The URL can be used to link to this page

Home My WebLink AbouttrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 Nil These truss designs rely on lumber values established by others. M iTe k RE: J40998 - Sztankovits Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Telese Builders Project Name: Sztankovits Res Model: Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 8024 Spendthrift Lane, . City: PSL State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 [All Heights] Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 16 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T23707216 A01 4/26/21 2 T23707217 A02 4/26/21 3 T23707218 A03 4/26/21 4 T23707219 A04 4/26/21 5 T23707220 A05 4/26/21 6 T23707221 A06 4/26/21 7 T23707222 A07 4/26/21 8 T23707223 A08G 4/26/21 9 T23707224 ZCJ 1 4/26/21 10 T23707225 ZCJ3 4/26/21 11 T23707226 ZCJ5 4/26/21 12 T23707227 ZCJ7 4/26/21 13 T23707228 ZEJ9 4/26/21 14 T23707229 ZEJ9A 4/26/21 15 T23707230 ZHJ9 4/26/21 16 T23707231 ZHJ9A 4/26/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �%tttlfllltI11r 11 ®®®,N. Oki I N V No 681853 2 =-c►: try STATE OF .' 44/ 0 4 10 N A 0, rt®• 1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 26,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type city Ply Sztankovits Res T23707216 J40998 A01 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:08 2021 Page 1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-ANcag75EM9zjGJb3cgxzKaPRTsOe8ODwSpaaOxzMvc5 2-2-8 8-10-8 14-2-8 19-6-8 24-10-8 31-6-8 33-9-0 2-2-8 6-8-0 5-4-0 5-4-0 5-4-0 IN. 2-2-8 5x5 = 5.00 12 MWFRS WIND DESIGN METHOD USED EXCLUSIVELY AS SPECIFIED BY ENGINEER OF RECORD. TYPICAL FOR ALL TRUSSES IN THIS JOB. 3x4 = 4 23 3x4 = 3x6 = 24 5 6 5x5 — 7 16 15 14 13 12 11 10 3x4 — 2x4 11 5x8 = 4x8 = 3x4 = 4x6 — 5x8 — Scale = 1:57.4 m N 9 � I9 0 2x4 11 3x4 — 1-10-8 2r2�8 8-10-8 16-10-8 24-10-8 31-8-8 31r1Q-833-9-0 1-10-8 0-4-0 6-8-0 8-0-0 8-0-0 6-8A 0-4-0 1-10-8 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 0.53 Vert(LL) -0.11 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.29 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except` 2-16,8-10: 2x6 SP No.3 REACTIONS. (size) 16=0-8-0, 10=0-8-0 Max Horz 16=103(LC 7) Max Uplift 16=-335(LC 8), 10=-273(LC 8) Max Grav 16=1519(LC 1), 10=1519(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2000/369, 3-4=-1778/374, 4-5=-2422/482, 5-7=-1778/383, 7-8=-2000/379 BOT CHORD 13-15=-367/2368, 11-13=-370/2368 WEBS 2-16=-1412/363, 2-15=-264/1664, 3-15=0/405, 4-15=-809/161, 5-11=-810/154, 7-11=0/405, 8-11=-225/1664, 8-10=-1412/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=335, 10=273. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707217 J40998 A02 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:09 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-eZAyuT6s7S5atTAFANSCsnxW3Gjttmf3gTK8YOzMvc4 2-2-8 3-11-8 7-5-0 10-10-8 17-10-8 22-1%8 27-2-8 31-6-8 33-9-0 2-2-8 1-9-0 3-5-8 3-5-8 7-0-0 5-0-0 4-4-0 4-4-0 2-2-8 Q 4x10 M18SHS = 5_no Flu 27 3x4 = 4x8 = Scale = 1:58.4 3x4 = 2x4 11 - 2x4 11 4x8 = 3x6 = 3x6 = 3x4 = 1-10-8 $2�8 3-11-8 10-10-8 17-10-8 18-10-$ 22-1%11 31-6-8 31 lV33-9-0 1-10-8 0-4-0 1-9-0 6-11-0 7-0-0 1-0-0 4-0-0 8-8-0 0-4 1 Plate Offsets (X,Y)--[2:0-3-4,0-2-0],[4:0-6-8,0-2-0],[6:0-5-8,0-2-0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-13: 2x4 SP No.3, 2-20: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 12-15: 2x4 SP No.2, 8-10: 2x6 SP No.3 REACTIONS. (size) 20=0-8-0, 10=0-8-0 Max Horz 20=-126(LC 6) Max Uplift 20=-317(LC 8), 10=-267(LC 8) Max Grav 20=1563(LC 1), 10=1532(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.92 Vert(LL) -0.15 15-17 >999 240 MT20 244/190 BC 0.80 Vert(CT) -0.39 15-17 >893 180 M18SHS 244/190 WB 0.97 Horz(CT) 0.14 10 n/a n/a Matrix -AS Weight: 180 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 13-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/417, 3-4=-2473/434, 4-5=-2630/508, 5-6=-2562/494, 6-7=-1916/373 BOT CHORD 2-18=-327/2537, 17-18=-325/2532, 15-17=-269/2225, 5-15=-484/164, 10-12=-259/1611, 2-20=-1521 /335 WEBS 3-17=-422/99, 4-17=0/371, 4-15=-81/580, 12-15=-136/1665, 6-15=-180/1205, 6-12=-364/66, 7-1 0=-1 913/369, 8-10=-269/127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=317, 10=267. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707218 J40998 A03 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:11 2021 Page 1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-ayl iJ976f4L17nKeloUgyC1_D3N9L[gM8npEcGzMvc2 2-2-8 1 3-11-8 8-5-0 12-1%1 17-10-8 20-10-8 26-2-8 31-6-8 33-9-0 2-2-8 1-9-0 4-5-8 4-5-8 5-0-0 3-0-0 5-4-0 5-4-0 2-2-8 24 — 4x8 3x4 = 2x4 11 3x4 = 5.00 12 4x8 = 31 2x4 11 4x8 = 4x6 = 18 17 16 15 3x4 = 2x4 11 4x10 = 5x5 = Scale = 1:59.5 13 3x6 = 3x4 = 2x4 11 33-9-0 1-10-8 $2]8 3-11-8 12-10-8 17-10-8 18-6-P 20-10-8 26-2-8 31-6-8 31�19-8 1-10-8 0-4-0 1-9-0 8-11-0. 5-0-0 -7- 2-4-8 5-4-0 5-4-0 0-4-0 1-10-8 Plate Offsets (X,Y)--[2:0-3-12,0-2-0],[6:0-5-4,0-2-0],[8:0-5-4,0-2-0) LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-17: 2x4 SP No.3, 2-24: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 16-19: 2x4 SP No.2, 11-13: 2x6 SP No.3 REACTIONS. (size) 24=0-8-0, 13=0-8-0 Max Horz 24=150(LC 7) Max Uplift 24=-319(LC 8), 13=-269(LC 8) Max Grav 24=1560(LC 1), 13=1528(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.43 Vert(LL) -0.17 21-22 >999 240 MT20 244/190 BC 0.87 Vert(CT) -0.43 21-22 >819 180 WB 0.67 Horz(CT) 0.14 13 n/a n/a Matrix -AS Weight: 190 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 17-19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2660/313, 3-4=-2663/357, 4-6=-2204/418, 6-7=-2097/442, 7-8=-2069/435, 8-10=-1820/380, 10-11 =- 1948/366 BOT CHORD 2-22=-2 35/2 523, 21-22=-339/2345, 19-21=-215/1988, 7-19=-317/98, 15-16=-254/1733, 2-24=-1518/336 WEBS 4-22=-56/338, 4-21=485/143, 6-21=-9/465, 6-19=-55/269, 16-19=-167/1655, 8-19=-137/1088, 8-16=-550/65, 10-15=-268/104, 11-15=-266/1769, 11-13=-1413/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=319, 13=269. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T23707219 J40998 A04 HIP 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:12 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-38s4W U8kQN U9kxvgrV?vUQZ9nTmh4CBW M RYo9izMvc1 2-2-8 1 3-11-8 9-5-0 14-10-8 17-10-8 18-10-6 25-2-8 31-6-8 33-9-0 2-2-8 1-9-0 5-5-8 5-5-8 3-0-0 1-0-0 6-4-0 6-4-0 2-2-8 q 5.00 12 4x8 = 4x6 = Scale = 1:59.5 11 119Io 0 4x8 io 3x4 = 6x8 = 3x6 = 2x4 3x4 = 3x4 = 2x4 II 1x4 II 33-9-0 1-10-8 $2�8 3-11-8 9-5-0 14-10-8 17-10-8 18-10-5 25-2-8 31-6-8 31�19-8 1-10-8 0-4-0 5-5-8 5-5-8 3-0-0 1-0-0 6-4-0 6-4-0 0-4-0 1-10-8 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [6:0-5-4,0-2-0], [15:0-0-0,0-1-8], [17:0-2-8,0-2-8] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-23: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 10-12: 2x6 SP No.3 REACTIONS. (size) 23=0-8-0, 12=0-8-0 Max Horz 23=-173(LC 6) Max Uplift 23=-318(LC 8), 12=-269(LC 8) Max Grav 23=1560(LC 1), 12=1529(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.44 Vert(LL) -0.11 16 >999 240 MT20 244/190 BC 0.66 Vert(CT) -0.24 18-19 >999 180 WB 0.67 Horz(CT) 0.15 12 n/a n/a Matrix -AS Weight: 193 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 15-17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2611/364, 3-4=-2577/456, 4-6=-1982/399, 6-7=-1758/397, 7-9=-1982/398, 9-10=-2012/377 BOT CHORD 2-21=-284/2524, 19-21=-279/2516, 18-19=-311/2338, 17-18=-170/1765, 2-23=-1518/336, 7-17=-29/421 WEBS 3-19=-266/172, 4-18=-728/163, 6-18=-42/467, 9-14=-441/141, 10-14=-253/1750, 10-1 2=-1 406/314, 14-17=-259/1618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=318, 12=269. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Sztankovits Res T23707220 J40998 A05 ROOF SPECIAL 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:14 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-? W_rxAA?x?kt_E3Dzw2NZrfUJHSjY30ogl l vDbzMvc? 2-2-8 3-11-8 10-5-0 16-10-8 17-10-$ 24-8-8 31-6-8 33-9-0 2-2-8 1-9-0 6-5-8 6-5-8 1-0-0 6-10-0 6-10-0 2-2-8 q 4x6 = 5.00 12 4x4 Scale = 1:57.4 11 Io IO O 0 3x4 = 2x4 11 1 x4 11 v 3x4 11 6x8 = 3x6 = 2x4 11 3x4 = 18-10-8 1-10-8 2r2�8 3-11-8 10-5-0 16-10-8 17-10-$ 24-8-8 31-6-8 31 r1Q 1133-9-0 1-10-8 0-4-0 6-5-8 6-5-8 1-0-0 1-0-0 5-10-00-4 0� Plate Offsets (X,Y)-- [2:0-3-4,0-2-0], [17:0-6-8,0-2-4] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-15: 2x4 SP No.3, 2-23: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 14-17: 2x4 SP No.2, 10-12: 2x6 SP No.3 REACTIONS. (size) 23=0-8-0, 12=0-8-0 Max Horz 23=196(LC 7) Max Uplift 23=-317(LC 8), 12=-267(LC 8) Max Grav 23=1563(LC 1), 12=1532(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.50 Vert(LL) -0.12 16 >999 240 MT20 244/190 BC 0.69 Vert(CT) -0.26 16 >999 180 WB 0.88 Horz(CT) 0.16 12 n/a n/a Matrix -AS Weight: 196 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 15-17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2685/373, 3-4=-2538/448, 4-6=-1804/374, 6-7=-1724/390, 7-9=-2008/402, 9-10=-2026/375 BOT CHORD 2-21=-298/2620, 20-21 =-293/2613,18-20=-294/2277, 17-18=-171/1768, 7-17=-51/363, 2-23=-1521 /335 WEBS 4-20=0/301, 4-18=-861/197, 6-18=-181/1006, 7-18=-563/134, 14-17=-246/1635, 9-14=-454/137, 10-14=-233/1702, 10-12=-1408/325, 3-20=-388/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=317, 12=267. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707221 J40998 A06 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:15 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-TjXD8WAdi IskbOePXeZc62BYBgo8HYKy3PnSml zMvc_ 2-21 7-6-8 12-10-8 20-10-8 26-2-8 31-6-8 33-9-0 2-2-11 5-4-0 5-4-0 8-0-0 5-4-0 5-4-0 Q 5.00 12 4x8 M18SHS = 25 26 6x6 = Scale = 1:58.4 3x4 2x4 11 5x5 = 3x6 = 3x8 = 5x5 = 2x4 11 3x4 = 3x4 = 3x6 = 1-10-8 2r2i8 7-6-8 12-10-8 20-10-8 26-2-8 31-6-8 31r1QIW-9-0 1-10-8 0-4-0 5-4-0 5-4-0 8-0-0 5-4-0 5-4-0 0-4-0 1-10-8 Plate Offsets (X,Y)-- [5:0-5-4,0-2-4], [6:0-3-12,0-2-8] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-18,9-11: 2x6 SP No.3 REACTIONS. (size) 18=0-8-0, 11=0-8-0 Max Horz 18=-150(LC 6) Max Uplift 18=-335(LC 8), 11=-273(LC 8) Max Grav 18=1679(LC 13), 11=1673(LC 14) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.94 Vert(LL) -0.15 14-15 >999 240 MT20 244/190 BC 0.68 Vert(CT) -0.31 14-15 >999 180 M18SHS 244/190 WB 0.70 Horz(CT) 0.06 11 n/a n/a Matrix -AS Weight: 180 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2144/357, 3-5=-2012/386, 5-6=-1810/389, 6-8=-1997/389, 8-9=-2134/371 BOT CHORD 15-17=-245/2010, 14-15=-191/1877, 12-14=-258/1889 WEBS 2-18=-1510/340, 2-17=-302/1894, 3-17=-269/107, 5-15=0/372, 6-14=0/336, 8-12=-269/98, 9-12=-268/1882, 9-11 =-1 504/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=335, 11=273. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707222 J40998 A07 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:16 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-xv5bMsBFTc_bDYDc4L4rfGkrC46o00T5H3W?HUzMvbz 5-7-1 5-3-7 6-0-0 6-0-0 4x8 = 1x4 II 4x8 = 5.00 5-2- 4 23 5 24 6 5-3-7 5-7-1 Scale = 1:57.4 9 r0 1,6 3x4 = 3x6 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 3x4 = 3x6 = 1-10-8 228 10-10-8 16-10-8 22-10-8 31-6-8 31r1Q-833-9-0 1-10-8 0-4-0 8-8-0 6-0-0 6-0-0 8-8-0 0-40� Plate Offsets (X,Y)-- [4:0-5-4,0-2-0],[6:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 2-16,8-10: 2x6 SP No.3 REACTIONS. (size) 16=0-8-0, 10=0-8-0 Max Horz 16=126(LC 7) Max Uplift 16=-335(LC 8), 10=-273(LC 8) Max Grav 16=1519(LC 1), 10=1519(LC 1) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.41 Vert(LL) -0.13 15-16 >999 240 MT20 244/190 BC 0.72 Vert(CT) -0.28 15-16 >999 180 WB 0.65 Horz(CT) 0.08 10 n/a n/a Matrix -AS Weight: 178 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1918/379, 4-5=-2050/454, 5-6=-2050/454, 6-7=-1918/385 BOT CHORD 15-16=-238/1481, 13-15=-212/1706, 11-13=-218/1706, 10-11=-257/1481 WEBS 3-15=-26/344, 4-13=-98/525, 5-13=-458/153, 6-13=-91/525, 7-11=-26/344, 3-16=-1878/435, 7-10=-1878/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=335, 10=273. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Sztankovits Res T23707223 J40998 A08G HIP GIRDER 1 1 Job Reference (optional) CaSi L oasi I russ, ri. merce, rL - 64640, a.43U s Apr zu zuz I m1 I eK mausines, Inc. mon Apr zU u t:oz:'I b zuz'I rage '1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-tIDMnYDV?DEJSsM_Cm6Jkhp2bukSUvBOIN?6LMzMvbx 2-2-8 8-10-8 13-10-13 19-10-3 24-10-8 31-6-8 33-9-0 2-2-8 6-8-0 5-0-5 5-11-6 5-0-5 6-8-0 2-2-8 Scale = 1:59.5 NAILED Special 3x4 = 5x5 = NAILED NAILED Special NAILED 3x4 = NAILED NAILED 3x6 = NAILED 5x5 = 5.00 12 3 23 24 4 25 26 27 5 6 28 7 Zu 14 ou 01 13 oL oo IL 34 3x4 = 2x4 11 7x8 — 3x10 M18SHS = NAILED 3x4 = NAILED 3x10 M18SHS = 7x8 = 2x4 11 3x4 = Special NAILED NAILED NAILED NAILED NAILED Special "Special" indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. 33-9-0 1-10-8 2r2i8 8-10-8 16-10-8 24-10-8 31-6-8 31J10-B 1-10-8 0-4-0 6-8-0 8-0-0 8-0-0 6-8-0 0-4-0 1-10-8 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 1.00 Vert(LL) -0.20 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.50 11-13 >707 180 M183HS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.76 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 169 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP No. 1, 6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 4-15, 5-11 12-14: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 2-16,8-10: 2x6 SP No.3, 2-15,8-11: 2x4 SP No.2 REACTIONS. (size) 16=0-8-0, 10=0-8-0 Max Horz 16=-103(LC 6) Max Uplift 16=-682(LC 8), 10=-620(LC 8) Max Grav 16=2535(LC 29), 10=2535(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3980/1010, 3-4=-3666/972, 4-5=-4931/1242, 5-7=-3667/981, 7-8=-3980/1019 BOT CHORD 15-16=-86/290, 13-15=-1154/4824, 11-13=-1158/4805 WEBS 2-16=-2453/696, 2-15=-828/3460, 3-15=-124/936, 4-15=-1567/410, 4-13=0/398, 5-13=0/396, 5-11 =-1 568/403, 7-11 =-1 27/936, 8-11=-798/3463, 8-10=-2452/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=682, 10=620. 9) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 lb down and 236 lb up at 8-10-8, and 312 lb down and 236 lb up at 24-10-8 on top chord, and 340 lb down and 104 lb up at 8-10-8, and 340 lb down and 104 lb up at 24-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 182 Joaquin Velez PE No.fi868 82 MiTek USA, Inc. FL C634 LOAD CASE(S) Standard 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 i A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707223 J40998 A08G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:18 2021 Page 2 ID:JC_K9T9G3gknrE8MelOXAJzym7p-tIDMnYDV?DEJSsM_Cm6Jkhp2bukSUvBOIN?6LMzMvbx LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-7=-70, 7-9=-70, 17-20=-20 Concentrated Loads (lb) Vert: 3=-190(B)6=-130(B)7=-190(B)15=-216(B)13=-44(B)11=-216(B) 23=-130(B) 24=-130(B) 25=-130(B) 26=-130(B) 27=-130(B) 28=-130(B) 29=-44(B) 30=-44(B) 31 =-44(B) 32=-44(B) 33=44(13)34=-44(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707224 J40998 ZCJ1 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 2x3 = TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:19 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-LUnk_u D7mXM94OxAmTdYGuMRyI H?DXKXzl IfuozMvbw 0-11-4 0-11-4 6 0 a m 0 Scale = 1:7.3 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.00 6 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 FBC2020/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=66(LC 1), 3=-66(LC 1) Max Uplift 3=-39(LC 8) Max Grav 3=83(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% Structural wood sheathing directly applied or 0-11-4 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T23707225 J40998 ZCJ3 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:20 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-ggL6CDEIXrU0i9W NJ B9np6vRYhdsyzXhChUDQFzMvbv 2-11-4 2-11-4 2x3 11 Scale = 1:11.5 2-6-8 2-6-8 1 2-11 4 0 4-12 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 0.77 Vert(LL) -0.02 4 >475 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.03 4 >276 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical, 5=0-8-0 Max Horz 5=43(LC 8) Max Uplift 3=-298(LC 1), 5=-202(LC 8) Max Grav 3=98(LC 8), 5=558(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-541/196 NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=298, 5=202. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T23707226 J40998 ZCJ5 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:20 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-ggL6CDElXrUOi9WNJB9np6vXHhaMy_2hChUDQFzMvbv 4-11-4 4-11-4 Scale = 1:15.6 1-10-8 1-10-8 2x3 11 2-2-8 0-4-0 4-11-4 2-8-12 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 0.41 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=74(LC 8) Max Uplift 3=-30(LC 8), 4=-9(LC 1), 5=-121(LC 8) Max Grav 3=62(LC 13), 4=20(LC 3), 5=401(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-270/103 NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=121. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Sztankovits Res T23707227 J40998 ZCJ7 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 5 2x3 11 6-11-4 6-11-4 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:21 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-ltvU PZF018ctJJ5ZtugOMJ Rfb5wjhR8gRLEmyhzMvbu Scale = 1:20.5 1-10-8 1-10-8 -2-8 4-0 6-11-4 4-8-12 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 0.56 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=104(LC 8) Max Uplift 3=-63(LC 8), 5=-118(LC 8) Max Grav 3=144(LC 13), 4=73(LC 3), 5=456(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-355/145 NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 5=118. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 16 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T23707228 J40998 ZEJ9 JACK -OPEN 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:22 2021 Page 1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-m3SscvGO3SkkxTglRcBFuX_jhVBPQuC_g?zKU7zMvbt 4-5-5 8-10-8 4-5-5 4-5-3 Scale = 1:24.6 2x3 11 1-10-8 4- 2- 1-10-8 3-9-4 1-6-12 8-10-8 5-14 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 0.99 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.16 4-5 >506 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(CT) 0.07 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 2-6: 2x6 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-8-0 Max Horz 6=133(LC 8) Max Uplift 3=-86(LC 8), 6=-122(LC 8) Max Grav 3=214(LC 13), 4=11 O(LC 3), 6=529(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-450/78 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 6=122. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Sztankovits Res T23707229 J40998 ZEJ9A MONOPITCH 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:22 2021 Page 1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-m3SscvGO3SkkxTglRcBFuX_rOVGfQuD_g?zKU7zMvbt 4-3-5 8-6-8 4-3-5 4-3-3 2x4 11 3 6 4 2x4 2x4 11 Scale = 1:24.6 1-10-8 1-10-8 2- 3-9-4 4- 1-6-12 8-6-8 4-9-4 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 0.50 Vert(LL) 0.14 4-5 >542 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.11 4-5 >647 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 *Except* 2-5: 2x4 SP No.3 REACTIONS. (size) 4=0-8-0, 6=0-8-0 Max Horz 6=165(LC 7) Max Uplift 4=-147(LC 5), 6=-233(LC 8) Max Grav 4=239(LC 1), 6=509(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-440/126 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=147, 6=233. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T23707230 J40998 ZHJ9 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:24 2021 Page 1 ID:JC_K9T9G3gknrE8MelOXAJzym7p-iSadl bHGb3_SBng8Y1 Djzy3BnJnTujuH7JSOZOzMvbr 3-1-2 7-7-12 12-5-14 3-1-2 4-6-10 4-10-2 Scale = 1:25.1 ax4 NAILED 2x4 11 Special NAILED NAILED 3x4 — NAILED 2-7-7 3-1-2 7-7-12 12-5-14 2-7-7 -5-1 4-6-10 4-10-2 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 0.50 Vert(LL) -0.06 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.10 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 58 lb FT = 20% 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 2-4-4 oc bracing. WEBS 2x4 SP No.3 *Except* 2-10: 2x8 SP No.3 REACTIONS. (size) 5=Mechanical, 10=0-11-5, 6=Mechanical Max Horz 10=133(LC 8) Max Uplift 5=-73(LC 8), 10=-558(LC 8), 6=-87(LC 8) Max Grav 5=159(LC 1), 10=875(LC 31), 6=301(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-92/566, 2-3=-540/159 BOT CHORD 1-10=-489/96, 9-10=-489/0, 7-9=-225/492 WEBS 2-10=-757/172, 2-9=-166/786, 3-7=-559/255 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 5, 6 except Qt=lb) 10=558. 7) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 326 lb up at 4-2-15, and 91 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) LJoaquin Velez PE No.68182 Vert: Loads (l 6-11=-20 MiTek USA, Inc. FL Cent 6634 Concentrated Loads b) Vert: 15=-60(F=-30, B=-30) 16=-110(F=-55, B=-55) 17=386(F=193, B=193) 19=-13(F=-6, B=-6) 6904 Parke East Blvd, Tampa FL 33610Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T23707231 J40998 ZHJ9A DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon Apr 26 07:52:25 2021 Page 1 I D:JC_K9T9G3gknrE8MelOXAJzym7p-Ae8?Fxl uMN6JoxPK6kkyW9cMmiBVdBxQMzC_5SzMvbq 3-0-2 7-4-1 , 11-11-7 3-0-2 4-3-15 4-7-6 3.54 12 Scale = 1:24.5 NAII Fn 5 6 sxv — NAILED 2x4 11 NAILED Special NAILED NAILED ,3-0-2, 7-4-1 11-11-1 11-1,1-7 2-6-7 -5-1 4-3-15 4-7-0 0-6-6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 15.0 Lumber DOL 1.25 BC 0.74 BCLL 0.0 Rep Stress Incr NO WB 0.25 BCDL 10.0 Code FBC2020/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` 5-8: 2x6 SP No.3, 2-10: 2x8 SP No.3 REACTIONS. (size) 10=0-11-5, 8=0-10-9 Max Horz 10=157(LC 23) Max Uplift 10=-561(LC 8), 8=-164(LC 5) Max Grav 10=817(LC 31), 8=469(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-91/538, 2-3=-468/187 BOT CHORD 1 -1 0=-464/94, 9-10=-464/72, 8-9=-215/419 WEBS 2-10=-692/188, 2-9=-178/690, 3-9=-285/62, 3-8=-407/213 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.05 9-10 >999 240 MT20 244/190 Vert(CT) 0.08 9-10 >999 180 Horz(CT) 0.00 8 n/a n/a Weight: 63 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=15ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1 0=561, 8=1 64. 6) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 326 lb up at 4-2-15, and 89 lb down and 326 lb up at 4-2-15 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: 1-5=-70, 5-6=-70, 7-11=-20 Concentrated Loads (lb) Vert: 14=-60(F=-30, B=-30) 15=-1 1 O(F=-55, B=-55) 16=386(F=193, B=193) 17=-13(F=-6, B=-6) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 26,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 CO zS. W r m D r yv r z <� > > -q > 0 X m `° m �y O L CDD0O I I r n� n0op�z 3 1 m ° o AW n O C. C 3 61D 3 v 0o�-m o y 0 Q C (.: 3 p Cc 3 0 N U! n 7� c+ O V a SpG�n�M 0 _�-, m ,, o sq Z 30 �.� m m o CD-0�t rn. v D0p (� Z gym° o ID 3 0a a CL CD O ° v QCD c �' � Fn (Q °' o as 3 ID N n o nav a no• '0v � ff7 r CDos� M - ° N m° Z o �o Q3 C o M �m m —(D 0 v N m Q< o ox �_ Cn CL 3 CL �Vu m e Q n m o 3 N I m o v-o �(° -)= o o m 3sCD O o aCD < y 3 C n° �a °-0 2; o 0 3 (D N O N n cn W Q 0, N 0 n v s,C0 CD N on � N CD N n 3' N °'= m. 0- p N O_ '�— � ° �� 3 0 0 v m 3 o.Q o Qo 3 m N°off v �o v3 QQm Z rn n; ' -3 0 Z CD CL-0o 3 ° v 3 60 5-0 -1 3 p (p M 3 (D p (n N (D m (D cn cn _ 3 (n O 9 C7 O (n (n C p O N(D X O (n p Q 3 3 3 cn O (n < �. (Q In O fl- (D cn CCD CDDCL 0 N X. N Z (D ? n p N p j N 3 0 -a N 3 CDp N (n O' c N CQ O p 3 vi � p� N (D 3- ?<_p 3 (D 3 Q p � .� (Q 3 p (n = `< 3 O N y p CD m r m m n v z 0 -1 a C- TOP CHORD cm x�0 'c v 3 n� �� n p 30 m O z 00 c-6 07 u c m (o� m y my mzv�, Z m CQ 3 (n -4 x � to •n C:)CD IDQ v 0 , -� m v- w (D (n CD� n m CD m C)z x m J °� Ln.o m p Co07 p CL a (n 0 -4 -4 O 00 � O . < W)TJ m Am Cm Co Cr (D a) (Q' a0 W CD C U CD IVul D !n (n Cl)D O W2-7 = N D � c (D CDC)m M m v � � � O� a � CD �■ O Qv cn o �cn m �Z o _ (D j (n O W C9 C Z Z E =\\cmn N Sri ID N (Q' 0) Q � 00 r 1 o m ' (n n O m m JN N _/I 4 O O Q Cl) cn O v 3 O \w � �� (n W WG m m °_ = N x z D 3 D N Z 01 p 7 rf CD < .TJ C N v -4 A � MW3-6//W(\7 cn 3 �, 0 .n myT3CD 3 y CD w ZN < zC m0 (DN oCC1 •4 G (n N CD CD CL ° m TOP CHORD O N O W �I W Ul A W N O CO OD �I O (P A W N O O 3 3 D O Fp m A a m C m 0 (� o W �+ -i m r' m (� c C N C O o `o' a (� m- 'U Z D' 3 a D N m m Z m O a ID O. <. N N a 0 j N N o m m O m � D m ND O N O m N N O O H O n< d m a C m Q o. o m- w > > Z o a0 m o 3 m -m m--0< �� m m om ca ID boo _ o'o .� m o'oQ iv, v, ��'om 3 � m 0 mm 1� TF 0 m N0 03 0o mCD,° m� �°y �N om 5n Ana m mmm 3m �a2cZ w CQ CD m-co vmcm 33 3 -o m-ac o.a m o 'm wo-F 3 �� mx NCNm w .+ w 0 N m (D O_ O o' j S a m N m N O Q N ti' X (p S ° N a, m O- O m 41 O p 0 _ ' c 5' f0/� a �. 3 m O N 0 0 Q N O (D o Q -. m (D a n (D O C 3 f0/� m m 0 a � m O (D fn j N O r S o 0 3 o m a� c °m > c m y- v 3 �+ o. o f cD 3 w o m 3 m 6 o m m m m Q Es CY X v 00 T m N � o r. ID - m- o Q CD o m m 0 CD = a°� m `� Q N � m m QZ o � 6 10 3 m- � O 3 O - N p.0 6 N ^ N O 0 (n �� O- a m O. O '< m N (O m O- m? O� j (D cD n. (n O" c- O 2 �- O^ C m O_ 3 (O .N-n n mo �� m mm� �.... a me =m mQ 3� mv, mo mo m2 v o -0c �ID mcm moo- (D O m O Q N 2 .�.. c O v, m �< S m C y m vo_, 0 > (O 41 Z m o_ m m a� 0 3 Q .�. - o 0 0 �' Q .. a Q m o Q m . o �m o m m a mo_ m T.o� m `Y o m m o �� c `< 3 m y m w.m ° a o `-^�� a aN tom ? .:2 c D am <. m �' O CD m o m n mo �c <1m �a,11 ID m m@ Pm 0.'ID5'v �mm CD 3Do Dv,o oQ W CD �o OID �L A' x m <m o(� N o- s cD a �' m3 00o ZQ vi 50- Zm,., m - m tpo_ Q� 3 m —C iY '0 ID m m - o �� Q 3. N vm 2c m �_ac am ,�3 °:ma y^ mo *M 33 cv m m N DN m co cm <^ 3 Q mo m m 3 o m' CC ao G�� <fl m Zc ��m 5 °� o moo m N C m O M 3 m Q to a S m C O m m m O D• m a m m .f/i-' a_ m N m .0 f/1 /� `c o -o ° m a m a O 0 m - m c °: v; m m a. o o o- m c< m m a 3 �.N ?: w' a m w o� 3 � m � � � � o �Q mod m � � QF 6j � � << O D c N m aCD v so a va, Q a m oo �'�' �� m 3 30 CD -m M Qm m. o- O cD m c a - m o N y Q m o o `o o M c �, 3 N cg 3 Cn CD m Cam CD a '� x m m 0 n. o-ao_ m a m sm m m N m o f ° 0 ° No m m Ln c m 30 CD ° 3 P m o m m �_ 30 D a CD M = os a �a(0 3' W If m Q m Tl () ` m N O' m O 3 0 y m (D O - ` D m n O s o c o 3 CD 0 (D 3 m `< O r1l, M N