17 `v N 24 21 5x8 = 20 19 18 2x4 I 2x4 11 3x6 =2x4 I 4x6 = 5x8 = 16 15 14 13 12 11 6x6 = 2x4 I1 6x8 = 4x4 = 3x6 1 3x6 = 3x4 = -8-0 6-11-0 11-10.0 16-M 16- 2 -4-9 27-11.7 33-9-0 39-8-0 11- 4'1 411-0 4-10-0 0. -0 5-0-9 5-6-135-11-0 1-0-0 Plate Offsets (X,Y)— f3:0-2-8,0-2-41. f9:0-6-0,0-2-81. f17:0-2-4,0-2-121, f22:0-5-8,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.54 17-19 >878 180 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 255 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 6-8-0 oc bracing: 2-23 5-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 19-22,15-17: 2x4 SP No.2 REACTIONS. (lb/size) 2=1949/0-8-0, 11=1775/Mechanical Max Horz 2=298(LC 7) Max Uplift 2=-730(LC 9), 11=-597(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/1100, 3-4=-2941/1045, 4-5=-3820/1400, 5-7=-3797/1394, 7-8=i3151/1201, 8-9=-2676/1044, 9-10=-1921/711, 10-11=-1719/612 BOT CHORD 2-23=-766/2920, 22-23=766/2921, 17-19=-941/3289, 5-17=-366/190, 14-15=-770/2676, 12-14=-413/1621 WEBS 3-22=-292/1104, 4-17=-247/739, 9-12=-577/238, 10-12=-492/1729, 4-19= 571/221, 19-22=-938/3279, 4-22=-541/211, 9-14=-492/1493, 8-14=-921/370, 7-15= 909/355, 8-15=-222/696, 15-17=-892/3023, 7-17=-241/824 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf: BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstands g 100 Ib uplift at joint(s) except Qt=lb) 2=730, 11=597. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING - Verify design READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 parameters and Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for rev. 1010312015 BEFORE USE. 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. is Additional temporary and permanent bracing MiTek" always required for stability and to prevent collapse with possible personal injury and property damage. Fo�l general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses 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, Alexandra, VA 22314. Tampa, FL 36610 ou Job Truss Truss Type Qty Ply Lot277 Meadowood T13739685 J35808 A05 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 2-8-o s o 1 9-0-0 r2.0-0 2-8-0 2.4.0 4-0-o 6.00 12 2x4 II 3 d 4 ;3X6 1 , A 20 22 19 18 2x4 11 5x8 = 2x4 11 3x4 II 1-8-8 7-8-0 5x8 = 2x4 I 4 26 5 0 15 17 29 16 5x5 = 46 = 6x8 = 14 3x4 I 8.210 s Feb 12 2u1 is mi I eK inaustnes, Inc. I ue Apr l u i z:oz:4`3 zUl tf rage 1 4Q9dnkZfEyGOD2-CiYSNwnVnJszaSVmcHQ3P5H6pSa3OTkDa4ARdmzS6iC i 31-8-0 i 39-8-0 7-6-0 8-0-0 ' 3x6 = 3x4 = 6 277 13 5x8 = 5x8 = 28 8 12 11 3x6 = 4x4 = 11-8-0 7.60 Scale = 1:71.6 4x6 9 1 19 10 4x6 II Plate Offsets (X Y)— 14:0-6-0 0-2-81 18.0-6-0 0-2-81 19:Edge 0-1-121 110•Edge 0-3-81 113:b-2-12 0-1-81 115:0-2-4 0-2-121 117:0-2-80-2-01 120:0-5-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.24 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.47 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 253 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E `Except' TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, 1-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-14,3-18: 2x4 SP No.3 7-10-9 oc bracing: 15-17 WEBS 2x4 SP No.3 8-11-11 oc bracing: 11-13. 6-7-0 oc bracing: 2-21 REACTIONS. (lb/size) 2=1949/0-8-0, 10=1775/Mechanical Max Horz 2=344(LC 7) Max Uplift 2=-730(LC 9), 10=-597(LC 9) Max Grav 2=1969(LC 13), 10=1787(LC 14) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3442/1103, 3-4=-3385/1200, 4-5=-3158/1211, 5-7=-3128/1202, 7-8= 2591/1042, 8-9=-2095/769, 9-1 0=-1 717/618 BOT CHORD 2-21=-802/3131, 20-2 1 =-802/3132, 17-18=-1131276, 15-17=-561/2307, 5-15=-567/295, 11-13=-431/1755, 3-20=-313/183 WEBS 4-17=-355/155, 4-15=-391/1173, 13-15=-670/2455, 7-15=-193/679, 7-13=1958/386, 8-13=-374/1184, 8-11=-384/195, 9-11=-467/1753, 17-20=-467/2113, 4-20=-338/1145 NQTES- / 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=730,10=597. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING -Verify design parameters and READ NOTES ON MIS 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 A 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. Fo� general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job' Truss Truss Type Qty Ply Lot 277 Meadowood T13739686 J35808 A06 HIP TRUSS 1 1 Job Reference c tional East Coast Truss, Ft. Pierce, FL 34946 6.00 12 5x5 = 5 3x6 2x4 11 4 3 3x6 = 2 24 2x4 II 21 20 2x4 11 5x8 — 3x4 II i 4-3-8 I� 1-8-8 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:51 2018 Page 1 I D:ACzXF5ZNyEa,pNQ9dnkZfEyGOD2-94gDocomlx7hpme9jiTXV WMSOGGNUQkV10fXhezS6iA 15.8-14 1 20.4.0 i 24-11-2 i 29.8.0 i 34.6.4 i 39-8-0 4-8.14 4-7-2 4-7-2 4_ _14 4--6-0 5-1-12 Scale = 1:72.9 3x4 = 2x4 II 3x6 = 3x4 = 5x5 = 28 6 7 8 29 9 10 3x4 11 4x6 12 i �I 18 30 31 32 16 33 4 N N 19 17 15 14 13 3x6 = 3x8 = 4x6 = 3x8 = 4x4 = 3x6 11 6x8 = 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 0.87 Vert(LL) -0.25 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.50 17-19 >945 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 273 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. Except: BOT CHORD 2x4 SP No.2 'Except' 6-6-0 oc bracing: 2-23 3-20: 2x4 SP No.3, 16-18: 2x4 SP No.1 WEBS 1 Row at midpt 6-19, 9-15 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (lb/size) 2=1949/0-8-0, 13=1775/Mechanical Max Horz 2=388(LC 7) Max Uplift 2=730(1_C 9), 13=597(LC 9) Max Grav 2=2036(LC 13), 13=1852(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3623/1117, 3-5=-3675/1291, 5-6=-1989/833, 6-7=-2452/979, 7-9=-2 52/979, 9-10=-1908/791, 10-11=-2173/834, 11-12=-1896/680, 12-13=-1795/611 BOT CHORD 2-23=-821/3341, 22-23=-820/3341, 3-22=-462/275, 17-19=-572/2348, 15-17=-554/2221, 14-15=-412/1558 WEBS 5-19=-61/305, 10-15=-211/641, 11-15=-87/435, 12-14=-513/1728, 19-22=i424/2031, 5-22=-517/1713, 11-14=-743/266, 6-19=-710/242, 6-17=-43/364, 9-17=-7/480, 9-15=-838/285, 7-17=-309/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; lend vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=730, 13=597. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 10,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE AGE 11,711-7473 rev. 10/03/2015 BEFORE USE. Nil' 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 propery incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job b Truss Truss Type Qty Ply Lot 277 Meadowood T13739687 J35808 A07 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, F L 34946 i -2-0-0 200 5&4 13-D-0 6.00 12 5.8 M18SHS \\ 2x4 I 7 3x6 � 4x6 i 6 34 5 4 3x4 17, 3 d v 2 o11 o Y4 0 28 6x8 = 27 2622 21 6x8 = 4x4 = 2x4 II 6x8 = 3x4 II 3x6 = 12-2-10 11-10-0 20-4-0 0-0.10 0-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 15.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Incr YES WB 0.80 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except* 7-8,8-9: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 5-27,7-21: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 OTHERS 2x8 SP SS 1 REACTIONS. (lb/size) 24=2786/0-8-0, 33=904/0-6-12 Max Horz 24=299(LC 7) Max Uplift 24=1035(LC 9), 33=-258(LC 9) Max Grav 24=2786(LC 1), 33=1044(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-522/909, 3-5=-738/1642, 5-6=-742/1695, 6-7=-704/1660, 7-8=-548/ 8-9=-1222/342, 9-1 0=-1 452/319, 10-11 =-1 8091425 BOT CHORD 2-28=-733/616, 20-21=-5/271, 14-17=-369/1846, 13-14=-369/1846, 12-1' 7-23=-322/1010, 24-25=-1421/953, 23-24=-1129/692 WEBS 3-28=-251/304, 5-24=-293/169, 17-18=0/260, 10-17=-706/273, 10-13=-6' 11-13=-376/1732, 7-24=1978/744, 25-28=-661/522, 3-25=-729/387, 20 B-23=-1801/687, 17-20=-116/705, 8-17=-256/741, 11-33=1199/302 O.ZIU s t-eD ]Z ZU t6 Mi t ex inausmes, mc. i ue mpr to i Z:oZ:oz Zu io rage i I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-dHEb?ypO3EFYRwDLHQ_mljvgSfgxDsffG2P5D4zS6i9 27-8-0 30-7-0 33-0-0 39:6-12 i 7-4-0 2-11-0 2-9-0 !'1-12 Scale = 1:77.5 7x8 = 6x6 = 8 35 9 6x8 = 5x5 = 5x16 = 10 11 d 33 d 7 14W d 18 16 15 13 12 1 20 19 6x8 = 2x4 II 4x4 = 2x4 II 4x8 = 3x6 = 2x4 I I 2x4 II 22-11-0� 1-0-0 9-11-12 i DEFL. in (loc) I/deft Ud Vert(LL) -0.08 15 >999 240 Vert(CT) -0.20 15 >999 180 Horz(CT) 0.02 33 n/a n/a BRACING - TOP CHORD BOT CHORD WEBS 1216, =-109/483, PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 296 lb FT = 0% Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-28,27-28 9-8-5 oc bracing: 13-14. 10-0-0 oc bracing: 25-27, 21-23 1 Row at micipt 7-24, 8-23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; fiend vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an, 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) 33 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) 24=1035,33=258. i Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is ?or 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 iTeiC• Is always required for stability and to prevent collapse with possible personal injury and property damage. Fof general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739688 J35808 A08 ROOF SPECIAL 1 1 Job Reference fo floral East Coast Truss, Ft. Pierce, FL 34946 6.21U s "D i2 zuits mi I eK industries, inc. t ue Apr 1u 12:52a4 20i8 rage 1 I D:ACzXF5ZNyEa_pN Q9d nkZfEyGOD2-ZfMLQerebsVFg EN kP r0E68_xgTJQ hkbyjMuC I zzS6i7 i -2-0.0 511-15 9-56 12-2-10 i 150-0 1 20-4-0 258-0 11 -4;—"i 353-10 i 39.6-12 i 2-0.0 511-15 3•S7 2-9-4 2-9� 54-0 54-0 SB-0 3.11-10 Scale = 1:76.6 5x8 = 2x4 II 5x6 = 6 7 35 8 4x6 i 6x10 = 6.00 12 46 5 5x5 = 5x10 = , 9 3x4 = 11 4 3x4 3 d� d 34 �} N 4x6 — r� 2 ;019 17 16 15 13 n' o I� o1 0 23 21 20 18 22x4 11 12 4x8 = 3x6 = 3x6 =14 2x4 I 36 12 0 14-4-0 3x4 = 4-2-0 1 3x4 = 8-10-12 4x4 = 5x12 = 6x16 = 4x6 3= = 2x4 II - x6 2x4 II 4x6 II 2x4 11 12-2-10 1It 511-15 9-56 11-5E 15-0-0 204-0 25-8-0 31-4-0 396-12 5-11-15 3b-7 2-0-0 0-8-1 2-96 S40 5-0-0 5-&0 8-2-12 0-0-10 Plate Offsets (X.Y)—f5:0-1-12,0-1-121,16:0-6-0.0-2-81,18:0-6-0.0-2-81.111:0-3-4,0-3-01 119:0-10-10 0-2-11,121:0-3-7,0-1-121,130:0-3-3.0-2-141 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 0.98 Vert(LL) 0.19 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.04 34 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 282 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-24: 2x4 SP No.3, 5-21: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. Except: WEBS 2x4 SP No.3 4-11-0 oc bracing: 19-21 OTHERS 2x4 SP No,3 *Except* 10-0-0 oc bracing: 22-24 11-30: 2x8 SP No.2 WEBS 1 Row at midpt 6-18, 8-17 REACTIONS. (lb/size) 21=2794/0-8-0, 34=89410-6-12 Max Horz 21=319(LC 7) Max Uplift 21=1235(LC 4), 34=-486(LC 4) Max Grav 21=2794(LC 1), 34=1027(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/962, 3-4=-70011494, 4-5=-82611897, 5-6=-236/717, 6-7=-6621344, 7-8=-662/344, 8-9=-1162/570, 9-1 0=-1 540/782, 12-30=-471/927, 11-30=-d711927 BOT CHORD 2-25=-776/635, 4-22=-271/504, 21-22=-508/448, 19-21=-2778/1200, 5-19 -2514/1089, 18-19=-1692/830,17-18=-633/394,15-17=-412/972,13-15=-755/1557,17y-13=-397/956 WEBS 3-25=-276/297, 22-25=-619/578, 3-22=-655/360, 4-19=-583/262, 5-18=-964/2079, 6-18=-1564/618, 6-17=-685/1337, 7-17=-430/212,8-17=663/335,8-15=-396/513, 9-15=-716/418, 9-13=-433/144, 10-13=494/815, 10-12=-1172/494, 19-22= -824/484, 11-34=-1055/498 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=310psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 34 considers parallel to grain value using ANSIITPI 1 angle to grain fo i ula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi(tg 100 lb uplift at joint(s) except (jt=lb) 21=1235,34=486. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE MII.7473 rev. 1010312015 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 MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. Fo general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314i Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739689 J35808 A09 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 ' 5.11-15 5x8 = 6.o0 12 7 4i 4x6 x6 3x6 G 6 4 5 3x4 i 3 8.21U s Feb 1z zU16 MI I eK Inausines, Inc. I ue Apr lU 1 z:bz:bb zUltf rage "I ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-1 swjd_rGM9d61NywyYXTfMXAftl9Q9K5yOdigPzS6if 0 29.4.0 33-4-0 34.11-5 39-6-12 i 0 5-8-0 4.0-0 1-7-8 4-7-4 5x5 = 368 — 38 18 17 26 25- 24 22 21 19 2x4 11 4x4 = 5x12 = 6X16 = 4x4 = 3x8 = I- - „ 2x4 1I 4X6. 11 11_n 3X6 = 2x4 11 Scale = 1:80.1 5x5 = 5x8 = 6x10 = 9 5x5 = 5x12 = 11 12 37 d n °D N /7; 35 v O 2x4 II 15 14 13 lw 19 3x4 = 2x4 II 3x4 = 3x4 = 2x4 II 12-2-10 11-M 5-11-15 916 1125 6 17-0.0 23-8-0 29-0-0 33-_O 411-1 39-6-12 5-1'1-15 Y11 2-M 0- 1 49-6 6-8-0 5-8-0 40-0 1-7-8 474 0-0-10 Plate Offsets (X,Y)— [2 0-1-12], [7:0-6-0,0-2-8], [8:0-2-8,0-2-4], [10:0-6-0,0-2-8], [1 :0-1-12,0-3-0], [18:0-2-9,0-0-3], [20:0-10-13,0-2-1], [22:0-3-8,Edge], [31:0-3-5 0 2-131 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.12 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.12 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.04 35 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 291 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-2-11 oc purlins, BOT CHORD 2x4 SP No.2 `Except* except end verticals. 5-25: 2x4 SP No.3, 6-22: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. Except: WEBS 2x4 SP No.3 5-0-0 oc bracing: 20-22 OTHERS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 23-25 12-31: 2x8 SP No.2 WEBS 1 Row at midpt 7-19 REACTIONS. (lb/size) 22=2794/0-8-0, 35=894/0-6-12 Max Horz 22=358(LC 7) Max Uplift 22=-1219(LC 8), 35=-485(LC 4) Max Grav 22=2794(LC 1), 35=1015(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb)'or less except when shown. TOP CHORD 2-3=-535/962, 3-5=-700/1495, 5-6=-824/1901, 6-7=-255/381, 7-8=-750/453, 8-9=-923/464, 9-10=-1299/669, 10-11=-1147/565, 11-12=929/460 BOT CHORD 2-26=-776/635, 5-23=-267/512, 22-23=-480/421, 20-22=-2779/1184, 6-20 =-2479/1025, 19-20=-1675/817, 17-19=-292/250, 16-17=-606/1307, 15-16=-455/1003, 1)-15=441/959 WEBS 3-26=276/297, 23-26=617/577, 3-23=-656/361, 5-20=-580/258, 6-19=-95'4/2084, 7-19=-1250/514, 7-17=-538/1023,8-17=-255/136,9-17=-732/425,9-16=-?163/87, 10-16=-238/468, 11-14=-793/310, 12-14=-562/1134, 20-23=-853/513, 12-35=-1040/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ;end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 35 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) except Qt=lb) 22=1219, 35=485. Thomas A. Albani PE ND:39380 J MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. Forlgeneral 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. 1 Tampa, FL 36610 Jolt Truss Truss Type City Ply 277 Meadowood �.Lot T13739690 J35808 A10 ROOF SPECIAL 1 1 ob Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:57 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zE1 U2ftWuntgXh6J4zaxkncWsgPBu6_OQJ6svIzS6i4 5x8 — Scale = 1:84.4 5x5 = 6.00 12 q 8 5x5 = 5x8 = 4x6 i 4x6 i 9 6x10 = , ' 3x6 i 6 5x12 = 36 5 4 5x5 = 3x4 '5�- 11 12 3 n 6x16 zz 35 r� 3x6 2 o2g2 to 1100 119 18 17 2x4 II 15 3x4 = 3x8 = 2x4 I I o 20 24 4x6 11 21 4x4 — 525 = 14 13 3x6 = 2x4 I 1 3x4 — II qX26 q I 12-2-8 2x4 II 2x4 14-4-0 ! 4-2-0 I 2x4 II 3x4 = 12-2-10 11-6-0 611-15 9-5-6 11-Sb 19-0-0 a0 2 217-4-0 31-4-0 36-11-8 3M2 5-11-is 3-5-7 z-o-o oA-1 6-9-6 z-8-0 5-8-0 4-0-0 5-7-8 2-7-0 0-0-10 Plate Offsets (X,Y)— r6:0-1-12,0-1-121 17:0-6-0,0-2-81. 18:0-2-8.0-2-41 110:0-6-0.0-2-81 112:0-1-12 0-3-01, r20:1-O-14,0-2-21 122:0-3-6,0-1-01. [31:0-3-4.0-3-01 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 0.74 Vert(LL) 0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.15 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 35 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 295 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 5-25: 2x4 SP No.3, 6-22: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing. Except: WEBS 2x4 SP No.3 5-0-0 oc bracing: 20-22 OTHERS 2x4 SP No.3 'Except* 10-0-0 oc bracing: 23-25 12-31: 2x8 SP No.2 WEBS 1 Row at midpt 6-19, 7-19, 8-18, 9-18 REACTIONS. (lb/size) 22=279410-8-0, 35=894/0-6-12 Max Horz 22=427(LC 7) Max Uplift 22=1222(LC 8), 35=-513(LC 4) Max Grav 22=2794(LC 1), 35=997(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/961, 3-5=-700/1495, 5-6=-821/1907, 6-7=-421/264, 7-8=-510/356, 8-9=-660/356, 9-10=-1067/613, 10-11=-1173/610, 11-12=-740/412 BOT CHORD 2-26=-775/635, 5-23=-263/527, 22-23=-432/389, 20-22=-2781/1186, 6-20=-2466/1019, 19-20=-1626/827, 18-19=-112/315, 16-18=-468/1068, 15-16=442/971, 14-15=-401/786 WEBS 3-26=-276/297, 23-26=-613/572, 3-23=659/361, 5-20=565/250, 6-19=-963/2075, 7-19=-1004/417, 7-18=433/788, 9-18=830/516, 11-14=928/392, 12-14=1639/1137, 20-23=-905/599, 12-35=1050/539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Dpsf 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) 35 considers parallel to grain value using ANSIITPI 1 angle to grain fort ula. 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) except Qt=lb) 22=1222.35=513. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, 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. F}dditional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneralguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII qual ty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 J b Truss Truss Type Qty Ply Lot 277 Meadowood T13739691 J35BOB All ROOF SPECIAL 1 1 Job Reference lottional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:52:58 2018 Page 1 I D:ACzXF5Z NyEa_1 N Q9d n kZf EyGOD2-S QbsG?u9f4?h9 rhVeg 5AH_9iw4j QdXjXersPRkzS6i3 5x5 = Scale = 1:81.7 6.o0 12 8 3x8 = 5x8 5x5 = 3x4 11 7 9 3x6 6 1 3x4 i 4x6 � 11 u5 4 3x4 ! 4x6 3 12 W 3x6 = 0 c� 1 226 0 N O `f 1 19 18 0 24 22 21 30 31 6x8 = 32 4x4 = 6x8o 6 16 _ 3x8 — 16 15 14 13 2x4 II 4x6 I 2x4 II 2x4 II 4x8 = 3x6 II 12-2-10 11 6-0 5-11-15 9-5-6 11•Sb 20-0-0 254-0 1 29a-0 34-0-4 39-6-0 5-11-15 3S7 2-0.D 0 1 11 5.010 -2-15 N-1 5-0-4 5-3-12 0-0.10 Plate Offsets (X,Y)— 19:0-5-4.0-2-81. 110:0-2-8.0-2-41 117:0-2-12 0-3-01 12010-4-2 0-1-111, 122:0-3-7,Edgel 123:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 15.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Incr YES WB 0.95 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 4-25: 2x4 SP No.3, 6-22: 2x8 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 22=2824/0-8-0, 13=979/Mechanical 1 Max Horz 22=542(LC 7) Max Uplift 22=-1223(LC 8), 13=-561(LC 4) Max Grav 22=2824(LC 1), 13=1103(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/961, 3-4=-700/1495, 4-6=-791/1842, 6-7=-744/1870, 7-8=-53' 8-9=-532/308, 9-10=-992/563, 10-11=-1159/593, 11-12=-1083/559, 12- BOT CHORD 2-26=-776/635, 4-23=-222/437, 22-23=-619/452, 20-22=-2805/1183, 6- 19-20=-462/458,18-19=-340/898,17-18=-343/899 WEBS 3-26=-276/298, 23-26=-617/573, 3-23=-659/362, 4-20=-497/214, 7-20= 7-19=-542/1052,8-19=-251/197, 9-19=-924/516, 11-14=494/118, 12-1 20-23=708/540, 14-17=-350/862 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vert exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with ai 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand 22=1223, 13=561. DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.26 19-20 >999 240 MT20 244/190 Vert(CT) -0.31 19-20 >999 180 Horz(CT) 0.02 13 n/a n/a Weight: 296 lb FT = 0% IRACING- 'OP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins, except end verticals. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 5-0-0 oc bracing: 20-22 10-0-0 oc bracing: 23-25, 15-17 VEBS 1 Row at micipt 7-20, 8-19, 9-19 054, sf; h=16ft; B=60ft; L=449ft; eave=46ft; left and right exposed; porch left ther live loads. :re a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 10,2018 ®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 met a truss system. Before use, the building designer must verify the applicability of design parameters and properlyiincorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Adddditional 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 ANSIITP11 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 11 Job Truss Truss Type City Ply Lot 277 Meadowood T13739692 J35808 Al2 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 6.00 12 46 i 2x4 II 7 3x6 i 4x6 g 5 4 28 27 26 24 36 Sx12 = 4x6 = 4x6 = 3x4 II 5x12 = 11-10-0 11.6-0 0 0.0.10 B.ziu s Feb 12 2U16 MI I eK Inaustrles, Inc. I ue Apr lU 1L:53:uu LU16 rage i pNQ9dnkZfEyGOD2-OpjcghvPBhFP09qul57eMPE3iuOg5Qrg6HLWwdzS6i 1 32-11-3 i 3816-5 i 44-al. 0 146-8-o i 5-7-3 5-7-3 6-1-11 02 Sx5 = 8 Sx5 = 5x5 = 9 37 23 22 L38 39 3x6 20 19 4x8 = 3x4 II 5x12 = Scale = 1:90.2 3x6 11 3x6 12 3x6 d 13 0 2x4 = 14 o 15 qi 1B 17 16 d 5x8 = 3x6 =2x4 II 4x6 = LOADING (psi] SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.12 23-24 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.25 21-23 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.06 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 313 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-27,10-19: 2x4 SP No.3 10-0-0 oc bracing: 25.27, 19-21 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-24, 8-23, 9-23 6-24: 2x8 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 24=2986/0-8-0, 14=1384/0-8-0 Max Horz 24=493(LC 7) Max Uplift 24=-1089(LC 9), 14=-518(LC 9) Max Grav 24=2986(LC 1), 14=1550(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-535/961, 3-4=-704/1508, 4-6=-762/1748, 6-7=-720/1757, 7-8=-756/250, 8-9=-728/269, 9-1 0=1 260/455, 10-11 =-1 468/456, 11-13=-1968/564, 13-14=-2541/644 BOT CHORD 2-28=-775/635, 4-25=-187/285, 24-25=-1333/928, 23-24=-456/638, 21-23i 0/954, 10-21=-25/296, 16-18=378/2169, 14-16=-378/2169 WEBS 3-28=-274/309, 25-28=-652/575, 3-25=-671/361, 6-24=-309/177, 7-24=-2586/953, 7-23=-336/1190,8-23=155/411, 9-21=-226/625, 18-21=-148/1496, 11-18-74/312, 13-18=-655/253,4-24=-341/181, 9-23=-1138/458,11-21=-703/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=310psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi{Ig 100 lb uplift at joint(s) except Qt=lb) 24=1089,14=518. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE iPAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propeily Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. 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 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 Truss Truss Type Qty Ply 277 Meadowood LJJ35O8 [Lot T13739693 A13 ROOF SPECIAL 1 1 ob Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 l� 2 6.00 12 2x4 II 06 i 4x6 7 3x6 6 5 3x6 � 4 3 28 4x6 = 4x6 27 2622 24 21 3x4 I I 3x4 = 6x8 = 6x8 = 6x8 = 13-2-10 12-2-10 11-" 1;-5-4 0-0-10 0-8-10 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:01 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-s?H?ulwly?NGOIP4JpeuvdnA IfugtC_Kx4323zS6iO 5x8 M18SHSI — 5X5 = 5x5 = 8 9 10 20 38 19 18 39 40 4x8 = 3x6 = 3x8 = 3x6 11 3x6 Q 12 2x4 13 17 16 3x6 =3x6 = 1-9-8 Scale = 1:97.8 2x4 II J 2x4 II 2x4 = 4 ° j2 15 b o 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.26 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.49 16-18 >807 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 326 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-27,7-21: 2x4 SP No.3, 19-22,14-17: 2x4 SP No.1 6-0-0 oc bracing: 2-28,27-28. WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 25-27, 21-23 8-23: 2x4 SP No.2 WEBS 1 Row at midpt 10-18, 7-24, 11-18, 9-20 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 8-23 REACTIONS. (lb/size) 24=2977/0-8-0, 14=1378/0-8-0 Max Horz 24=493(LC 7) - Max Uplift 24=-1092(LC 9), 14=-520(LC 9) Max Grav 24=2977(LC 1), 14=1583(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-534/958, 3-5=-726/1618, 5-6=-746/1714, 6-7=-731/1776, 7-8=-554/11197, 8-9=-575/284, 9-10=-994/427, 10-11=-1175/417, 11-13=2242/626, 13-14II=-2552/655 BOT CHORD 2-28=-771/632, 24-25=-1414/953, 23-24=1068/817, 7-23=-473/1623, 18-i 0=0/674, 16-18=-113/1499,14-16=-379/2175 WEBS 3-28=-264/319, 25-28=-686/553, 3-25=-716/379, 20-23=79/397, 8-23=-2083/725, 9-18=-295/917, 11-16=-164/744, 13-16=-512/285, 7-24=-2436/982, 5-24=1301/163, 8-20=-365/1206, 11-18=-1003/426, 9-20=-1100/371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3 Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=1092, 14=520. 1 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE IfAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p 19i4�y1.1�° is always required for stability and to prevent collapse with possible personal injury and property damage. For MVO general guidance regarding the 1 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 n J b Truss Truss Type Qty Ply Lot277 Meadowood - T13739694 J35808 A14 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 ' 5-4-7 '1-9-3 ' 3-0-12 3£-7 ' 2.0-6 ' 4-6-13 4x6 = 3x6 1�46 i 5 4 3x6 3 23 2x4 54-7 9-8-12 5x5 = 5x5 6.00 12 77 �88 3x6 6 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:03 2018 Page 1 I D:ACzXF5ZNyEa_lNQgdnkZfEyGOD2-oOPIJjyHUcd_FcZTQEhM_2sZJ5NbinIGoFZA6yzS6i_ 46-8-0 110 31-7-3 37-10.5 ±E8-0 44 8 FO 6-3-3 6.33 6.9.11 4048 1-9-8 Scale = 1:86.9 5x5 = 9 2 21 20 33 19 34 18 17 35 36 5x5-=3x6 = 3x6 = 4x10 = 4x10 = 3x6 = 15-9-3 20-4-0 3x6 10 3x6 11 2x4 12 16 15 3x6 = 3x6 = 2x4 11 2x4 II 2x4 = 13 n 14 0 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.44 15-32 >943 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.49 15-17 >842 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 293 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 16-18: 2x4 SP No.2 WEBS 1 Row at midpt 10-17, 5-22, 6-20. 8-19 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=2792/0-11-5, 13=1517/0-8-0 Max Horz 22=-493(LC 6) Max Uplift 22=1290(LC 4), 13=-828(LC 4) Max Grav 22=2792(LC 1), 13=1708(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-524/905, 3-5=-595/1397, 5-6=-636/334, 6-7=-1023/593, 7-8=-906/56i , 8-9=-1243/754,9-10=-1452/799,10-12=-2508/1373,12-13=-2825/1389 BOT CHORD 2-23=-734/618, 22-23=-734/618, 20-22=-1181/809, 19-20=0/457, 17-19=-172/864, 15-17=-729/1748,13-15=-1133/2419 WEBS 8-17=-453/784, 10-17=-1004/563, 10-15=-575/736, 12-15=-513/285, 5-22-2431/1003, 3-22=-514/256,6-20=-1235/494,5-20=-921/1972, 7-19=-438/607, 8-19=-1 180/652, 6-19=-377/791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=1290, 13=828. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE 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, notq�• 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. dditional 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 Qua`ity 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 223141 Tampa, FL 36610 April 10,2018 0 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739695 J35808 A15 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.2iu s Feb 12 2Oi8 MI t ek indusmes, inc. t ue Apr -i u 12:53v4 zvt a rage i ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-Gay7W2ywEWrtm8f xcbWFPhFVgplHhQlvJjeOzS6hz 46-8-0 -2-0-0 7-1-11 13-8-13 20-4-0 23- 11 27-4.0 i 32-11-3 i __ _1187r 5 i 44-8-0 441p-8 2-0-0 7-1-it 6-7-3 67-3 3-d-0 4-0-0 5-7-3 5-7-3 6.1-11 0-§E8 1-9-8 Scale = 1:86.9 5x5 = 6.00 12 6 5x5 = 5x5 = 7 3x6 i 5 3x6 3x6 i 9 3x6 10 i 4x6 4 2x4 2x4 II 2x4 I I 2x4 = 0 2 12 1 13 d 21 20 19 31 18 32 17 33 16 34 15 35 14 3x6 11 3x6 — 4x8 — 3x6 = 4x8 = 4x6 = 3x6 — 4x6 = 4x6 — 3x8 = 6-4.4 6- -15 3-6- 20<1-0 3 -0 7-4-0 6-4.4 0- - 1 6-10-15 6-7-3 3-0'0 4-0-0 811-12 8-11-4 Plate Offsets (X Y)— 18:0-2-8 0-2-41 119:0-3-8 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.37 14-30 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 272 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-19, 9-16, 6-18, 7-18 OTHERS 2x4 SP No.3- REACTIONS. (lb/size) 21=2543/0-11-5, 12=176610-8-0 Max Horz 21=493(LC 7) Max Uplift 21=-1176(LC 4), 12=-942(LC 4) Max Grav 21=2543(LC 1), 12=1926(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/1016, 3-5=-1429/711, 5-6=-1665/909, 6-7=1556/893, 7-8=-1880/1072, 8-9=-2152/1156,9-11=-3065/1658,11-12=-3344/1671 BOT CHORD 2-21=-807/645, 19-21=-848/645, 18-19=319/1131, 16-18=-609/1654, 14- 6=-103812312, 12-14=1393/2891 WEBS 3-19=-974/2079, 5-19=810/371, 5-18=162/377, 7-16=218/313, 8-16=412/591, 9-16=-883/499, 9-14=-503/627, 11-14=-451/247, 3-21=-2360/988, 6-18=-739/1100, 7-18=-1229/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 21=1176, 12=942. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 0834 6904 Parke East Blvd. Tampa FL 33610 Date: WARNING - 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 1' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. F dditional temporary and permanent bracing MITe 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 ANSOTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 April 10,2018 Jot—� Truss Truss Type Qty Ply Lot 277 Meadowood TT13739696 J35808 A16 ROOF SPECIAL 1 1 Job Reference (optional) tast L'oasi I russ, t-t. rlerce, i-L 34`J4b 8.21U s t-en 12 2018 MI I eK Industnes, Inc. l ue Apr 10 12:53:05 201 B Pagel ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-knW VkOzY?EtiVwjrYfjg3Txp4vl?mjTZFZ2HAgzS6hy a6-8-0 -2.0-0 7-1-11 12.6-15 20-4-0 25-4-0 29-4.0 36-8-12 44.8-0 44 8 2-OA 7-1-11 5-5-5 7-9-1 5-0-0 4-0-0 7-4-12 7-11.4 048 1-9.8 Scale = 1:86.9 5x5 = 6.00 12 6 5x8 = 5x5 = 7 3x6 i 3x6 5 3x6 9 3x6 1 a 10 d 3x6 �? m 3 2x4 II 2x4 I I 2x4 = 2 11 m 1 , 12 cs 21 20 19 31 18 32 17 16 15 14 13 d 46 = 3x6 11 3x6 = 4x10 = 2x4 I I 4x10 = 4x6 2x4 II 4x6 = 410 = 3x6 = i 4.4-4 4-;3-15 11-7-15 12r6-15 20-0-0 25-0-0 29A-0 36$-12 44-8-0 4-4-4 0-�-'I1 6-10- 0 11 �0 7-9-1 5-0-0 4-0-0 7-0-12 7-11-4 Plate O_ffsets_(X.Y)— 17:0-5-4.0-2-81,18:0-2-8.0-241 f20:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.35 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.37 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.11 11 n/a , n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 269 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 8-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-18, 6-18, 7-18, 7-15, 10-15, 3-20 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 21=2416/0-11-5, 11=1894/0-8-0 Max Horz 21=493(LC 7) Max Uplift 21=1118(LC 4), 11=-1000(LC 4) Max Grav 21=2416(LC 1), 11=1964(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-484/783, 3-5=-1916/976, 5-6=-1920/1070, 6-7=-1820/1045, 7-8=-21 6/1276, 8-10=-2511/1373,10-11=-3361/1804 BOT CHORD 2-21=-619/565, 20-21=-713/565, 18-20=-573/1604, 16-18=-941/2188, 15- 6=-943/2189, 13-15=-1483/2882,11-13=-1483/2882 WEBS 6-18=-854/1215, 7-18=-1276/749, 7-15=-284/79, 8-15=-497/683, 10-15=-979/625, 10-13=-287/336, 3-21=-2269/959, 5-20=-548/301, 3-20=-1090/2326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1118,11=1000. 1 Thomas A. Albani PE No.39380 Mi7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 WARNING - Verily 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 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 Nat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ft A'Te t.° is always required for stability and to prevent collapse with possible personal injury and property damage. Fo� 1V r general guidance regarding the 1 9C fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Jor1 Truss Truss Type Qty Ply Lot 277 Meadowcod T13739697 J35808 A17 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0.0 ' 6-8-5 6.00 12 3X6 i 3x6 5 4 3x8 3 22 4x6 = 3X6 II 4-0-0 21 20 34 4x10 = 3x6 = 8.21U s Feb 12 2U18 MiTek Industries, Inc. I ue Apr 10 1Z:53:06 2018 Page 1 I D:ACzXF5ZNyEa_pN Q9dn kZf EyGOD2-Dz4uxk_AmXOY64126M E3cg U?XJ OyVBNj U D ogiHzS6hx 46-8.0 27-4-0 31-4-0 37-8-12 44-8-0 44- 8 5-8-0 4-D-0 6-4-12 6-11-4 -8 1-9-8 Scale = 1:86.9 5x5 = 6 I 5x 7 = 5x5 = 5x8 = 8 3x6 32 3 10 346 11 2x4 II 2x4 11 2x4 = 12 13 Ni 35 18 36 15 d 19 17 16 14 4x10 = 4x6 5x8 = 3x6 = 2x4 II 4x6 = 4x6 = 11-8-14 19-0-0 , 21-8-0 , 1 27-4-0 31-4-0 37-8-12 44-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.28 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.58 17-19 >830 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 276 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 or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 8-17, 7-19, 7-17 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=2386/0-8-0, 12=1923/0-8-0 Max Horz 22=-464(LC 6) Max Uplift 22=-900(LC 9), 12=-725(LC 9) Max Grav 22=2386(LC 1), 12=2010(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=474/728, 3-5=-2097/668, 5-6=-2075/809, 6-7=1745/789, 7-8=-3149 1244, 8-9=2687/1001, 9-11=-2799/980, 11-12=-3523/1099 BOT CHORD 2-22=-576/551, 21-22=656/551, 19-21=-272/2057, 17-19=-228/1927, 16 17=486/2338, 14-16=-775/3040,12-14=-775/3040 WEBS 3-21=-858/2374, 5-21=-541/292, 5-19=-259/163, 6-19=-184/672, 8-17=-1707/717, 9-17=-132/626, 9-16=-137/451, 11-16=-835/332, 11-14=0/290, 3-22=2281/950, 7-19=-471/179,7-17=-653/1758 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3 Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=900, 12=725. Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE MII-7473 rev. 1010312015 BEFORE USE. M Design valid for use only with Tek® connectors. This design is based only upon parameters shown, and is or 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. Fo+general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.1 Tampa, FL 36610 Job ITruss Truss Type Qty Ply Lot 277 Meadowood T13739698 J35808 A18 HIP TRUSS 1 1 Job Reference (optional) test Boast i russ, rt. mefce, rL J494b S.Z1U s Feb 1Z ZU18 MI I eK Industnes, Inc. I ue Apr 1U 12:53:08 2018 Pagel ' 2.0.0 6-0-5 4-8-9 6.3.2 6.8-0 5-8.0 '1.5-0' 2-7.0 5.6-4 5.9-12 ' Scale = 1:84.6 5x8 = 6.00 12 5x5 = 6 7 5x5 = 5x8 M18SHS = 3x4 i 3x6 8 5 4 8 d 3x4 o ao 4x6 i 10 d 3 to 4x6 11 M 2 �1 22 2p ` 29 30 3Air,, -b7 16 o IN 24 23 21 19 N 2x4 II 3x6 11 ' 3x6 = 4x4 = 3x6 4x10 = .3x6 = 4x8 = 2x4 1118 15 14 5x8 = 13 12 2x4 II 6x8 = 4x6 II a 33-4-0 � i 4-0-0 4-Ay0 10-8-14 , 17-0-0 23-8-0 30.9-0 31-9-0 38-10-0 44-M _ 4-0-0 o-4-b 6-0-14 ' 63-2 ' s-8-0 7-1-0 -0-1-7-0 5-0-0 5-9-12 Plate Offsets (X,Y)— 16:0-5-8.0-2-41, 17:0-2-8,0-241. 112:Edge 0-3-81, 116:0-2-12.0-3-01, f23:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.46 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.51 17-19 >951 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 289 Ib,,/' 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 or 5-4-6 oc bracing. 9-14: 2x4 SP No.3, 16-20: 2x4 SP 2850F 1.8E WEBS 1 Row at midpt 6-21, 8-19 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (lb/size) 12=1783/Mechanical, 24=2391/0-8-0 Max Horz 24=567(LC 8) Max Uplift 12=-1011(LC 4), 24=-1080(LC 4) Max Grav 12=1878(LC 14), 24=2391(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-483/753, 3-5=-1902/928, 5-6=-2064/1069, 6-7=-2162/1173, 7-8=-2445/1261, 8-9=-2715/1343, 9-10=-3057/1660, 10-11=-2177/1179, 11-12=-1821/929 BOT CHORD 2-24=-604/564, 23-24=-823/568, 21-23=-1128/1627, 19-21=-1193/1766, 17-19=-1827/2908,16-17=-1827/2908,14-16=-218/310,9-16=-672/1023 WEBS 3-23=1070/2343, 5-23=-640/320, 5-21=-106/286, 6-19=-339/688, 7-19=-4 9/631, 8-19=-1312/611, 10-16=327/834, 10-13=-1230/500, 3-24=-2263/939, 11- 3=-988/1887, 8-16=-614/260,13-16=-1037/1999 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3. psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir)g 100 lb uplift at joint(s) except (jt=lb) 12=1011,24=1080. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1OV0312015 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. dditional 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. 1 Tampa, FL 36610 Jo Truss ussType Qty Ply Lot 277 Meadowood TH, T13739699 A19 P TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 M d 4x6 rn d 3 o, 2 �1 I 27 3x6 = 3x6 II 6.00 12 5x8 = 6 3x4 i 3x6 i 5 4 8.210 s Feb 12 2018 MiTek 2x4 I I 5x8 = 7 8 26 25 24 31 23 4X8 = 3x6 = 3x4 = 4x10 5x8 M18SHS 5x5 = 9 22 3x4 = - 8 17 21 0 1 _ 3x6 = 3X4 — 2x4 II 16 15 2x4 1120 5x8 = 2x4 II 10l -9Q f 31�-0 Inc. Tue Apr 10 12:53:09 2018 Page 1 1 cnUnmDJ6YgWQdiXj9ABOUJbzS6hu Scale = 1:83.1 3x4 11 b 4x6 12 1N 14 13 4x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.34 19-21 >999 240 MT20 244/190 TGDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.41 19-21 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 303 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, -BOT CHORD 2x4 SP No.2 'Except' except end verticals. 9-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. Except: WEBS 2x4 SP No.3 4-8-0 oc bracing: 18-19 WEBS 1 Row at midpt 8-23, 9-21 JOINTS 1 Brace at Jt(s): 17 REACTIONS. (lb/size) 13=1783/Mechanical, 27=2391/0-8-0 Max Horz 27=464(LC 7) Max Uplift 13=978(LC 4), 27=-1087(LC 4) Max Grav 13=1840(LC 14). 27=2391(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/773, 3-5=-1747/862, 5-6=-2050/1065, 6-7=-2240/1216, 7-8=-2240/1216, 8-9=-2721/1384,9-10=-2792/1538,10-11=-3090/1639,11-12=-2026/1082, 12-13=-1794/909 BOT CHORD 2-27=-626/576, 26-27=-691/580, 24-26=-862/1496, 23-24=-992/1754, 21 I23=-1318/2340, 19-21=-1816/3353,18-19=-1622/3348,17-18=-1622/3348 WEBS 5-26=767/353, 5-24=-174/426, 6-23=-441/895, 7-23=-418/205, 8-23=-298/125, 8-21=-599/1049, 9-21=-1381/656, 10-17=693/1094, 3-26=-1048/2281, 3 ,27=-2267/931, 12-14=-942/1817, 11-14=-1341/574, 9-17=-998/501, 14-17=916/1805, 11-17=-450/1086 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) t 13=978, 27=1087. Thomas A. Aibani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 p1p�1, building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. ftdditional temporary and permanent bracing IYI iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. Foj general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.i Tampa, FL 36610 Ab Truss Type Qty Ply Lot 277 MeadowoodT13739700 �:TTIUOS5 J35808 Roof Special 1 1 Job Reference (opt East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:11 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-Zxun_S2Jb4erDrA?uvgEJkBtTK4JAPQSeWbNUzS6hs 1-2-0-0 9-0-0 13-2-0 1 20-4-0 27-6-0 33-2-0 i 37-2,0 40-3-0 i 44-8-0 i 2-0-0 4-2-0 7-2-0 7-2-0 5-8-0 4-0-0 3-1-0 4-5-0 Scale = 1:82.8 6.00 12 5x8 = 2x4 II 5x8 = 3x4 i 6 31 7 8 3x6 5 5x8 = 5x5 = 4 9 c; 4x6 1 4x6 ? m 3 11 c� 4x8 W m 2 12 1 I i 27 26 2524 32 23 33 22 21 20 3x8 = 18 t7 16 I to 3x6 14x8 = 3x6 = 3x8 = 3x4 = 2x4 II 15 14 13 j N 3x6 = 3x4 = 4x6 = 19 2x4 II 5x10 = 2x4 II 2x4 II 5x5 = i I 8-6.0 i 4�-8 9-0-0 13-2-0 20�-0 7-6-D 33-2-0 37-2-0 40-3-0 4 0 44-8-0 41-8 4-7-8 4-2-0 7--2 7-2-0 5-8-0 40-0 3-1-0 0-6-0 3-11-0 Plate Offsets (X,Y)— 16:0-6-0 0-2-81,18:0-6-0,0-2-81,19:0-5-4 0-2-81 110:0-2-8,0-2-41113:b-2-8,0-2-121.116:0-6-8,0-3-01.126:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.27 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.49 20-21 >979 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.25 13 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 284 lb FT = 0% LUMBER- BRACING- l 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 or 2-2-0 oc bracing. Except: 11-14: 2x4 SP No.3 6-6-0 oc bracing: 17-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-23, 9-21 12-16: 2x4 SP No.2 REACTIONS. All bearings 4-8-0 except Ut=length) 13=Mechanical. (lb) - Max Horz 2=423(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-512(LC 18), 13=577(1_C 9), 27=-870(LC 9), 2=-364(LC 1) Max Grav All reactions 250 lb or less atjbint(s) 2 except 13=1798(LC 14), 27=2856(LC 13), 27=2805(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-439/1614,3-5=-1132/483,5-6=-1728/727, 6-7=-2385/981, 7-8=-2385/981, 8-9=2904/1055, 9-10=-2848/996, 10-11=-3173/1062, 11-12=-3461/1087 12-13=-1695/548 BOT CHORD 2-27=-1458/538, 26-27=-1458/538, 25-26=-172/1088, 23-25=-238/1584, 1-23=-559/2492, 20-2 1 =-1 013/3661, 18-20=-1012/3664, 17-18=-832/3056, 16-17=-832/3657 WEBS 5-26=-1136/376, 5-25=-145/848, 6-25=-485/138, 6-23=-400/1266, 7-23= jp78/293, 8-23=-269/77, 8-21=-264/1021, 9-21=-1466/550, 9-18=-1247/437, 10-18 --345/1150, 11-18=-392/161,12-16=-851/2970,3-27=-2708/899,3-26=-763/2581 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed + end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 2, 577 lb uplift at joint 13, 870 lb uplift at joint 27 and 512 lb uplift at joint 2. 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 islfor an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing is 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. J Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek^ 6904 Parke East Blvd. Tampa, FL 36610 April 10,2018 Jod Truss Truss Type Qty Ply Lot277 Meadowood T13739701 J35608 A21 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 z-ao ss-4 o-o 5 z--9-4 6.00 12 5x8 = 2x4 II 5 38 39 6 3x6 3x4 4 3 d d 3x6 = r-' 2 1 2x4 II 0 _a 26 10- 25 24 d 23 3x4 = 4x6 = N 2x4 II 2x4 II 2x4 II 3x8 = 2x4 I I 2x4 11 2x4 I I OIt8-$ 9-11-8 J 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:12 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-17R9Co3xMNmiq?IBSdLTrxk6OjWbvuVbS9F9wwzS6hf 3x4 = 8 22 3x4 = 5x8 = 40 9 5x5 = 5x6 It 10 4x8 12 Scale = 1:82.8 21 19 1_67 16 - 20 4x6 = 4x4 = 11 5x6 WB = 2x4 II 5x12 13 = 2x4 I 2x4 II 5x5 = t 8-6-0 1 0_0 37-3-0 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 0.59 Vert(LL) 0.41 22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.71 20-22 >756 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.34 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 294lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc puffins, 4-5,1-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 6-3-4 oc bracing. Except: 13-18,11-14: 2x4 SP No.2, 27-32: 2x4 SP No.3 8-1-0 oc bracing: 2-26, 25-26, 17-19 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-20, 8-23 12-16: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 26, 16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2156/0-8-0, 13=2020/Mechanical Max Horz 2=375(LC 7) Max Uplift 2=-811(LC 9), 13=-668(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3946/1290, 3-5=-3442/1215, 5-6=3859/1424, 6-8=-3859/1424, 8-9=-4058/1489, 9-10=-4104/1423, 10-11=-5350/1806, 11-12=-3957/1268, 12-13=1959/664 BOT CHORD 2-26=-958/3458, 25-26=-958/3458, 23-25=-747/3008, 22-23=-1099/4058, 20-22=-949/3624,19-20=-1597/5417,17-19=-952/3489,16-17=-952/3490 WEBS 3-25=-625/243, 5-25=-90/438, 9-20=-277/995, 10-20=-2009/723, 9-22=-201/742, 5-23=-383/1225, 8-22=-374/171, 6-23=-461/234, 8-23=-343/88, 10-19=-1253/489, 11-19=-756/2275,12-16=-967/3399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 811 lb uplift at joint 2 and 668 lb uplift at joint 13. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 verity the applicability of design parameters and properly incorporate this design into the overall gg.r�q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. ddfional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forr1general guidance regarding the �yf fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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 277 Meadowood T13739702 J35808 A22 HIP TRUSS 1 1 Job Reference (optional) Last Coast I rusS, Ft. Pierce, FL 34941i i tj.ziu s reD lz zultl Mt I eK Inousines, Inc. i ue Apr iu 1Z:D3:14 zwo rage 1 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-_VZvcT4Bu?OQ41vaa2NxwMpTPXDaNILuKTkF_pzS6hp ,-2-0-0 1 4-9-4 9-0-0 14-9-5 20-0-11 1 26-4-0 i 314 34-5-8 , 39-5-0 , 44-8-0 , 2-0-02-9-8 4-11-B 5-3-0 6.00 12 5x8 = 4 3x4 3 25 24 p. 2x4 I I 3x4 = 2x4 11 2x4 I I 2x4 II 2x4 II Of8-6 9-11-8 1 2x4 I 37 38 5 23 22 4x6 = 5x12 = 3x8 3x6 = 6 7 21 2x4 2x4 11 5x8 = 8 39 40 9 5x8 = 10 10x12 = 19 18 17 16 15 2x4 II 4x8 = 46 = 2x4 Scale = 1:81.6 5x5 = 12 13 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.41 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.73 20-21 >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD BOT CHORD 2x4 SP 285OF 1.8E *Except* 8-18,26-31: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 17-20,9-20: 2x6 SP DSS WEBS JOINTS REACTIONS. (lb/size) 13=2014/Mechanical, 2=2160/0-8-0 Max Horz 2=406(LC, 7) Max Uplift 13=-671(LC 9), 2=808(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3977/1279, 3-4=-3619/1245, 4-5=4396/1559, 5-7=-4396/1559, 7-8=-4724/1657, 8-9=-4699/1649, 9-10=-3192/1187, 10-11=-1809/717, 11-12=-1809/717, 12-13=-1965/692 BOT CHORD 2-25=-991/3494, 24-25=991/3494, 22-24=-850/3186, 21-22=-1433/4954j 20-21=-1433/4954, 8-20=-429/221, 15-17=-897/3051, 14-15=-896/3053 WEBS 3-24=-448/163, 4-24=-61/365, 7-20=-409/98, 17-20=-849/3084, 9-20=-83512814, 9-17=-899/204, 10-17=-500/231, 10-14=-1796/591, 11-14=-409/225, 12-i4=-849/2552, 5-22=-416/213, 7-21=0/277, 4-22=-513/1603, 7-22=-765/229 Weight: 316 lb FT = 0% Structural wood sheathing directly applied or 3-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-9 oc bracing. Except: 1 G-0-0 oc bracing: 18-20 1 Row at midpt 12-13, 7-20, 10-14 1 Brace at Jt(s): 25 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed 1 end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit 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 671 lb uplift at joint 13 and 808 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 ® 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 Nil 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. Fqr 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 277 Meadowood T13739703 J35808 A23 HALF HIP TRUSS 1 1 Job Reference o tional East Coast 1 russ, Ft. Pierce, FL 349410 o ..a— rc ­-1. � uwuaww, n.1. , I D:ACzXF5ZNyEa—pNQ9dnkZfEyGOD2-Si7Hgp5pfl8HhSUm7luATaMXaxU_6D62Z7TpXFzS6ho 29-8.14 i 37-0-9 44.8-0 i 7-5-11 7-6-11 7-7-7 Scale = 1:80.2 3x6 = 5x6 3x8 = 3x6 = 2x4 II 3x4 = 4x4 = 4x6 = 6.00 12 3 28 294 5 61 30 731 8 9 10 c� d_ 3x6 = i ci m-tr 2 ory•1 3 • •p. 21 20 od IN 2x4 // 24 22 19 18 17 32 16 15 33 14 13 34 12 35 11 2x4 II 3x4 II 4x10 = = = 4x4 4x6 3x6B I I � 6-3-8-8 _ _i 3x6 = 5x6 W= 4x6 = I&E-9 6x8 M18SHS = 1.8-8 3-9-4 -e- 7-0-0 14-7-7 22-1-2 29-0-14 370-9 4"-0 3-2-12 7-7-7 7511 7-511 7511 7-7-7 1-0-0 1- Plate Offsets (X.YI— 13:0-3-0.0-2-01. 117:0-3-8,0-3-01, f20:0-5-8,0.3 4j . 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) 0.38 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.64 16-17 >839 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 280 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. Except: BOT CHORD 2x4 SP 285OF 1.8E *Except* 6-5-0 oc bracing: 2-23 2-20: 2x4 SP No.1, 3-19: 2x4 SP No.3 WEBS 1 Row at midpt 10-11, 10-12, 17-20, 4-20 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 20, 21 10-12,9-14,4-16,7-16,17-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Horz 2=372(LC 7) Max Uplift 11=-675(LC 9), 2=804(LC 9) Max Grav 11=2008(LC 13), 2=2177(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3956/1275, 3-4=-3393/1196, 4-6=-4071/1497, 6-7=-4071/1497, 7-9i 3642/1353, 9-10=-2367/908, 10-11=19321699 BOT CHORD 2-23=-956/3456, 21-23=-956/3456, 20-21=-957/3412, 16-17=-1094/3606, 14-16=1105/3642, 12-14=660/2334, 19-20=01267, 3-20=-320/1227 WEBS 10-12=965/2861, 9-12=-1549/618, 4-17=-803/335, 9-14=554/1643, 4-16=-193/612, 7-14=-832/376, 6-16=-516/268, 7-16=-179/534, 17-20=-1100/3614, 4-20s-416/161 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL= .Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1:60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 11 and 804 lb uplift at joint 2. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert $634 8904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 property incorporate this design into the overall q� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing { V 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 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 Jots Truss Truss Type City Ply Lot 277 Meadowood T13739704 J35808 A24 HALF HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 i 21 -0 1 Sao 1 13-0-4 8-6 2-4.0 6-0.4 6x6 = 6.00 12 3 M d ` 3x6 = N 2 1 0. 1 19 18 2x4 22 20 17 2x4 I I 5x8 = 2x4 I 3x4 I I 4-3-8 • 100 1-8-8 2-94 & 5-0-0 0-11 2-2-V 1-0-0 0-1 1 8-04 08 = 4x8 = 2x4 I I 426 27 5 6 16 15 14 3x8 M18SHS = 4x1C 5x8 M18SHS = 8.210 s Feb 12 ZU78 Mil eK Industries, Inc. I ue Apr 10 12:53:16 'ZU18 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-wuhfl96RQcG8Jc3zhSPPOnvpdLp5rh6BnnDM3hzS6hn Scale = 1:80.2 44 = 4x8 = 4x4 = 5x6 = 7 288 9 10 13 12 11 5x8 Ml8SHS = 3x10 = 3x6 I I 7-10-8 1 1 7.10-8 7-10-8 8-0-4 Plate Offsets MY)— 12:0-2-12 0-1-81,13:0-3-0,0-2-71,112:0-3-8.0-1-81 113:0-3-0.0-3-01.116:0-3-8,0-2-81 118:0-5-8 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Verl(LL) 0.40 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.69 13-14 >779 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 296 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E 'Except' BOT CHORD Rigid ceiling directly applied or 6-6-13 oc bracing. Except: 3-17: 2x4 SP No.3 8-2-0 oc bracing: 2-21 WEBS :�%4 SP No.3 *Except* WEBS' 1 Row at midpt 10-11, 10-12, 4-18 10-12,9-13,4-14,7-14: 2x4 SP No.2, 16-18: 2x4 SP 285OF 1.8E JOINTS 1 Brace at Jt(s): 18, 19 REACTIONS. (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Horz 2=298(LC 7) Max Uplift 11=-674(LC 9), 2=-805(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3935/1219, 3-4=-3613/1225, 4-6=-5038/1795, 6-7=-5038/1795, 7-9= 4651/1668, 9-10=-3008/1112,10-11=-1929/696 BOT CHORD 2-21=-933/3469, 19-21=-933/3469, 18-19=-1001/3544, 14-16=-1319/421z, 13-14=-1460/4633, 12-13=-913/3008, 3-18=-406/1413 WEBS 10-12=-1152/3425, 9-12=-1523/618, 4-16=-898/383, 9-13=-637/1884, 4-14=-318/968, 7-13=-767/359,6-14=-543/280,7-14=-169/467,16-18=-1333/4216,4-18-718/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstan ing 674 lb uplift at joint 11 and 805 lb uplift at joint 2. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 10,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is� for an individual building component, not a truss system. Before use, the building designer must vedfy 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 ANSIITPIl 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 2231. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739705 J35808 A25 HALF HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2-a0 2-8-0 3- 0 10-0-8 2-0-0 2-8.0 0- -0 7-0.8 6.00 12 8x8 = 3 �I 3x6 = d 2 1 ' a a 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:17 2018 Page 1 ID:AC2XF5ZNyEa_1NQ9dnkZfEyGOD2-04F2FV73BwO?xme9FAxeY?R_Mk9raCUKORyvb8zS6hm 16-11-4 23-10-0 3a&12 317-8 44.8-0 6-16 6.10-12 6-1a12 ata12 7-0-8 Scale = 1:80.2 6x8 = 6x8 = 6x8 = 46 = 3x6 II 4x6 = 4x6 = 6x8 = 4 29 30 5 6 7 831 9 32 10 11 25 22 21 2x4 II 8x6 = 20 18 17 15 13 12 2x4 II 4x4 II 19 16 14 6x8 — 4x4 = 4x8 — 4x6 =5x8 = 4x8 = 3x8 II 1 a0 6x8 M18SHS = 4x8 M18SHS = 1-8-8 3-0-0 I9 d N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.42 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.71 17-18 >756 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 385 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x8 SP DSS `Except* TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, 1-3: 2x4 SP 285OF 1.8E except end verticals. BOT CHORD 2x6 SP DSS `Except* BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. Except: 2-23: 2x4 SP 285OF 1.8E, 3-21: 2x4 SP No.3 7-11-0 oc bracing: 2-24 WEBS 2x4 SP No.3 `Except` 11-13,10-15,4-18,6-17,20-23,4-23: 2x6 SP DSS REACTIONS. (lb/size) 12=2001/Mechanical, 2=2174/0-8-0 Max Horz 2=222(LC 7) Max Uplift 12=-674(LC 9), 2=806(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4136/1250, 3-4=-3870/1210, 4-6=-6341/2201, 6-7=-6706/2327, 7-9=6706/2327, 9-10=-5792/2023,10-11=-3591/1282,11-12=-1931/690 BOT CHORD 2-24=-991/3687, 23-24=-990/3691, 3-23=-414/1541, 18-20=-1560/4861, 17-18=-2053/6341, 15-17=-1875/5792, 13-15=-1135/3591 WEBS 11-13=-1331/3954, 10-13=-1574/623, 4-20=-1172/461, 10-15=-821/2443r 4-18=-552/1661, 9-15=919/395, 6-18=-622/293, 9-17=-337/1015, 6-17=219/410, 7-17=-180/250, 20-23=1525/4772, 4-23=-936/466, 22-24=-100/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)'Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 674 lb uplift at joint 12 and 806 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke fast Blvd. Tampa FL 33810 Date: April 10,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing T� is alwaysrequired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the MiTek* k• 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 277 Meadowood T13739706 J35808 A26G HALF HIP TRUSS 1 1 Job Reference o tional East toast I russ, Ft. Fierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:19 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-KTMogB8KiXeiA4nXMbz6dQXK9Yy420mdTkROgOzS6hk 17-2-7 -2 2 11 63-2 11-9-1 15-1-8 tr>114 20-14 24-11-8 27-11-62a 2 33-6-10 39-0-1 44-7-4 2-0-12 -11 5314 516-0 3-0-7 1-9-12 2-10-13 4.104 2-11-150-1- 2 Sb7 5-5-7 57-3 0-3-3 Scale = 1:78.7 20-1-4 6.00 12 5x5 = 4x4 II 3x4 = 3x8 = 4x6 = - 5x8 = 2x4 II 5x6 = 4x4 = 3x4 =3x6 = 3x4 = 4x8 = 2 3 28 29 30 _4 31 32 335 634 35 36 7 37 8 3 9 39 40 10 41 42 43 11 412 45 13 46 47 14 27 26 25 23 22 21 19 17 16 15 24 20 18 5x6 = 3x4 = 3x6 — 7x8 = 6xl6 4x4 = 3x4 = 3x4 = 4x8 = 3x6 II 4x6 = 3x4 = 4x6 = 17-2-7 17-2-0 20A4 632 11-9-1 15-1-8 16-114 , 19-10-6 29WO 24-11-8 28-1-2 33-&10 39-0.1 44-74 63-2 5-6-0 3-4-7 1-9-12 2-7-15 0-2 45-14 3-1-11 Sb7 57-3 0-2-12 04-6 0-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.23 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.33 17-19 >980 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.05 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 251 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 10-21. 5-23 14-15,2-27: 2x6 SP No.2, 7-23,8-22: 2x8 SP No.2 REACTIONS. (lb/size) 15=1387/Mechanical, 27=78010-7-4, 23=3435/0-3-8 Max Harz 27=167(LC 7) Max Uplift 15=601(LC 9), 27=-415(LC 9). 23=-1510(LC 9) Max Grav 15=1409(LC 27), 27=798(LC 25). 23=3505(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-695/377, 4-5=-253/417, 5-7=-1185/2866, 7-8=-403/970, 8-9=-403/9 10, 9-10=-854/392,10-11=-2695/1184,11-13=-3294/1444,13-14=-2440/1081, 14-15=1349/610, 2-27=-369/479 BOT CHORD 25-26=-325/701, 23-25=-470/234, 22-23=-2907/1299, 21-22=-357/842, 19-21 =-1 118/2680, 17-19=-1397/3276, 16.17=-1047/2419 WEBS 3-27=-664/317, 14-16=-1097/2567, 13-16=-1001/511, 13-17=-401/946, 10-21=-2068/890, 11 -1 7=291/202, 10-19=-95/411, 11-19=-661/307, 9-21=-386/1040, 7-23= 2205/1015, 5-25=-177/590, 3-26=-319/589, 4-25=-1196/521, 5-23=-2717/1176, 9-221 2323/1000, 7-22=-1087/2529 1 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas here a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandi g 601 lb uplift at joint 15, 415 lb uplift at joint 27 and 1510 lb uplift at joint 23. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iYl Is always required for stability and to prevent collapse with possible personal Injury and property damage. Fo� general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AMSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.I Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739706 J35808 A26G HALF HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL,34946 NOTES- 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concerti 3-0-12, 160 lb down and 115 Ib up at 5-0-12, 160 lb down and 115 lb up at 7-0-12, 1E down and 115 lb up at 13-0-12, 160 lb down and 115 lb up at 15-0-12, 160 lb down a lb up at 21-0-12, 160 lb down and 115 lb up at 23-0-12, 160 lb down and 115 lb up at 29-0-12, 160 lb down and 115 lb up at 31-0-12, 160 lb down and 115 lb up at 33-0-12 lb down and 115 lb up at 39-0-12, and 160 Ib down and 115 lb up at 41-0-12, and 16( connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-14=-70, 15-27=-20 Concentrated Loads (lb) Vert: 6=-67(B) 13=-67(B) 12=-67(B) 9=-67(B) 7=-67(B) 28=-67(B) 29=-67(B) 40=-67(B) 41=-67(B) 43=-67(B) 44=-67(B) 45=-67(B) 46=-67(B) 47=-67(B) 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:19 201 B Page 2 I D:ACzXF5ZNyEa_pN Q9dn kZfEyGOD2-KTMo gB8KiXeiA4nXM bz6dQXK9Yy420mdTk ROgOzS6hk ated load(s) 160 lb down and 115 lb up at 2-0-12, 160 lb down and 115 lb up at I lb down and 115 lb up at 9-0-12, 160 lb down and 115 lb up at 11-0-12, 160 lb d 115 Ib up at 17-0-12, 160 lb down and 115 Ib up at 19-0-12, 160 lb down and 115 25-0-12, 160 lb down and 115 lb up at 27-0-12, 160 lb down and 115 lb up at 160 lb down and 115 lb up at 35-0-12, 160 lb down and 115 lb up at 37-0-12, 160 lb down and 115 lb up at 43-0-12 on top chord. The design/selection of such F) or back (B) 31 =-67(B) 32=-67(B) 33=-67(B) 36=-67(B) 37=-67(B) 38=-67(B) 39=-67(B) WARNING -Verity 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 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. F'Ior general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Q4ality 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 B Jdb Truss Truss Type Qty Ply Lot277 Meadowood T13739707 J35808 B01G COMMON GIRDER 1 Job Reference (optional) East Coast Truss, ♦ -2-0-C -8 1-9-8 Ft. Pierce, FL 34946 4-3-4 7x14 M10SHS i 1 4x8 = 1x4 II 1x4 II 2 � N d 1 1x4 II 3-8-4 3-8-8 THIS TF PROPERi 6.00 12 5x8 M18SH5 i 3 x4 3 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:21 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-GsUY4tAaE8uQQNxwUO?aircboMWoWxXwx2w7kvzS6hi 15 4 8 18-3� 23 4-0 2 825�-0 3-8-8 2-10-12 5-0-12 1-9-8 IS NOT SYMMETRIC. Scale=1:47.3 4TATION IS ESSENTIAL. M18SHS II 5 5x8 M18SHS 6 14 25 13 26 27 I 12 28 29 11 30 4x6 = HUS26 8x8 = 1 0x1 0 M18SHS = HUS26 8x8 = HUS26 HUS26 I HUS26 I HUS26 3x4 7 7x14M18SHS g 1x4 II 1x4 9 10 4x6 1 x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.32 12-13 >878 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.51 12-13 >550 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 368 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc puffins. 1-4,6-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3 *Except* 5-12: 2x4 SP No.1, 2-14,8-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=8828/0-8-0, 8=8069/0-8-0 Max Horz 2=302(LC 6) Max Uplift 2=-3401(LC 9), 8=-2980(LC 9) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19284/7182, 3-4=16502/5976, 4-5=12719/4623, 5-6=-12715/4621, 6-7=-16012/5741,7-8=-17529/6246 BOT CHORD 2-14=6253/17210, 13-14=-6253/17210, 12-13=-5126/14836, 11-12=4898/14387, 10-11=5403/15633, 8-10=-5403/15633 WEBS 5-12=3970/11015,4-13=-1827/4952,6-11=-1520/4334,7-10=-99/436,3-14=-168/692, 3-13=-2824/1328, 4-12=-4965/1923, 6-12=-4326/1600, 7-11 =-1 740/698 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 0-3-0 oc. - Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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 I here 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 3401 lb uplift at joint 2 and 2980 lb uplift at joint 8. 9) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss) or equivalent at 6-1-4 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-3-4 from the left end to 16-3-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. ,Slptinued_oa D_aae 2 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSf/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.E Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 April 10,2018 Jou `. Truss Truss Type Qty Ply Lot 277 Meadowood T13739707 J35808 B01G COMMON GIRDER 1 Job Reference o tional East Coast Truss,- Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:21 2018 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-GsUY4tAaE8uQQNxwUO?aircboMWoWxXwx2w7kvzS6hi NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1753 lb down and 1033 lb up at 4-3-4, and 1175 lb down and 579 lb up at 18-3-4 on top 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: 1-5=-70, 5-9=-70, 2-8=-20 Concentrated Loads (lb) Vert: 7=-1135(B)3=-1713(B)25=-1723(B)26=-2000(B)27=-1994(B)28=-1981.(B)29=-1981(B)30=-1981(B) AWARNING -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 it for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and pro 'erly incorporate this design into the overall I pa�pl• building design. Bracing Indicated is to prevent buckling of individual truss web andlor 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 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 277 Meadowood T13739708 J35808 B02 COMMON 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1-9-8 0-2-8 6-1-4 1x4 II 1x4 II n 1x4 II 2 d 1 3x4 = 5-6-12 6.00 12 3x4 1 x4 \\ 3 12 3x4 = 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:22 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-122x1 CAC?S 1 H 1 XW62j WpF28r6luwFZ_3AiggGLzS6hh 17-2-12 23-4-0 23-825-4-0 5.6-12 6-1-4 0- 8 1-9 8 4x4 = 5 25 11 26 3x4 = 10 3x4 = 3x4 6 1 x4 r,, 7 Scale = 1:47.3 8 1x4 II 1x4 II 1x4 II c? 1\ 9 d 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 0.45 Vert(LL) -0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.22 12-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1195/0-8-0, 8=1195/0-8-0 Max Harz 2=-302(LC 6) Max Uplift 2=-489(LC 9), 8=489(LC 9) Max Grav 2=1218(LC 13), 8=1218(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1809/596, 3-5=1613/615, 5-7=1614/615, 7-8=-1809/596 BOT CHORD 2-12=-338/1750, 10-12=-92/1111, 8-10=-338/1551 WEBS 5-10=-202/719, 7-10=-476/259, 5-12=-202/719, 3-12=-475/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsT; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed i; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas( where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 8. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and islfor an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pR 11gg�° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. (Additional temporary and permanent bracing IYI� lT�r 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 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 223141 Tampa, FL 36610 Job y Truss Truss Type Qty Ply Lot 277 Meadowood T13739709 J35808 B03 HIP 1 1 Job Reference to tional East Coast Truss, Ft. Pierce, FL 34946 J 8.210 s Feb 12 201B Mll ek Industries, Inc. I ue Apr 1U 12:b3:23 2D18 F'age 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-DEcJVYBgmm9Bfh5JbQ22oGh2y9HJ_yBDOMPEpnzS6hg -2-11-0 -0 8 5-9-4 11-0-0 12-4-0 17-6-12 23-4-0 23 825-4-0 5-9-4 5.2-12 1-4-0 5-2-12 5-9-4 Scale=1:49.0 6.00 12 4x4 = 4x4 = 5 6 3x4 3x4 3x4 i 4 7 3x4 3 8 d N U4 I I 1x4 II 9 1x4 II I 2 1x4 II 1x4 1x4 ' � 1 10 � 15 14 13 12 11 3x4 — 1x4 II 3x4 = 1x4 II 3x4 = 3x4 = 3x4 = 5-94 11-0-0 12-4-0 V 17-6-12 23-4-0 5-9-4 5-2-12 1-4-0 5-2-12 5-94 'late Offsets (X.Y)— 11:0-2-4,0-0-81.110:0-24 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.07 11-12 >999 240 MT20 244/190 TCDL 15.0_ Lumber DOL 1.25 BC 0.47 Vert(CT) -0.14 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1195/0-8-0, 9=1195/0-8-0 Max Horz 2=-288(LC 6) Max Uplift 2=-489(LC 9), 9=-489(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1848/586, 3-5=1303/500, 5-6=AO91/497, 6-8=-1303/500, 8-9=-18 8/586 BOT CHORD 2-15=-334/1708, 14-15=-334/1708, 12-14=-111/1108, 11-12=-334/1586, 9-11=-334/1586 WEBS 3-14=691/257, 5-14=-108/361, 6-12=-108/361, 8-12=-692/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 9. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ml1.7477 rev. 1e/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ra truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall r. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.l Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. Fpr 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 22311. Tampa, FL 36610 Jbb ° Truss Truss Type City Ply Lot Meadowood T13739710 J35808 B04 HIP 1 1 Job Reference o tional East Coast Truss, 1-9.8 Ft. Pierce, FL 34946 1 4-9-4 4-9-4 4-2-12 4x4 = 4 24 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:24 2018 Page 1 ID: FOzOEfHnMVNaUwbMujnL80yhM15-hRAhjuCSX3H?HrgV98ZHKTEBDZYpjTaMdO9nLEzS6hf 14-4-0 18-6-12 23-4-0 2311 25-4-0 5-4-0 4-2- 22 4-9-4 0- -8 1-9-6 4x8 = 255 Scale: 1/4"=1' i 6.00 12 1x4 1x4 G 0 3 6 n d d 4 v 1x4 II 1x4 II 2 71x4 II 1x4 II 1x4 II 1x4 II °+ d 8 1 11 10 9 d 4x4 = 3x8 = 3x4 = 3x4 = 4x4 = 9-0-0 14-4-0 23-0-0 9-0-0 5-4-0 9-0-0 Plate Offsets (X.Y)—I1:0-2-4,0-0-81.15:0-5-4,0-2-01.18:0-2-4.0-0-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 9-23 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 9-23 >814 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 124 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1195/0-8-0, 7=1195/0-8-0 Max Horz 2=244(1-C 6) Max Uplift 2=489(1-C 9), 7=-489(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1829/616, 3-4=1496/528, 4-5=1282/517, 5-6=-1496/528, 6-7=-1828/616 BOT CHORD 2-11=372/1695, 9-11 =-1 86/1282, 7-9=-372/1601 WEBS 3-11=-449/211, 4-11=-52/380, 5-9=-52/379, 6-9=451/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0p6; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.) Additional temporary and permanent bracing i','�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 22311. Tampa, FL 36610 JoU ' Truss Truss Type i Qly Ply Lot 277 Meadowood T73739711 J35808 B05G HIP GIRDER 1 1 Job Reference (optional) Last Goast I russ, FL Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:26 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-dpIR8aDj3hXj W8quHZbIPuJV rNItBIyf4KeuP6zS6hd -2-0-0 -0 2 8 3-9-4 7-0-0 11-8-0 16-4-0 19-6-12 23-4-0 23 8 25-4-0 1-9-8 D- -8 3-9-4 3-2-12 48-0 4-8-0 12-12 3-9-0 0- -8 1-9.8 Scale = 1:49.0 4x8 = 1 4 11 4x8 = 4 30 31 32 5 33 34 35 6 6.o0 12 1x4 1x4 i M 3 4x8 = 7 d 2x4 = 4x8 — 4x8 = 2x4 = d ci 1x4 e II o o T J tx4 II 7 14 11 39 12 4211 m II 81x4 1IxI 41x4 x4 II II 9 1 16 36 37 13 38 10 3x8 = 3x4 = 5x14 W18SHS = 3x4 = , 3x8 = 3-9-4 7-0-0 11-8-0 16-4-0 19�-12 23-4-0 3-9-4 3-2-12 4-8-0 4-8-0 3-2-12 3-9-4 Plate Offsets MY)—11:0-2-4,0-0-81,12:0-3-4,0-1-81.14:0-54.0-2-01,16:0-5-4,0-2-01 18:0-4-0 0-1-41,f9:0-2-4.0-0-81 113:0-6-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 13-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.36 13-16 >779 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 140 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. 4-6: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-1-14 oc bracing. BOT CHORD 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 15 2-13,8-13: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2357/0-8-0, 8=2355/0-8-0 Max Horz 2=200(1_C 23) Max Uplift 2=1146(LC 9), 8=1144(LC 9) Max Grav 2=2388(LC 29), 8=2387(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4454/2037, 3-4=-4219/2005, 4-5=-4536/2123, 5-6=4545/2126, 6-7-4206/1998, 7-8=-4445/2031 BOT CHORD 2-16=-1648/4049, 13-16=-1550/3811, 10-13=-1551/3731, 8-10=-1644/3894, 12-14=52/267 1 WEBS 3-16=340/212, 16-17=441/892, 4-17=437/924, 4-15=353/977, 13-15=-409/966, 13-14=637/263, 5-14=592/266, 12-13=-366/864, 6-12=-377/1032, 10-111=-419/849, 6-11=-417/885,7-10=-339/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=J0psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;I end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ar y other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Nhere 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 1146 lb uplift at joint 2 and 1144 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 219 lb down and 174 lb up at 7-0-0, 133 lb down and 101 lb up at 9-0-12, 183 lb down and 92 lb up at 11-0-12, 183 lb� down and 92 lb up at 12-3-4, and 133 lb down and 101 lb up at 14-3-4, and 219 lb down and 174 lb up at 16-4-0 on top chord, and 553 lb down and 432 lb up at 7-1-12, 171 lb down and 88 lb up at 9-0-12, 91 lb down and 71 lb up at 11-0-12, 91 lb down anc' 71 lb up at 12-3-4, and 171 lb down and 88 lb up at 14-3-4, and 553 lb down and 432 lb up at 16-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10.2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEI PAGE MII-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 MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. Fo( 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 Jdb Truss Truss Type Qty Ply Lot 277 Meadowood T13739711 J35808 B05G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:26 2018 Page 2 ID:FOzOEfHnMVNaUwbMujnL80yhM15-dpIRBaDj3hXjW8quHZblPuJ VTNIIBlyf4KeuP6zS6hd LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 24-27=20, 11-17=20 Concentrated Loads (lb) Vert: 4=135(F) 6=-135(F) 16=-535(F) 13=-91(F) 10=-535(F) 30=-39(F) 32=-100(F) 33=-100(F) 35=-39(F) 36=-171(F) 37=-91(F) 38=-171(F) WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 p �� �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.I Additional temporary and permanent bracing I VI 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 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 Joll Truss Truss Type City Ply Lot 277 Meadowood T13739712 J35808 C01 G Roof Special Girder 1 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:28 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-ZCPCZGFzbInRISzGO—dDVJOnOAyjf6AyYe7?U?zS6hb i -2-0-0 -0r2r8 4-9-0 6-5-0 8-6-0 10-7-0 13-3-8 16-3-8 1-9-8 0- -8 4-9-0 1-8-0 2-1-0 2-1-0 2-8-8 3-0-0 Scale = 1:33.3 5x8 M18SHS = 5 8X8 = 6x8 M18SHS = 7x10 M18SHS = 2x4 II 5x8 = 3 6 7 HUS26 8 6.00 12 4 Ci 31 = 3x6 = 8 21 N 4X8 — 1x4 — A41 N 1X4 II O 2 Ion LA M r-r 1 x4 11 En s 1 r a 14 13 26 12 27 28 11 10 29 9 1x4 3x6 11 10x10 10x10 WB = 10x10 = 6x10 = 5x14 M18SHS 11 tx4 II HUS26 HUS26 HUS26 HUS26 HUS26 4-9-0 6-5-0 10-7-0 13-3-8 16-3-8 4-9-0 1-8-0 4-2-0 2-8-8 3-0-0 Plate Offsets (X.Y)— fl:0-2-4,0-0-81.f2:0-4-0,0-1-151.f3:0-6-0,0-2-81.f6:0-2-12,0-5-01,[1j:0-3-8,0-6-41 f13:0-5-0.0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.20 11-13 >943 240 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.32 11-13 >597 180 BCLL 0.0 * Rep Stress Incr NO WB 0.95 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-8: 2x6 SP No.2 BOT CHORD 2x8 SP SS BOT CHORD WEBS 2x4 SP No.2 *Except* 8-9: 2x8 SP No.2, 3-13,6-11,7-10: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=7505/Mechanical, 2=4823/0-8-0 Max Horz 2=230(LC 24) Max Uplift 9=-2648(LC 9), 2=-1954(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=10101/3884, 3-4=-11109/4208, 4-5=-12596/4804, 5-6=-12994/4781, 6-7=-719112617, 7-8=-7183/2613,8-9=-6762/2407 BOT CHORD 2-14=-3508/8987, 13-14=-3543/9049, 11-13=3019/8149, 10-11=-4228/11718, 9-10=-265/653 WEBS 3-14=-534/1043, 3-13=-1236/3726, 13-18=-5421/2107, 4-18=-5409/210 , 13-19=-2403/6087, 5-19=-2413/6115, 5-20=-2369/6740, 11-20=-2379/6`i168, 11-21=1810/722, 6-21=-1791/715, 6-10=-5902/2166, 7-10=-901/359, 8-I10=-3008/8413, 20-21=264/92 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 267 lb FT = 0% Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-1 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 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 indicated. otherwise 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y other live loads. Thomas A. Alban! PE No.39380 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. MiTek USA, Inc. FL Cert 6634 9) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33610 P 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2648 lb uplift at joint 9 and 1954 lb Date: uplift at joint 2. April 10,2018. 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. F r general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231, Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. . Tampa, FL 36610 Jab Truss Truss Type Qty Ply Lot 277 Meadowood T13739712 J35808 C01 G Roof Special Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:28 2018 Page 2 I D:FOzOEfHnMVNaUwbMujnL80yhMj5-ZCPCZGFzbinRISzGO_dDVJOnOAyjf6AyYe7?U?zS6hb NOTES- 11) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent at 5-0-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced back face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent at 15-0 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support cone 6-5-0, 155 lb down and 128 lb up at 8-6-0, and 187 lb down and 159 lb up at 10-7- Ib up at 4-9-0, 46 lb down at 6-6-0, 20 lb down at 8-6-0, and 46 lb down at 10-6-0 connection device(s) is the responsibility of others. 2-1-0 oc max. starting at 7-0-12 from the left end to 13-0-12 to connect truss(es) to from the left end to connect truss(es) to back face of top chord. trated load(s) 163 lb down and 138 lb up at 4-9-0, 187 lb down and 159 lb up at and 152 lb down and 109 lb up at 14-1-12 on top chord, and 298 lb down and 233 nd 53 lb down at 14-1-12 on bottom chord. The design/selection of such LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=70, 5-6=70, 6-8=-70, 2-9=-20 Concentrated Loads (lb) Vert: 3=-73(F) 4=-145(F) 5=-135(F) 6=-145(F) 14=-1360(1`=250, B=-1110) 13=-31(F) 1 1=-1 786(F=-31, B=l755) 10=-1755(B) 24=-58(F) 25=-1707(B) 26=-1755(B) 27=-8(F) 28=-1755(B) 29=-31(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEI PAGE MII.7473 rev. 10103/2015,BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fl AiT�I�Ii' is always required for stability and to prevent collapse with possible personal injury and property damage. Fo( general guidance regarding the MVO 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.I Tampa, FL 36610 JoS ' Truss Truss Type Qty Ply Lot 277 Meadowood T13739713 J35808 D01 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 i 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:29 2018 Page 1 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.01 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 70 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 6-9: 2x4 SP No.3, 8-9: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` 7-8,7-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=60410-8-0, 11=1519/0-8-0 Max Horz 13=466(LC 7) Max Uplift 13=-532(LC 26), 11=-865(LC 9) Max Grav 13=604(LC 1), 11=1521(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-443/534, 3-4=-1421273, 4-5=-137/286, 5-6=-331/775, 6-7=-227/54P BOT CHORD 2-13=-462/508, 12-13=-573/380, 11-12=-975/421, 10-11=-908/366, 9-1Q=-313/133, 6-10=-482/569 WEBS 4-12=-266/29, 5-12=-263/529, 3-12=-530/480, 3-13=610/503, 5-11=744/305, 6-11=-516/505, 7-10=-677/320, 7-9=-148/343 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expose left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all are. will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta at joint 11. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concen 9-0-4 on bottom chord. The design/selection of such connection device(s) is the respc 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plil) Vert: 1-4=-70, 4-7=-70, 10-17=-20, 8-9=-20 Concentrated Loads (lb) Vert:20=-1047(B) Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-10-15 oc bracing. I.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; ; end vertical left and right exposed; porch iy other live loads. where a rectangle 3-6-0 tall by 2-0-0 wide ing 532 lb uplift at joint 13 and 865 lb uplift ited load(s) 1047 lb down and 588 lb up at sibility of others. -) or back (B). Thomas A, Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 /& 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 p�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i�pp.!■ 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.I For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 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 77- Jib Truss Truss Type Qty Ply Lot277 Meadowood T13739714 J35808 D02 COMMON � 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-M -2- 1-9-8 0-2- 3x4 = 1x4 II 2 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:30.2018 Pagel I D:FOzOEfHnMVNaUwbMujnL80yhM15-WaXyzxHD7vl8?m7f WPghakUB6_dz7E?F?yc5YuzS6hZ 10-6-0 1 5-3-0 4x4 = 4 6.00 12 2x4 II 3 N 8 y 1x4 II d 2x4 11 5-3-0 Scale = 1:21.0 52x4 II 6 I� 3x4 = 7 2x4 II 819-0 10-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 48 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 *Except`' 4-8: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=672/0-3-9, 7=418/0-3-9 Max Horz 9=146(LC 7) Max Uplift 9=477(1_C 9), 7=-316(LC 9) Max Grav 9=672(LC 1), 7=427(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-9=-395/259, 5-7=-282/171 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all are; where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withsta ding 477 lb uplift at joint 9 and 316 lb uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 69114 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ® 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, andlis for an individual building component, not I truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV 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 223 4. Tampa, FL 36610 JO''S � 0 - Truss Truss Type Qty Ply Lot 277 Meadowood T13739715 J35808 D03 HIP 1 1 Jab Reference o tional East Coast I russ, H. Pierce, t-L 3494b o.c i v b reu i s cu ro rvu r an uwuau ias, uw. i ue r pf i u i c.oaou cu i u rage , I D:FOzOEfHnMVNaUwbMujnL80yhM15-WaXyzxHD7v18?m7f WPghakUCQ_ek7EzF?yc5YuzS6hZ 5_6-0 -20-0 - 2- 1-9-13 5-0-0 9-0-11 10-6-0 1 -8- 12-6-0 1-38 0-2- 1-9-13 3-2-3 3511 1-5.5 2 1-9-s 0-3-0 Scale = 1:25.3 4x4 = 4 6.00 12 2x4 I I 2x4 I I 3 5 3x4 = 3x4 = 1x4 112 rl p 6 1x4 I I 10 2x4 II 9 1X4 II 5-6-0 u 1x4 II Id N 7 6 2x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.08 9 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.08 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 54 lb FT = 0% 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 *Except* 4-9: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=585/0-5-1, 10=649/0-3-9 Max Horz 10=-158(LC 6) Max Uplift 8=-482(LC 9), 10=-445(LC 9) Max Grav 8=594(LC 18). 10=649(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-386/236, 5-8=411/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=1611; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 8 and 445 lb uplift at joint 10. Thomas A. Albani PE No.39380 Mi7ek USA, Inc. FL Cert 6634 6904 Parke fast Blvd. Tampa FL 33610 Date: April 10,2018 ®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 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 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 ANSIITPI1 I quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 JJb Truss Truss Type Qty Ply 277 Meadowood T13739716 J35808 D04G HIP GIRDER 1 1 [Lot Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1-9-8 3-0-0 4-6-0 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:31 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-_n5KBHHruD9?cwir36Bw6yOQ 1035sfiOEcLf5KzS6hY 3-0-0 1-9.8 Scale = 1:25.3 4x8 = 4x4 = 3 21 22 4 6.00 12 3x4 = d 3x4 1x4 112 5 1x4 II d 1 x4 I I 8 23 24 7 1 x4 11 ro 1 e, 1x4 I ` 3x4 = 41 6 1x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.28 WB 0.07 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.06 7-8 >999 240 Vert(CT) 0.05 7-8 >999 180 Horz(CT) -0.01 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 57 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 BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=686/0-3-0, 5=686/0-3-0 Max Horz 2=-112(LC 6) Max Uplift 2=-640(LC 9), 5=-640(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-849/831, 3-4=735/783, 4-5=-850/831 BOT CHORD 2-8=679/754, 7-8=-704/764, 5-7=-67o/740 WEBS 3-8=259/175, 4-7=-252/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCD-=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage toprevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 2 and 640 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 69 lb up at 3-0-0, 87 lb down and 58 lb up at 5-0-12, and 87 lb down and 58 lb up at 5-5-4, and187 lb down and 69 lb up at 7-6-0 on top chord, and 202 lb down and 117 Ib up at 3-0-0, 15 lb down and 14 lb up at 5-0-12, and 151b down and 14 lb up at 5-5-4, and 202 lb down and 117 lb up at 7-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase 1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 15-18=-20 Thomas A Albanl 80 Concentrated Loads (lb) C MiTek USA, Inc. FL ert 6634 rt 663 Vert: 3=-O(F) 4=-O(F) 8=-70(F) 7=-70(F) 21=0(F) 22=-O(F) 23=2(F) 24=2(F) 6904 Parke East Blvd. Tampa FL 33810 Date: April 10,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER1INCE 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 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* i�k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IV' 1 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 Jok 13F Truss Truss Type Qty Ply Lot 277 Meadowood T13739717 J35808 MV2 VALLEY TRUSS 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL34946 III 2x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=62/2-0-0. 2=48/2-0-0, 3=14/2-0-0 Max Horz 1=38(LC 9) Max Uplift 1=-12(LC 9), 2=-35(LC 9) Max Grav 1=65(LC 13), 2=58(LC 13). 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when st NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCC Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expoE DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wil 4) ' This truss has been designed for a jive load of 20.Opsf on the bottom chord in all ar will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withst joint 2. 8.ziu s FeD 1z zu16 MI I eK inaustrles, mc. I ue Apr 1u lz:b:5:3z zultt rage 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-SzfjOdl UeXHsE3H1 dpi9f9ZglnTEb7_YTG5ComzS6hX 2-0-0 2-0-0 i Scale = 1:7.8 6.00 12 2 3 I DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 to FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. =3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; d ; end vertical left and right exposed; Lumber C any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide frmula. Building designer should verify iding 12 lb uplift at joint 1 and 35 lb uplift at Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 ® 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, aqd 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 damag�. 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 JZb Truss Truss Type Qty Ply Lot 277 Meadowood I T13739718 J35808 MV2A VALLEY TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 S.21U s I-eD 12 zuiu MI I ex Industries, inc. I ue Apr iu 1 Z:b3:Ja zuiis rage l 0-9-8 1 0-2-8' 2-0-0 6.00 112 2x4 I I 1x4 II 2 2X4 11 1X4 11 3 2x4 II 2X4 11 2X4 11 4 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight: 16 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=332/2-0-0, 4=-23/2-0-0 Max Horz 5=166(LC 7) Max Uplift 5=-261(LC 9), 4=-52(LC 5) Max Grav 5=332(LC 1), 4=70(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-296/252 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate geip DOL=1.60 ' 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withs ending 261 lb uplift at joint 5 and 52 lb uplift at joint 4. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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. 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 fy f 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 F2314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot 277 Meadowood T13739719 J35808 MV2B VALLEY 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0 8.ZlU s Feb 12 "LU18 MI I etc Inoustnes, mC. I ue Apr 1U 12:b3:33 YU1t$ Yage l ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-w9D5czJ6PgPjsDsEBXDOCN6hPBnZKaEhhwgm9CzS6hW 2-0-0 -Q-2-$ 2-0-0 1-9-8 -2- 2-0-0 Scale = 1:16.6 3 2x4 I 6.00 12 1x4 �1 3x24 II 5 4 2x4 11 2x4 11 2-0-0 2-0-0 Plate Offsets (X Y)— 11:0-2-4 0-0-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.01 1 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.03 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 19 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=332/2-0-0, 4=-23/2-0-0 Max Horz 5=163(LC 5) Max Uplift 5=-204(LC 9), 4=-111(LC 5) Max Grav 5=332(LC 1), 4=63(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-298/240 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCD=3.Opsf; h=16ft; B=soft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wil any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstl nding 204 lb uplift at joint 5 and 111 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date; April 10,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERfjNCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall p q building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPk 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 Z Truss Truss Type Qty Ply Lot 277 Meadowood T13739720 J35808 MV2C VALLEY TRUSS 2 1 Job Reference o lionall East Coast Truss, Ft. Pierce, FL'3494b 8.2iO s Feb 12 20i8 MI I ex industries, Inc. rue Apr 10 I2:53:34 2018 rage t ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-OMmTpJKkA8XaTNRQIEkdkaes967c31 UrwaaJhfzS6hV 2-1-4 V-2- 2 8 2-1-4 Scale = 1:13.0 3 2x4 II 6.00 12 2x4 II d N 1x4 II 2 1 I 5 4 2x4 II 1x II 2x4 I I I 2x4 I I Plate Offsets X Y — 1:0-2-4 0-1-0 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 0.64 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-R Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=331/2-1-4, 4=-13/2-14 Max Horz 5=165(LC 7) Max Uplift 5=258(1_C 9), 4=-50(LC 5) Max Grav 5=331(LC 1), 4=66(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=294/249 1 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; Bi Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exi DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of will joint 4. Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; end vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide iding 258 lb uplift at joint 5 and 50 lb uplift at Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters 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 damag6. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see' ANSIITPIII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2?314. Tampa, FL 36610 Job , } Truss Truss Type Qty Ply Lot 277 Meadowood T13739721 J35808 MV2D VALLEY TRUSS 2 1 Job Reference D tional East Coast Truss, Ft. Pierce, FL 3494b 0 lil 2x4 d.ziu s FeD 1Z Zulu MI IeH inausines, Inc. t ue Apr lu IG:OJ:J4 Lino rage i I D:ACzXF5ZNyEa_rNQ9dnkZfEyGOD2-OMmTpJKkA8XaTNRQIEkdkae?Fb8i31 UrwaaJhfzS6hV 1-6-0 1-6-0 Scale = 1:7.8 2 12 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 0.06 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=62/1-6-0, 2=48/1-6-0, 3=14/1-6-0 , Max Horz 1=38(LC 9) Max Uplift 1=-12(LC 9), 2=-35(LC 9) Max Grav 1=65(LC 13), 2=58(LC 13), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL 3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain fo mula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 35 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 &WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalls building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only I 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 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 Jd(i �w Truss Truss Type City Ply Lot 277 Meadowoad T13739722 J35808 MV4 VALLEY TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Apr 10 12:53:35 2U18 Nage 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-sYKr1 fKMxSfR5XOclyFsHoB50?REoUk_9EJsE5zS6hU 4-0-0 4-0-0 6.00 12 1 2 2x4 II 3 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r REACTIONS. (lb/size) 1=146/4-0-0, 3=146/4-0-0 Max Horz 1=111(LC 7) Max Uplift 1=-45(LC 9), 3=-53(LC 5) Max Grav 1=152(LC 13). 3=167(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1 and 53 lb uplift at joint 3. Thomas A. Albani PE N09390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 10,2018 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 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 i•�■` 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 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. 1 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0Ar" I 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: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 IY O 2 U IL 0 I- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) is BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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 MM lei [MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 .1; GeneralNotes Safety Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner arid all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. oreservative treated. or_areen.lur 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. RECEIVE D A._ s lauffin , evelopment Services Department MAY 1 2098 J. r 2_.BnnB�Regulations Division Lcie coup t�q •rs� ey,rn°iitting Product Review Affidavit C (L 0 rl D Building Permit # Owners Name _Z�J ,-2 cl �v r,t, v j, 3 L L 0-. Applicant:` Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Windows +31.9/ -34.8 +/-50 MI WINDOWS FL 17499.4 NON IMPACT 3/16" TAPCONS W/ 1-1/4" MIN. EMBED @ 10" O/C Mullions 37.7 +/-54 MI WINDOWS FL 15353 NON IMPACT 1/4" TAPCONS W/ 1-114" MIN. EMBED Fixed Glass +33.5 / -36.3 +/- 60 MI WINDOWS FL 15349.1 NONIMPACT 3/16" TAPCONS W/ 1-1/4" MIN. EQUAL SPACNG, 3" FROM EDGE Block Glass Skylights Sliding Glass Doors +28.5 / -31.3 +/-35 MI WINDOWS 12080 FL 22401.1 NONIMPACT 3/16" TAPCONS W/ 1-1/4" EMBED @ 12" O/C Swing Type Doors +31.9 / -34.8 +/-50 THERMA TRU 2680 FL-7630.1 NONIMPACT 1/4" TAPCONS W/ 1-1/4" MlH. EMBED French Doors _ Garage Doors +28.5 / -32.2 +39.2 / -43.7 WAYNE DALTON 9100 FL-9174.10 R12 N/A 5/16" x 1-5/8" LAG SCREW EA. BRACKET Hurricane Protection 37.7 +49.0 / -56.0 "URRIOANESTORM PMELAll 16293-R1 N/A 1/4"-20x314" S.S. KNURLED STUDS 12-1/2" O.C. TOP & BTM Roof Ventilation Roofing Material -83.4 PSF -172 PSF ..LEROOFING PRODUCT6 CAPISTRANOCONC. TILE NOANO.16-0822.15 N/A (2)10d RING SHANK NAILS Revised 07/22/2014 I have reviewed the above components or cladding and I have approved eir use in thi structure. ese products provide a wind loads and forces specified by current code provisions. Name: AA)F�761<y-� Signat e: Design Prof: V/x�i(1, 1' `I �U��'jI G� Cert. No. ����� Date: �3/f� resistanc to the IU cv - 2_--3-� ib! Project Name: Project Address: Permit #: Planning &I Development Services Department Building & Code Regulations Division RECEIVE® 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462- 553 1 MAY 18 2-018 Certification for Design Load Compliance R: kudlr! C-c"wu y,,�Ormitting 'e Type: Construction Type: INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a buil ling permit o Any non-residential structure. s Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: 1. DESIGN CODE: Florida 2017 Building Code 2. Structure Designed as (check one): X Encl 3. Risk Category: _I X II III IV 4. Design Wind Velocity 160 mph X 5. Mean Roof Height ft iplete all that apply) Edition with 20 N/A Supplements using ASCE 7-10 Partially Enclosed Open Exposure Category: B X C D D LRFD End Zone Width: 6 ft )of Pitch: 6 :12 Parapet: NSA ft 6. Components & Cladding Design Pressures Usedd:� (PSF, based on 10sgft @ S'MRH, clearly label on all plan openings): �t-1-0.0 .t-24 0 4-U.+� a�3�P� •i-3�l, 3' j-L�.S Zone 1: -,31. Zone 2: — S, ,3 Zone 3: T.gl r }' Zone 4: Zones: ^ Garage: —34/1 g 7. Design Loads: Floor: 100 PSF Roof/Dead12 PSF Roof/Live: 30 Balcony: NIA PSF Dock: N/A PSF Deck: N/A PSF Stairs: Ni(A PSF Fence: N/A PSF Railings: N/A PSF 8. Were Shear Walls Considered For Structure? liyes Not Applicable Explain Why Not: V 9. Is A Continuous Load Path Provided? X Yes Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2500 PSF So,l Test Reports SUbmtte}t)? .sYes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: .. / Print Name Cert # & Co. Cert Auth. nature, Date, nd lea Company Name & Address Revised 0`25/2014- /" o2Vic