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HomeMy WebLinkAboutTruss Engineering6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: J39343-J39343A - STEFANAKIS Design Code: FBC2017/TPI2014 Wind Code: ASCE 7-10 [Low Rise]II Wind Speed: 200 mph Roof Load: 55.0 psf Design Program: MiTek 20/20 8.3 1 of 1 This package includes 34 individual, 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf Site Information: Lot/Block: Customer Info: Crist Const Project Name: Stefanakis Model: Custom SFR Subdivision: Address: TBD State: FloridaCity: St Lucie Co Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: March 17,2020 Albani, Thomas 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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. No.Seal#Truss Name 1 T19708995 A01 Date 3/17/202T19708996A023/17/203T19708997A033/17/204T19708998A043/17/205T19708999A053/17/206T19709000A06G3/17/207T19709001B013/17/208T19709002B023/17/209T19709003B033/17/2010T19709004B043/17/2011T19709005B053/17/2012T19709006B063/17/2013T19709007B073/17/2014T19709008C013/17/2015T19709009C023/17/2016T19709010C03G3/17/2017T19709011D013/17/2018T19709012D023/17/2019T19709013D03G3/17/2020T19709014E01GE3/17/2021T19709015E023/17/2022T19709016F01GE3/17/20 No.Seal#Truss Name 23 T19709017 F02 Date 3/17/2024T19709018F033/17/2025T19709019F043/17/2026T19709020F053/17/2027T19709021MV23/17/2028T19709022PB013/17/2029T19709023PB023/17/2030T19709024ZCJ13/17/2031T19709025ZCJ33/17/2032T19709026ZCJ53/17/2033T19709027ZEJ73/17/2034T19709028ZHJ73/17/20 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A01 Truss Type ROOF TRUSS Qty 7 Ply 1 STEFANAKIS Job Reference (optional) T19708995 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:07 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-2ImFkXuf29cVXAjujqvyo6D_QvNBmfmqJNC4HLza2qs Scale = 1:85.1 1 2 3 4 5 8 9 10 11 6 7 17 16 15 14 13 1224 25 7x10 M18SHS 7x6 7x6 7x10 M18SHS 3x10 6x6 1x4 4x4 4x4 1x4 6x6 3x10 4x8 4x8 4x4 10-6-4 10-6-4 19-0-0 8-5-12 26-4-0 7-4-0 34-9-12 8-5-12 45-4-0 10-6-4 -2-0-0 2-0-0 10-6-4 10-6-4 19-0-0 8-5-12 22-8-0 3-8-0 26-4-0 3-8-0 34-9-12 8-5-12 45-4-0 10-6-4 47-4-0 2-0-0 0- 6 - 6 10 - 0 - 6 0- 6 - 6 10 - 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-10-0,0-1-6], [3:0-5-0,0-4-8], [4:0-3-0,0-4-0], [8:0-3-0,0-4-0], [9:0-5-0,0-4-8], [10:0-10-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.85 0.84 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in 0.64 -0.66 0.17 -0.30 (loc) 15-17 15-17 10 14-15 l/defl >846 >820 n/a 301 L/d 240 180 n/a 360 PLATES MT20 M18SHS Weight: 327 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 6-7: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except 3-0-0 oc purlins (4-1-9 max.): 4-8, 6-7. Except: 1 Row at midpt 6-7 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-15, 9-14 JOINTS 1 Brace at Jt(s): 6, 7 REACTIONS. (size)2=0-8-0, 10=0-8-0 Max Horz 2=513(LC 12) Max Uplift 2=-1591(LC 8), 10=-1591(LC 9) Max Grav 2=2721(LC 1), 10=2721(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4656/2452, 3-4=-3536/1782, 4-5=-2956/1790, 5-8=-2956/1790, 8-9=-3536/1782, 9-10=-4656/2455 BOT CHORD 2-17=-2284/4015, 15-17=-2283/4013, 14-15=-1068/3013, 12-14=-1772/4013, 10-12=-1772/4015 WEBS 3-17=-25/409, 3-15=-1349/1404, 6-15=-438/962, 4-6=-369/1032, 7-14=-439/962, 7-8=-370/1032, 9-14=-1358/1406, 9-12=-26/409, 5-6=-213/325, 5-7=-306/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1591, 10=1591. 11) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A02 Truss Type ROOF TRUSS Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19708996 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:09 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-_gu?9DwvamsDmUtHrFxQtXJKwj3fEZI7nhhBLDza2qq Scale = 1:85.1 1 2 3 4 5 8 9 10 11 6 7 17 16 15 14 13 1224 25 7x10 M18SHS 7x6 7x6 7x10 M18SHS 3x10 6x6 1x4 4x4 4x4 1x4 6x6 3x10 4x8 4x8 4x4 10-6-4 10-6-4 19-0-0 8-5-12 26-4-0 7-4-0 34-9-12 8-5-12 45-4-0 10-6-4 -2-0-0 2-0-0 10-6-4 10-6-4 19-0-0 8-5-12 22-8-0 3-8-0 26-4-0 3-8-0 34-9-12 8-5-12 45-4-0 10-6-4 47-4-0 2-0-0 0- 6 - 6 10 - 0 - 6 0- 6 - 6 10 - 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-10-0,0-1-6], [3:0-5-0,0-4-8], [4:0-3-0,0-4-0], [8:0-3-0,0-4-0], [9:0-5-0,0-4-8], [10:0-10-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.85 0.84 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in 0.64 -0.66 0.17 -0.30 (loc) 15-17 15-17 10 14-15 l/defl >847 >822 n/a 302 L/d 240 180 n/a 360 PLATES MT20 M18SHS Weight: 327 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 6-7: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. Except: 1 Row at midpt 6-7 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-15, 9-14 JOINTS 1 Brace at Jt(s): 6, 7 REACTIONS. (size)2=0-8-0, 10=0-8-0 Max Horz 2=513(LC 12) Max Uplift 2=-1591(LC 8), 10=-1591(LC 9) Max Grav 2=2721(LC 1), 10=2721(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4656/2452, 3-4=-3536/1782, 4-5=-2956/1790, 5-8=-2956/1790, 8-9=-3536/1782, 9-10=-4656/2455 BOT CHORD 2-17=-2283/4015, 15-17=-2283/4013, 14-15=-1069/3013, 12-14=-1772/4013, 10-12=-1772/4015 WEBS 3-17=-24/409, 3-15=-1349/1403, 6-15=-438/962, 4-6=-369/1031, 7-14=-439/962, 7-8=-370/1031, 9-14=-1358/1406, 9-12=-25/409, 5-6=-212/323, 5-7=-304/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1591, 10=1591. 11) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A03 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19708997 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:10 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:gyXt1WhvBYvkwMeEeodo0Aza3Dl-TtRNMZxXL4_4OeSTOySfQkrYV7Oxz7yG?LQkugza2qp Scale = 1:82.4 1 2 3 4 5 6 7 8 9 15 14 13 12 11 102223 7x6 5x5 5x5 7x6 3x10 6x6 4x8 4x4 1x4 4x8 1x4 6x6 3x10 8-8-13 8-8-13 16-6-0 7-9-3 22-8-0 6-2-0 28-10-0 6-2-0 36-7-3 7-9-3 45-4-0 8-8-13 -2-0-0 2-0-0 8-8-13 8-8-13 16-6-0 7-9-3 22-8-0 6-2-0 28-10-0 6-2-0 36-7-3 7-9-3 45-4-0 8-8-13 47-4-0 2-0-0 0- 6 - 6 8- 9 - 6 0- 6 - 6 8- 9 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-1-8], [3:0-3-0,0-4-8], [4:0-2-12,0-2-12], [6:0-2-12,0-2-12], [7:0-3-0,0-4-8], [8:0-4-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.67 0.84 0.53 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.34 -0.64 0.18 (loc) 12-13 12-13 8 l/defl >999 >856 n/a L/d 240 180 n/a PLATES MT20 Weight: 323 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13, 5-12, 3-13, 7-12 REACTIONS. (size)2=0-8-0, 8=0-8-0 Max Horz 2=-453(LC 9) Max Uplift 2=-1552(LC 8), 8=-1552(LC 9) Max Grav 2=2683(LC 1), 8=2683(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4684/2438, 3-4=-3717/1886, 4-5=-3186/1863, 5-6=-3186/1863, 6-7=-3717/1887, 7-8=-4684/2441 BOT CHORD 2-15=-2262/4067, 13-15=-2263/4066, 12-13=-1434/3376, 10-12=-1813/4066, 8-10=-1812/4067 WEBS 4-13=-412/971, 5-13=-576/556, 5-12=-576/555, 6-12=-410/971, 3-15=0/299, 3-13=-1030/1120, 7-12=-1030/1123, 7-10=0/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1552, 8=1552. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A04 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19708998 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:11 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-x3?mZuy96N6w0o1gygzvyyOkdWnSiW5QE?AHQ6za2qo Scale = 1:82.4 1 2 3 4 5 6 7 8 9 14 13 12 11 102122 5x8 5x8 3x10 7x6 7x6 1x4 4x8 1x4 7x6 7x6 1x4 3x10 7-11-4 7-11-4 15-0-0 7-0-12 22-8-0 7-8-0 30-4-0 7-8-0 37-4-12 7-0-12 45-4-0 7-11-4 -2-0-0 2-0-0 7-11-4 7-11-4 15-0-0 7-0-12 22-8-0 7-8-0 30-4-0 7-8-0 37-4-12 7-0-12 45-4-0 7-11-4 47-4-0 2-0-0 0- 6 - 6 8- 0 - 6 0- 6 - 6 8- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-1-8], [3:0-3-0,0-4-8], [4:0-5-4,0-2-12], [6:0-5-4,0-2-12], [7:0-3-0,0-4-8], [8:0-4-12,0-1-8], [11:0-3-0,0-4-8], [13:0-3-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.58 0.69 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.32 -0.44 0.17 (loc) 12 12-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 327 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-13, 4-12, 6-12, 7-11 REACTIONS. (size)2=0-8-0, 8=0-8-0 Max Horz 2=416(LC 12) Max Uplift 2=-1511(LC 8), 8=-1511(LC 9) Max Grav 2=2683(LC 1), 8=2682(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2373, 3-4=-3874/1998, 4-5=-3772/2116, 5-6=-3772/2116, 6-7=-3874/1999, 7-8=-4720/2376 BOT CHORD 2-14=-2185/4106, 13-14=-2185/4106, 12-13=-1556/3331, 11-12=-1325/3331, 10-11=-1772/4106, 8-10=-1771/4106 WEBS 3-14=0/293, 3-13=-900/977, 4-13=-397/636, 4-12=-656/848, 5-12=-745/798, 6-12=-656/848, 6-11=-398/637, 7-11=-900/980, 7-10=0/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1511, 8=1511. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A05 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19708999 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:12 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-PFZ8nEyothEndycsWNU8V9xtew77R_kZTfvryYza2qn Scale = 1:82.4 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 102324 5x8 5x8 4x8 5x5 7x6 1x4 4x4 4x8 7x6 4x4 7x6 1x4 5x5 4x8 6-11-4 6-11-4 13-0-0 6-0-12 22-8-0 9-8-0 32-4-0 9-8-0 38-4-12 6-0-12 45-4-0 6-11-4 -2-0-0 2-0-0 6-11-4 6-11-4 13-0-0 6-0-12 22-8-0 9-8-0 32-4-0 9-8-0 38-4-12 6-0-12 45-4-0 6-11-4 47-4-0 2-0-0 0- 6 - 6 7- 0 - 6 0- 6 - 6 7- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-4], [3:0-3-0,0-4-8], [4:0-5-4,0-2-12], [5:0-3-0,0-4-12], [6:0-5-4,0-2-12], [7:0-3-0,0-4-8], [8:0-8-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.76 0.66 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.41 -0.51 0.18 (loc) 13 11-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 320 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 6-13 REACTIONS. (size)2=0-8-0, 8=0-8-0 Max Horz 2=368(LC 12) Max Uplift 2=-1451(LC 8), 8=-1451(LC 9) Max Grav 2=2683(LC 1), 8=2682(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4763/2414, 3-4=-4091/2308, 4-5=-4402/2688, 5-6=-4402/2688, 6-7=-4091/2309, 7-8=-4763/2416 BOT CHORD 2-16=-2163/4155, 15-16=-2164/4154, 13-15=-1871/3568, 11-13=-1659/3568, 10-11=-1953/4154, 8-10=-1952/4155 WEBS 3-15=-689/813, 4-15=-302/591, 4-13=-938/1217, 5-13=-960/1019, 6-13=-938/1217, 6-11=-303/591, 7-11=-689/816 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1451, 8=1451. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A06G Truss Type Hip Girder Qty 1 Ply 2 STEFANAKIS Job Reference (optional) T19709000 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:15 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-pqFGPG?gAccMUPKRBV2r7oYS488peHA?9d8VZtza2qk Scale = 1:82.9 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 132930313233343536373839 6x8 M18SHS 6x8 M18SHS 4x8 M18SHS 4x8 M18SHS 4x4 1x4 5x5 4x6 4x4 4x4 4x4 7x10 M18SHS 4x8 4x4 4x6 5x5 4x4 1x4 4x8 M18SHS 4x8 M18SHS HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 7-0-12 7-0-12 11-0-0 3-11-4 15-9-1 4-9-1 20-4-6 4-7-5 24-11-10 4-7-5 29-6-15 4-7-5 34-4-0 4-9-1 38-3-4 3-11-4 45-4-0 7-0-12 -2-0-0 2-0-0 7-0-12 7-0-12 11-0-0 3-11-4 15-9-1 4-9-1 20-4-6 4-7-5 24-11-10 4-7-5 29-6-15 4-7-5 34-4-0 4-9-1 38-3-4 3-11-4 45-4-0 7-0-12 47-4-0 2-0-0 0- 6 - 6 6- 0 - 6 0- 6 - 6 6- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-8], [4:0-5-4,0-3-0], [7:0-5-0,0-4-8], [9:0-5-4,0-3-0], [11:0-8-4,0-0-8], [14:0-2-8,0-3-8], [21:0-2-8,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-MS 0.49 0.73 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in 1.01 -0.86 -0.31 (loc) 17-18 17-18 11 l/defl >536 >631 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 698 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP SS BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. REACTIONS. (size)2=0-8-0, 11=0-8-0 Max Horz 2=-319(LC 9) Max Uplift 2=-6852(LC 5), 11=-6853(LC 4) Max Grav 2=8066(LC 1), 11=8066(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16438/14485, 3-4=-15003/13634, 4-5=-16501/15271, 5-6=-18085/16771, 6-7=-18081/16765, 7-8=-18083/16768, 8-9=-16505/15275, 9-10=-15005/13636, 10-11=-16439/14489 BOT CHORD 2-22=-12886/14555, 21-22=-12886/14555, 19-21=-12064/13441, 18-19=-15012/16501, 17-18=-16512/18085, 16-17=-14866/16505, 14-16=-11889/13442, 13-14=-12712/14557, 11-13=-12712/14557 WEBS 3-22=-1041/1291, 3-21=-1578/1548, 4-21=-2452/2624, 4-19=-4699/4819, 5-19=-2345/2315, 5-18=-2511/2585, 6-18=-506/508, 7-17=-421/438, 8-17=-2502/2578, 8-16=-2342/2312, 9-16=-4702/4822, 9-14=-2452/2623, 10-14=-1578/1551, 10-13=-1042/1291 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=6852, 11=6853.Continued on page 2 March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss A06G Truss Type Hip Girder Qty 1 Ply 2 STEFANAKIS Job Reference (optional) T19709000 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:15 2020 Page 2 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-pqFGPG?gAccMUPKRBV2r7oYS488peHA?9d8VZtza2qk NOTES- 12) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 31-2-8 oc max. starting at 7-0-12 from the left end to 38-3-4 to connect truss(es) to back face of bottom chord. 13) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 36-3-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-9=-90, 9-12=-90, 23-26=-20 Concentrated Loads (lb) Vert: 20=-559(B) 22=-1194(B) 21=-559(B) 14=-559(B) 13=-1194(B) 15=-559(B) 29=-559(B) 30=-559(B) 31=-559(B) 32=-559(B) 33=-559(B) 34=-559(B) 35=-559(B) 36=-559(B) 37=-559(B) 38=-559(B) 39=-559(B) 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B01 Truss Type Piggyback Base Qty 3 Ply 1 STEFANAKIS Job Reference (optional) T19709001 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:16 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-H0pfdc?IwwkD6ZvdlDZ4f?5ZxXTTNk59OHt25Jza2qj Scale = 1:91.2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 133536 6x6 5x5 5x8 4x4 7x10 M18SHS 6x6 6x6 4x4 4x4 4x8 1x4 6x8 4x4 6x8 4x4 1x4 1x4 1x4 10x10 M18SHS 6x8 4x8 3x8 1x4 1x4 2-8-4 2-8-4 3-2-0 0-5-12 11-1-0 7-11-0 19-0-0 7-11-0 24-2-0 5-2-0 24-7-12 0-5-12 26-4-0 1-8-4 32-7-5 6-3-5 35-9-0 3-1-11 38-10-10 3-1-11 45-4-0 6-5-6 -2-0-0 2-0-0 3-2-0 3-2-0 7-0-10 3-10-10 11-1-0 4-0-6 19-0-0 7-11-0 24-2-0 5-2-0 26-4-0 2-2-0 32-7-5 6-3-5 38-10-10 6-3-5 45-4-0 6-5-6 47-4-0 2-0-0 0- 6 - 6 10 - 0 - 6 0- 6 - 6 1- 0 - 0 10 - 0 - 6 6.00 12 4.80 12 Plate Offsets (X,Y)-- [2:0-5-0,0-4-15], [4:0-3-0,Edge], [6:0-3-0,0-3-0], [7:0-5-4,0-2-12], [11:0-8-4,0-0-4], [18:0-5-8,0-3-8], [22:0-4-12,0-5-4], [25:0-0-0,0-11-9] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.68 0.83 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.69 -0.80 0.45 (loc) 21-22 21-22 11 l/defl >790 >679 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 362 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 1-4,9-12: 2x6 SP SS BOT CHORD 2x6 SP No.2 *Except* 20-22,22-25: 2x6 SP SS, 26-27: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 15-18,3-21,3-22: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except 3-0-0 oc purlins (3-8-13 max.): 6-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-19, 7-16, 7-19, 8-18 REACTIONS. (size)2=0-8-0, 11=0-8-0 Max Horz 2=513(LC 8) Max Uplift 2=-1611(LC 8), 11=-1597(LC 9) Max Grav 2=2681(LC 1), 11=2705(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9423/5669, 3-5=-5289/2978, 5-6=-3809/2008, 6-7=-3280/1986, 7-8=-3772/1957, 8-10=-4183/2275, 10-11=-4842/2621 BOT CHORD 21-22=-3420/5645, 19-21=-2587/4669, 18-19=-1102/3278, 13-15=-2030/4235, 11-13=-2030/4235, 2-22=-5413/8570 WEBS 5-21=-506/931, 5-19=-1617/1455, 6-19=-442/927, 7-18=-676/1077, 7-19=-352/325, 15-18=-1375/3627, 8-18=-564/863, 10-15=-696/737, 3-21=-1145/978, 3-22=-2225/3357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1611, 11=1597. 11) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B02 Truss Type Piggyback Base Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709002 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:18 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-EPwP1I1YSX_xLt30sebYkQAvSL6ErfzRrbM9ACza2qh Scale = 1:90.0 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13414243444546 6x6 5x8 5x5 5x5 7x16 M18SHS 5x5 7x6 4x4 4x4 7x6 4x4 8x14 M18SHS 8x10 M18SHS 5x5 5x6 4x8 5x6 1x4 1x4 1x4 1x4 3x8 3x8 1x4 2x4 1x4 1x4 8x10 M18SHS 3-2-0 21-0-0 5-4-0 12-8-0 3-2-0 2-8-4 2-8-4 3-2-0 0-5-12 8-0-0 4-10-0 19-0-0 11-0-0 24-7-12 5-7-12 26-4-0 1-8-4 29-0-4 2-8-4 37-4-0 8-3-12 42-2-0 4-10-0 42-7-12 0-5-12 45-4-0 2-8-4 -2-0-0 2-0-0 3-2-0 3-2-0 8-0-0 4-10-0 13-6-14 5-6-14 19-0-0 5-5-2 26-4-0 7-4-0 31-9-2 5-5-2 37-4-0 5-6-14 42-2-0 4-10-0 45-4-0 3-2-0 47-4-0 2-0-0 0- 6 - 6 10 - 0 - 6 0- 6 - 6 1- 0 - 0 6.00 12 4.80 12 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [4:0-3-0,Edge], [6:0-5-4,0-2-12], [7:0-2-12,0-2-12], [11:0-5-0,Edge], [13:0-7-0,Edge], [20:0-8-0,0-5-0], [27:0-0-0,0-11-10], [30:0-0-0 ,0-11-10], [32:0-1-15,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.67 0.94 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.70 -0.87 0.60 (loc) 19-20 17-19 11 l/defl >779 >627 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 363 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 1-4,9-12: 2x6 SP SS BOT CHORD 2x6 SP SS *Except* 15-18: 2x6 SP No.2, 21-26,28-31,29-33: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except 3-0-0 oc purlins (3-6-11 max.): 6-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-17, 6-16, 3-20, 5-19, 5-17, 8-16, 8-14 REACTIONS. (size)2=0-8-0, 11=0-8-0 Max Horz 2=513(LC 12) Max Uplift 2=-1622(LC 8), 11=-1611(LC 9) Max Grav 2=2663(LC 1), 11=2682(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8594/5329, 3-5=-6264/3865, 5-6=-3701/2079, 6-7=-3234/1916, 7-8=-3704/1998, 8-10=-6265/3613, 10-11=-8604/4666 BOT CHORD 19-20=-3304/5551, 17-19=-2161/4040, 16-17=-1336/3229, 14-16=-1538/4041, 13-14=-2563/5552, 11-13=-3918/7771, 2-20=-5060/7761 WEBS 3-19=-1021/1071, 6-17=-760/1085, 6-16=-324/323, 7-16=-567/1050, 10-14=-1025/991, 3-20=-1945/2530, 10-13=-1499/2540, 5-19=-1566/2103, 5-17=-1199/1214, 8-16=-1194/1161, 8-14=-1401/2103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1622, 11=1611. 11) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B03 Truss Type Piggyback Base Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709003 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:20 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-Ao29Sz2p_8EfbADO_3d0qrGF79oiJYSkJvrGE5za2qf Scale = 1:90.0 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13414243444546 6x6 5x8 5x5 5x5 7x16 M18SHS 5x5 7x6 4x4 4x4 7x6 4x4 8x14 M18SHS 8x10 M18SHS 5x5 5x6 4x8 5x6 1x4 1x4 1x4 1x4 3x8 3x8 1x4 1x4 1x4 1x4 8x10 M18SHS 3-2-0 21-0-0 5-4-0 12-8-0 3-2-0 2-8-4 2-8-4 3-2-0 0-5-12 8-0-0 4-10-0 19-0-0 11-0-0 24-7-12 5-7-12 26-4-0 1-8-4 29-0-4 2-8-4 37-4-0 8-3-12 42-2-0 4-10-0 42-7-12 0-5-12 45-4-0 2-8-4 -2-0-0 2-0-0 3-2-0 3-2-0 8-0-0 4-10-0 13-6-14 5-6-14 19-0-0 5-5-2 26-4-0 7-4-0 31-9-2 5-5-2 37-4-0 5-6-14 42-2-0 4-10-0 45-4-0 3-2-0 47-4-0 2-0-0 0- 6 - 6 10 - 0 - 6 0- 6 - 6 1- 0 - 0 6.00 12 4.80 12 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [4:0-3-0,Edge], [6:0-5-4,0-2-12], [7:0-2-12,0-2-12], [11:0-5-0,Edge], [13:0-7-0,Edge], [20:0-8-0,0-4-12], [27:0-0-0,0-11-10], [30:0-0-0 ,0-11-10], [32:0-2-3,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.66 0.94 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.70 -0.87 0.60 (loc) 19-20 17-19 11 l/defl >779 >627 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 363 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 1-4,9-12: 2x6 SP SS BOT CHORD 2x6 SP SS *Except* 15-18: 2x6 SP No.2, 21-26,28-31,29-33: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-17, 6-16, 3-20, 5-19, 5-17, 8-16, 8-14 REACTIONS. (size)2=0-8-0, 11=0-8-0 Max Horz 2=513(LC 8) Max Uplift 2=-1622(LC 8), 11=-1611(LC 9) Max Grav 2=2663(LC 1), 11=2682(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8594/5329, 3-5=-6264/3865, 5-6=-3701/2079, 6-7=-3233/1916, 7-8=-3704/1998, 8-10=-6265/3613, 10-11=-8604/4666 BOT CHORD 19-20=-3304/5551, 17-19=-2161/4040, 16-17=-1336/3229, 14-16=-1538/4041, 13-14=-2563/5552, 11-13=-3918/7771, 2-20=-5060/7761 WEBS 3-19=-1021/1072, 6-17=-760/1086, 6-16=-324/323, 7-16=-567/1050, 10-14=-1024/991, 3-20=-1945/2530, 10-13=-1499/2540, 5-19=-1566/2103, 5-17=-1201/1214, 8-16=-1196/1160, 8-14=-1401/2102 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1622, 11=1611. 11) 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B04 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709004 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 11:49:47 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-d6XagMOm0L7DvqQGyF5jNoI6EzPbRXutVHZ3Deza2lY Scale = 1:83.5 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10363738 5x5 5x5 7x16 M18SHS 7x10 M18SHS 1x4 7x8 4x4 7x8 7x10 M18SHS 1x4 7x14 7x16 M18SHS 3x8 3x8 1x4 1x4 1x4 3x4 1x4 1x4 1x4 1x4 7x14 2-8-4 2-8-4 3-2-0 0-5-12 10-0-0 6-10-0 17-0-0 7-0-0 24-7-12 7-7-12 28-4-0 3-8-4 29-0-4 0-8-4 35-4-0 6-3-12 42-2-0 6-10-0 42-7-12 0-5-12 45-4-0 2-8-4 -2-0-0 2-0-0 3-2-0 3-2-0 10-0-0 6-10-0 17-0-0 7-0-0 22-8-0 5-8-0 28-4-0 5-8-0 35-4-0 7-0-0 42-2-0 6-10-0 45-4-0 3-2-0 47-4-0 2-0-0 0- 6 - 6 9- 0 - 6 0- 6 - 6 1- 0 - 0 8- 8 - 1 4 6.00 12 4.80 12 Plate Offsets (X,Y)-- [2:0-7-0,Edge], [3:0-4-12,0-4-8], [4:0-2-8,0-2-12], [6:0-2-8,0-2-12], [7:0-4-12,0-4-8], [8:0-7-4,0-2-12], [10:0-8-0,0-5-4], [12:0-4-0,0-4-8], [13:0-4-0,0-4-8], [15:0-8-0,0-4-12], [16:0-0-0,1-1-13], [19:0-0-0,1-2-5], [21:0-2-3,0-0-0], [23:0-1-11,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.81 0.91 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.79 -1.02 0.69 (loc) 14-15 12-13 8 l/defl >689 >534 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 357 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 1-3,7-9: 2x6 SP SS BOT CHORD 2x6 SP SS *Except* 12-13: 2x6 SP No.2, 17-20,18-22,24-28: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 3-15,7-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-13, 5-13, 5-12, 7-12, 3-15, 7-10 REACTIONS.(lb/size)2=2663/0-8-0, 8=2682/0-8-0 Max Horz 2=465(LC 8) Max Uplift 2=-1574(LC 8), 8=-1562(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8430/5005, 3-4=-4084/2099, 4-5=-3521/2026, 5-6=-3521/1950, 6-7=-4084/2013, 7-8=-8438/4431 BOT CHORD 14-15=-2757/5007, 13-14=-2758/5012, 13-36=-1497/3705, 36-37=-1497/3705, 12-37=-1497/3705, 11-12=-2135/5014, 10-11=-2134/5009, 2-38=-2219/3501, 2-15=-4681/7605, 8-10=-3674/7613 WEBS 3-14=-85/439, 3-13=-1739/1531, 4-13=-510/1251, 5-13=-568/540, 5-12=-568/540, 6-12=-546/1252, 7-12=-1740/1435, 7-11=-56/439, 3-15=-2070/2914, 7-10=-1647/2920 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1574 lb uplift at joint 2 and 1562 lb uplift at joint 8. 11) 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. LOAD CASE(S) Standard March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B05 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709005 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:23 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-aNkI5?5hH3dESexzfBBjRUulGMpfWuAB?t4wrPza2qc Scale = 1:90.0 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10394041 5x8 5x8 7x16 M18SHS 5x5 4x4 4x8 3x6 4x4 8x10 M18SHS 8x14 M18SHS 1x4 10x10 8x8 1x4 5x5 3x8 3x8 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 8x10 M18SHS 3-2-0 21-0-0 5-4-0 12-8-0 3-2-0 2-8-4 2-8-4 3-2-0 0-5-12 9-1-0 5-11-0 15-0-0 5-11-0 22-8-0 7-8-0 24-7-12 1-11-12 29-0-4 4-4-8 30-4-0 1-3-12 36-3-0 5-11-0 42-2-0 5-11-0 42-7-12 0-5-12 45-4-0 2-8-4 -2-0-0 2-0-0 3-2-0 3-2-0 9-1-0 5-11-0 15-0-0 5-11-0 22-8-0 7-8-0 30-4-0 7-8-0 36-3-0 5-11-0 42-2-0 5-11-0 45-4-0 3-2-0 47-4-0 2-0-0 0- 6 - 6 8- 0 - 6 0- 6 - 6 1- 0 - 0 7- 8 - 1 4 6.00 12 4.80 12 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [4:0-5-4,0-2-12], [6:0-5-4,0-2-12], [7:0-2-12,0-4-8], [8:0-5-0,Edge], [10:0-7-8,Edge], [18:0-8-0,0-4-12], [19:0-0-0,0-11-10], [22:0-0-0 ,0-11-10], [30:0-2-3,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.73 0.92 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.68 -0.92 0.65 (loc) 17-18 12-14 8 l/defl >795 >590 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 356 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 *Except* 1-3,7-9: 2x6 SP SS BOT CHORD 2x6 SP SS *Except* 13-15: 2x6 SP No.2, 20-29,21-31,23-27: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 12-14 WEBS 1 Row at midpt 4-14, 6-14, 3-16, 7-12, 3-18, 7-10 REACTIONS. (size)2=0-8-0, 8=0-8-0 Max Horz 2=416(LC 8) Max Uplift 2=-1520(LC 8), 8=-1508(LC 9) Max Grav 2=2663(LC 1), 8=2682(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8485/4742, 3-4=-4391/2271, 4-5=-4352/2397, 5-6=-4352/2397, 6-7=-4392/2219, 7-8=-8493/4219 BOT CHORD 17-18=-2749/5263, 16-17=-2756/5294, 14-16=-1788/3814, 12-14=-1522/3815, 11-12=-2179/5296, 10-11=-2175/5265, 2-18=-4408/7661, 8-10=-3497/7669 WEBS 4-16=-561/897, 4-14=-721/941, 5-14=-761/807, 6-14=-724/941, 6-12=-521/898, 3-17=-103/456, 3-16=-1711/1408, 7-12=-1713/1308, 7-11=-71/457, 3-18=-1804/2718, 7-10=-1436/2724 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1520, 8=1508. 11) 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B06 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709006 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:25 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-Wlr2Vh6xphtxhx5MncDBXvz5MAZA_syTSBZ1wIza2qa Scale = 1:82.4 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 102324 5x8 5x8 4x8 5x5 7x6 1x4 4x4 4x8 7x6 4x4 7x6 1x4 5x5 4x8 6-11-4 6-11-4 13-0-0 6-0-12 22-8-0 9-8-0 32-4-0 9-8-0 38-4-12 6-0-12 45-4-0 6-11-4 -2-0-0 2-0-0 6-11-4 6-11-4 13-0-0 6-0-12 22-8-0 9-8-0 32-4-0 9-8-0 38-4-12 6-0-12 45-4-0 6-11-4 47-4-0 2-0-0 0- 6 - 6 7- 0 - 6 0- 6 - 6 7- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-4], [3:0-3-0,0-4-8], [4:0-5-4,0-2-12], [5:0-3-0,0-4-12], [6:0-5-4,0-2-12], [7:0-3-0,0-4-8], [8:0-8-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.76 0.66 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.41 -0.51 0.18 (loc) 13 13-15 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 320 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 6-13 REACTIONS. (size)2=0-8-0, 8=0-8-0 Max Horz 2=-368(LC 9) Max Uplift 2=-1451(LC 8), 8=-1451(LC 9) Max Grav 2=2683(LC 1), 8=2683(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4763/2414, 3-4=-4091/2308, 4-5=-4402/2688, 5-6=-4402/2688, 6-7=-4091/2309, 7-8=-4763/2416 BOT CHORD 2-16=-2163/4155, 15-16=-2164/4154, 13-15=-1871/3568, 11-13=-1659/3568, 10-11=-1953/4154, 8-10=-1952/4155 WEBS 3-15=-689/813, 4-15=-302/591, 4-13=-938/1217, 5-13=-960/1019, 6-13=-938/1217, 6-11=-303/591, 7-11=-689/816 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1451, 8=1451. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss B07 Truss Type Hip Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709007 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:26 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-?yPRj17aa_?oJ5gYKJkQ36WINZuujL4dhrIaSkza2qZ Scale = 1:81.0 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12242526 5x8 4x4 5x8 4x8 5x5 4x4 2x4 4x4 4x4 1x4 4x8 4x4 2x4 5x5 4x8 11-0-0 11-0-0 18-9-15 7-9-15 26-6-1 7-8-3 34-4-0 7-9-15 45-4-0 11-0-0 -2-0-0 2-0-0 5-11-4 5-11-4 11-0-0 5-0-12 18-9-15 7-9-15 26-6-1 7-8-3 34-4-0 7-9-15 39-4-12 5-0-12 45-4-0 5-11-4 47-4-0 2-0-0 0- 6 - 6 6- 0 - 6 0- 6 - 6 6- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-8-4,0-0-4], [4:0-5-4,0-2-12], [8:0-5-4,0-2-12], [10:0-8-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.61 0.76 0.58 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.53 -0.62 0.19 (loc) 14-15 14-15 10 l/defl >999 >879 n/a L/d 240 180 n/a PLATES MT20 Weight: 317 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 5-14, 8-14 REACTIONS. (size)2=0-8-0, 10=0-8-0 Max Horz 2=-319(LC 13) Max Uplift 2=-1399(LC 5), 10=-1399(LC 4) Max Grav 2=2683(LC 1), 10=2683(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4755/2708, 3-4=-4301/2584, 4-5=-4971/3251, 5-7=-4967/3247, 7-8=-4967/3247, 8-9=-4301/2586, 9-10=-4755/2710 BOT CHORD 2-17=-2402/4186, 15-17=-2143/3770, 14-15=-2992/4971, 12-14=-1967/3771, 10-12=-2227/4186 WEBS 3-17=-487/693, 4-17=-216/502, 4-15=-1265/1620, 5-15=-799/819, 7-14=-722/758, 8-14=-1258/1615, 8-12=-218/502, 9-12=-486/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1399, 10=1399. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss C01 Truss Type Monopitch Qty 13 Ply 1 STEFANAKIS Job Reference (optional) T19709008 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:27 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-T8zpwN8CLI7fwFFku1GfcK2ZrzNfSqmmwU28_Bza2qY Scale = 1:34.0 1 2 3 4 6 5 2x4 3x4 3x4 1x4 6x6 5-5-4 5-5-4 11-0-0 5-6-12 -2-0-0 2-0-0 5-5-4 5-5-4 11-0-0 5-6-12 0- 6 - 6 6- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.25 0.15 0.49 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.02 -0.01 (loc) 6-9 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)2=0-8-0, 5=Mechanical Max Horz 2=711(LC 8) Max Uplift 2=-476(LC 8), 5=-582(LC 8) Max Grav 2=805(LC 1), 5=579(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-795/241, 4-5=-201/273 BOT CHORD 2-6=-655/647, 5-6=-655/647 WEBS 3-5=-713/723 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 (jt=lb) 2=476, 5=582. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss C02 Truss Type Half Hip Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709009 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:28 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-xKXB8i9q6cFWYPqxSknu8XblpNiJBKdw88nhWdza2qX Scale = 1:29.9 1 2 3 4 5 7 6 5x5 3x6 4x4 1x4 3x8 4x4 9-0-0 9-0-0 11-0-0 2-0-0 -2-0-0 2-0-0 4-7-0 4-7-0 9-0-0 4-5-0 11-0-0 2-0-0 0- 6 - 6 5- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.17 0.25 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.07 -0.01 (loc) 7-10 7-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 86 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)6=Mechanical, 2=0-8-0 Max Horz 2=610(LC 8) Max Uplift 6=-453(LC 8), 2=-516(LC 8) Max Grav 6=579(LC 1), 2=805(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/405, 3-4=-347/66, 5-6=-598/400 BOT CHORD 2-7=-719/678 WEBS 3-7=-505/601, 4-7=-207/300, 5-7=-451/590 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=453, 2=516. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss C03G Truss Type Half Hip Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709010 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:37 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-A3ab1nGT_NNE7n0fU7R?0RTFh?lBoK7ED2TgLcza2qO Scale = 1:25.4 1 2 3 4 5 7 6 11 12 2x4 3x4 3x4 3x4 1x4 5x8 6x6 3-7-0 3-7-0 7-0-0 3-5-0 11-0-0 4-0-0 -2-0-0 2-0-0 3-7-0 3-7-0 7-0-0 3-5-0 11-0-0 4-0-0 0- 6 - 6 4- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-0-4,Edge], [4:0-5-4,0-2-12], [6:0-3-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-MS 0.29 0.26 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 -0.04 -0.02 (loc) 7-10 7-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. REACTIONS. (size)2=0-8-0, 6=Mechanical Max Horz 2=497(LC 23) Max Uplift 2=-860(LC 8), 6=-1118(LC 8) Max Grav 2=1074(LC 1), 6=1214(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1415/1147, 3-4=-1114/940, 5-6=-249/299 BOT CHORD 2-7=-1281/1220, 6-7=-956/975 WEBS 3-7=-345/455, 4-7=-389/668, 4-6=-1304/1280 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 (jt=lb) 2=860, 6=1118. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 282 lb down and 628 lb up at 7-0-0, and 170 lb down and 334 lb up at 9-0-12 on top chord, and 393 lb down and 342 lb up at 7-0-0, and 87 lb down and 38 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 6-8=-20 Concentrated Loads (lb) Vert: 7=-393(F) 4=-269(F) 11=-170(F) 12=-73(F) March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss D01 Truss Type Monopitch Qty 8 Ply 1 STEFANAKIS Job Reference (optional) T19709011 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:47 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-t_BN7CNldReqKKna3DcLQYtnD1788_LjWcuBh0za2qE Scale = 1:33.1 1 2 3 4 8 6x6 4x8 M18SHS4x4 10-8-0 10-8-0 -2-0-0 2-0-0 5-3-4 5-3-4 10-8-0 5-4-12 0- 6 - 6 5- 1 0 - 6 6.00 12 Plate Offsets (X,Y)-- [2:0-4-2,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.99 0.48 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.35 0.27 -0.01 (loc) 4-7 4-7 2 l/defl >363 >461 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 70 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)4=0-8-0, 2=0-11-15 Max Horz 2=687(LC 8) Max Uplift 4=-563(LC 5), 2=-473(LC 5) Max Grav 4=555(LC 1), 2=782(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/70, 3-4=-389/522 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=563, 2=473. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss D02 Truss Type Roof Special Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709012 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:50 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-IZsVlEQdwM0OBnW9kMA21AVREF91LG99CZ6sILza2qB Scale = 1:31.6 1 2 3 4 6 5 6x8 2x4 6x6 4x4 3x8 9-0-0 9-0-0 10-8-0 1-8-0 -2-0-0 2-0-0 4-7-0 4-7-0 9-0-0 4-5-0 10-8-0 1-8-0 0- 6 - 6 5- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [3:0-5-8,0-3-8], [5:0-3-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.43 0.40 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.18 0.14 -0.00 (loc) 6-9 6-9 5 l/defl >687 >871 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)5=0-8-0, 2=0-11-15 Max Horz 2=610(LC 8) Max Uplift 5=-599(LC 5), 2=-499(LC 5) Max Grav 5=555(LC 19), 2=782(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-471/196, 4-5=-331/212 BOT CHORD 2-6=-306/288, 5-6=-322/298 WEBS 3-6=-504/427, 3-5=-950/1023 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=599, 2=499. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss D03G Truss Type Roof Special Girder Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709013 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:51 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-mlQtzaRFhg8Fpx4MI3hHaO2cleWP4gxIRDsPqoza2qA Scale = 1:25.1 1 2 3 4 6 5 10 11 2x4 4x4 1x4 5x8 6x6 3-7-0 3-7-0 7-0-0 3-5-0 10-8-0 3-8-0 -2-0-0 2-0-0 3-7-0 3-7-0 7-0-0 3-5-0 10-8-0 3-8-0 0- 6 - 6 4- 0 - 6 6.00 12 Plate Offsets (X,Y)-- [3:0-5-4,0-2-12], [5:0-3-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-MS 0.44 0.33 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.09 0.07 -0.01 (loc) 6-9 6-9 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 76 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. REACTIONS. (size)2=0-11-15, 5=0-8-0 Max Horz 2=497(LC 8) Max Uplift 2=-816(LC 8), 5=-1274(LC 5) Max Grav 2=1027(LC 1), 5=1215(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1127/950, 4-5=-258/311 BOT CHORD 2-6=-943/899, 5-6=-962/923 WEBS 3-6=-472/622, 3-5=-1286/1343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=816, 5=1274. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 340 lb down and 628 lb up at 7-0-0, and 170 lb down and 334 lb up at 9-0-12 on top chord, and 393 lb down and 342 lb up at 7-0-0, and 124 lb down and 38 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 6=-393(F) 3=-269(F) 10=-170(F) 11=-73(F) March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss E01GE Truss Type Common Supported Gable Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709014 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:53 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-i8YeOGSWDHOz2FEkQUjlfp70RSGqYhYbuXLWvgza2q8 Scale = 1:31.1 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x6 3x4 3x4 1x4 1x4 1x4 1x4 1x4 3x6 1x4 1x4 1x4 1x4 3x6 15-0-0 15-0-0 -2-0-0 2-0-0 7-6-0 7-6-0 15-0-0 7-6-0 17-0-0 2-0-0 0- 6 - 6 4- 3 - 6 0- 6 - 6 6.00 12 Plate Offsets (X,Y)-- [3:0-0-14,0-1-12], [9:0-0-14,0-1-12], [12:0-0-0,0-1-12], [12:0-3-8,1-3-4], [18:0-0-0,0-1-12], [18:0-3-8,1-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.17 0.08 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 103 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-0-0. (lb) - Max Horz 2=233(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 12 except 2=-292(LC 8), 10=-336(LC 9), 16=-211(LC 8), 17=-263(LC 8), 14=-205(LC 9), 13=-265(LC 9) Max Grav All reactions 250 lb or less at joint(s) 15, 16, 18, 14, 12 except 2=422(LC 1), 10=422(LC 1), 17=253(LC 19), 13=253(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-68/297, 6-7=-68/274 WEBS 4-17=-199/273, 8-13=-199/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 12 except (jt=lb) 2=292, 10=336, 16=211, 17=263, 14=205, 13=265. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss E02 Truss Type Common Qty 14 Ply 1 STEFANAKIS Job Reference (optional) T19709015 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:54 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-AK60bbT8_bWqgPpxzCF_C0g8ZsZvH8tl7B43R6za2q7 Scale = 1:31.1 1 2 3 4 5 6 3x4 3x4 1x4 4x6 7-6-0 7-6-0 15-0-0 7-6-0 -2-0-0 2-0-0 7-6-0 7-6-0 15-0-0 7-6-0 17-0-0 2-0-0 0- 6 - 6 4- 3 - 6 0- 6 - 6 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.34 0.28 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.07 -0.06 0.01 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 91 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)2=0-8-0, 4=0-8-0 Max Horz 2=-233(LC 13) Max Uplift 2=-676(LC 8), 4=-676(LC 9) Max Grav 2=1014(LC 1), 4=1014(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1118/625, 3-4=-1118/623 BOT CHORD 2-6=-362/893, 4-6=-362/893 WEBS 3-6=0/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=676, 4=676. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss F01GE Truss Type Common Supported Gable Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709016 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:55 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-eXfOoxUmlvfhHYO7XvmDkECMxGyl0b3uMrqc_Zza2q6 Scale = 1:26.3 1 2 3 4 5 6 7 10 9 8 4x6 2x4 2x4 1x4 1x4 1x4 1x4 1x4 10-0-0 10-0-0 -2-0-0 2-0-0 5-0-0 5-0-0 10-0-0 5-0-0 12-0-0 2-0-0 0- 6 - 6 3- 0 - 6 0- 6 - 6 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.17 0.05 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 67 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-0-0. (lb) - Max Horz 2=172(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-330(LC 8), 6=-362(LC 9), 10=-210(LC 8), 8=-207(LC 9) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=421(LC 1), 6=421(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-195/273, 5-8=-195/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=330, 6=362, 10=210, 8=207. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss F02 Truss Type Common Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709017 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:57 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-avn9DdV0GWvPXsYVfKohqfIiV3d6UUaBp9Jj2Rza2q4 Scale = 1:26.3 1 2 3 4 56 3x4 3x4 1x4 4x6 5-0-0 5-0-0 10-0-0 5-0-0 -2-0-0 2-0-0 5-0-0 5-0-0 10-0-0 5-0-0 12-0-0 2-0-0 0- 6 - 6 3- 0 - 6 0- 6 - 6 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.17 0.12 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.02 0.00 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)2=0-8-0, 4=0-8-0 Max Horz 2=172(LC 8) Max Uplift 2=-513(LC 8), 4=-513(LC 9) Max Grav 2=739(LC 1), 4=739(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-663/466, 3-4=-663/465 BOT CHORD 2-6=-284/524, 4-6=-284/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=513, 4=513. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss F03 Truss Type Common Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709018 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:44:59 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-XIvveJXGo797mAiumlq9v4N2?tIUyOyUHToq7Kza2q2 Scale = 1:21.9 1 2 3 4 3x4 3x4 1x4 4x6 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 0- 6 - 6 3- 0 - 6 0- 6 - 6 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.17 0.19 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.02 0.01 (loc) 4-7 4-10 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)1=0-8-0, 3=0-8-0 Max Horz 1=-121(LC 9) Max Uplift 1=-335(LC 8), 3=-335(LC 9) Max Grav 1=550(LC 1), 3=550(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-756/454, 2-3=-756/453 BOT CHORD 1-4=-308/632, 3-4=-308/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=335, 3=335. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss F04 Truss Type Roof Special Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709019 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:00 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-?UTHsfXvZRH_OKG4KSLORHwC1Hcqho6dV7XNfmza2q1 Scale = 1:20.2 1 2 3 5 4 5x5 3x4 3x4 1x4 5x5 3x4 3x6 4-0-0 4-0-0 6-0-0 2-0-0 10-0-0 4-0-0 5-0-0 5-0-0 6-0-0 1-0-0 10-0-0 4-0-0 2- 6 - 6 3- 0 - 6 2- 6 - 6 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [4:0-2-0,0-2-12], [5:0-2-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.21 0.31 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.15 -0.11 -0.01 (loc) 4-5 4-5 4 l/defl >782 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 72 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* 2-5,2-4: 2x4 SP No.3 OTHERS 2x4 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)5=0-8-0, 4=0-8-0 Max Uplift 5=-648(LC 4), 4=-648(LC 4) Max Grav 5=525(LC 1), 4=525(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-698/619 WEBS 2-5=-555/599, 2-4=-555/599 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=648, 4=648. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss F05 Truss Type Flat Qty 1 Ply 1 STEFANAKIS Job Reference (optional) T19709020 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:02 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-xtb2GKZ952XhddQTRtOsXi?W24HF9i2wzR0Ujfza2q? Scale = 1:21.2123 5 4 2x4 2x4 5x5 5x5 3x4 10-0-0 10-0-0 5-0-0 5-0-0 10-0-0 5-0-0 3- 6 - 6 Plate Offsets (X,Y)-- [4:0-2-4,0-2-12], [5:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.37 0.31 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.16 0.12 -0.01 (loc) 4-5 4-5 4 l/defl >726 >944 n/a L/d 240 180 n/a PLATES MT20 Weight: 75 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.3 *Except* 2-5,2-4: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)5=0-8-0, 4=0-8-0 Max Uplift 5=-648(LC 4), 4=-648(LC 4) Max Grav 5=525(LC 1), 4=525(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-478/427 WEBS 2-5=-431/468, 2-4=-431/468 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=648, 4=648. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss MV2 Truss Type Valley Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709021 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:05 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-LSGAvMb1OzvGU5927?xZ8Kd4xINMM7oMfPF8J_za2py Scale = 1:7.8 1 2 3 2x3 2-0-0 2-0-0 1- 0 - 0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.08 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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. REACTIONS. (size)1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=78(LC 8) Max Uplift 1=-38(LC 8), 2=-85(LC 8) Max Grav 1=76(LC 1), 2=62(LC 1), 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=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss PB01 Truss Type Piggyback Qty 10 Ply 1 STEFANAKIS Job Reference (optional) T19709022 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:07 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-IqOxK2dIwb9_kPJQEQz1DliOb529q1cf6jkFOsza2pw Scale = 1:14.0 1 2 3 4 5 6 3x4 2x3 2x3 1x4 7-4-0 7-4-0 3-8-0 3-8-0 7-4-0 3-8-0 0- 4 - 3 1- 8 - 8 0- 1 - 8 0- 4 - 3 0- 1 - 8 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.19 0.08 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 22 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=5-5-5, 4=5-5-5, 6=5-5-5 Max Horz 2=-80(LC 9) Max Uplift 2=-173(LC 8), 4=-188(LC 9), 6=-109(LC 8) Max Grav 2=210(LC 1), 4=210(LC 1), 6=279(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=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=173, 4=188, 6=109. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss PB02 Truss Type Piggyback Qty 2 Ply 1 STEFANAKIS Job Reference (optional) T19709023 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:09 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-EDWhkkeYSCPiziSpMr0VJAoj?vkzIx1ya1DMSlza2pu Scale = 1:14.2 1 2 3 4 5 6 8 7 6x6 6x6 2x3 2x3 7-4-0 7-4-0 7-4-0 7-4-0 0- 4 - 3 0- 1 0 - 8 0- 1 - 8 0- 4 - 3 0- 1 - 8 0- 1 0 - 8 6.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-2-4], [4:0-4-4,0-2-4], [7:0-1-9,0-0-13], [8:0-1-9,0-0-13] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.26 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 5 5 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 20 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 5-5-5. (lb) - Max Horz 2=-40(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-115(LC 8), 5=-124(LC 9), 8=-128(LC 5), 7=-124(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 7 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=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 2, 124 lb uplift at joint 5, 128 lb uplift at joint 8 and 124 lb uplift at joint 7. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss ZCJ1 Truss Type Jack-Open Qty 8 Ply 1 STEFANAKIS Job Reference (optional) T19709024 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 11:52:33 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-m2ZKV7OuwL2gqL69g64f5pAdMtHSKkiIg6ms10za2iy Scale = 1:10.3 1 2 4 3 3x4 2x4 0-11-4 0-11-4 -2-0-0 2-0-0 0-11-4 0-11-4 0- 6 - 6 1- 0 - 0 0- 5 - 2 1- 0 - 0 6.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-0-0], [2:Edge,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-MP 0.17 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=-164/Mechanical, 2=455/0-8-0 Max Horz 2=153(LC 8) Max Uplift 3=-164(LC 1), 2=-426(LC 8) Max Grav 3=185(LC 12), 2=455(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 3 and 426 lb uplift at joint 2. LOAD CASE(S) Standard (3)- 0.131x3.5" TOENAILS March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss ZCJ3 Truss Type Jack-Open Qty 8 Ply 1 STEFANAKIS Job Reference (optional) T19709025 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:16 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-XZRKD7kxoMIiJnV9Gpe85fayej7wR5W_BcPECrza2pn Scale = 1:15.4 1 2 3 4 3x4 2-11-4 2-11-4 -2-0-0 2-0-0 2-11-4 2-11-4 0- 6 - 6 2- 0 - 0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-MP 0.17 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=263(LC 8) Max Uplift 3=-100(LC 8), 2=-317(LC 8) Max Grav 3=75(LC 1), 2=417(LC 1), 4=42(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 3 and 317 lb uplift at joint 2. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss ZCJ5 Truss Type Jack-Open Qty 8 Ply 1 STEFANAKIS Job Reference (optional) T19709026 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:17 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-?m?iQTlZZfQZwx4LqX9Nds77S7S8AYm7QG9nkHza2pm Scale = 1:20.3 1 2 3 43x4 4-11-4 4-11-4 -2-0-0 2-0-0 4-11-4 4-11-4 0- 6 - 6 3- 0 - 0 2- 5 - 2 3- 0 - 0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.17 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 -0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 30 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)3=Mechanical, 2=1-0-0, 4=Mechanical Max Horz 2=375(LC 8) Max Uplift 3=-219(LC 8), 2=-339(LC 8), 4=-8(LC 8) Max Grav 3=169(LC 1), 2=498(LC 1), 4=86(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 3, 339 lb uplift at joint 2 and 8 lb uplift at joint 4. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss ZEJ7 Truss Type Jack-Open Qty 8 Ply 1 STEFANAKIS Job Reference (optional) T19709027 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:25 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-mITk5Crag7QRuAhuICIFyYSRgM8G2AlJFW5C0pza2pe Scale = 1:25.2 1 2 3 43x4 7-0-0 7-0-0 -2-0-0 2-0-0 7-0-0 7-0-0 0- 6 - 6 4- 0 - 6 3- 5 - 8 4- 0 - 6 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-AS 0.35 0.27 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.07 -0.06 -0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (size)3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=491(LC 8) Max Uplift 3=-336(LC 8), 2=-382(LC 8), 4=-18(LC 8) Max Grav 3=260(LC 1), 2=599(LC 1), 4=127(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 3, 382 lb uplift at joint 2 and 18 lb uplift at joint 4. 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. March 17,2020 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job J39343-J39343A Truss ZHJ7 Truss Type Diagonal Hip Girder Qty 4 Ply 1 STEFANAKIS Job Reference (optional) T19709028 8.330 s Mar 10 2020 MiTek Industries, Inc. Tue Mar 17 10:45:34 2020 Page 1 East Coast Truss, Ft. Pierce, FL 34946 ID:2iesX5R1_D9pxUS_xGByzizaLPL-?1W8_HyDZuZ9TYtdJbyMqSKxh_Bzf95dKQnBroza2pV Scale = 1:24.5 1 2 3 7 6 11 12 4 13 14 54x4 3x4 1x4 4x4 4-10-7 4-10-7 9-10-1 4-11-10 -2-9-15 2-9-15 4-10-7 4-10-7 9-10-1 4-11-10 0- 6 - 6 4- 0 - 2 4.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-MS 0.52 0.36 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.05 -0.04 -0.01 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-11-5, 5=Mechanical Max Horz 2=542(LC 4) Max Uplift 4=-296(LC 4), 2=-640(LC 4), 5=-276(LC 8) Max Grav 4=226(LC 1), 2=696(LC 1), 5=348(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-849/521 BOT CHORD 2-7=-733/748, 6-7=-733/748 WEBS 3-7=0/385, 3-6=-804/788 NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=9.0psf; BCDL=6.0psf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 4, 640 lb uplift at joint 2 and 276 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 lb down and 301 lb up at 1-4-15, 333 lb down and 301 lb up at 1-4-15, 49 lb down and 73 lb up at 4-2-15, 49 lb down and 73 lb up at 4-2-15, and 100 lb down and 212 lb up at 7-0-14, and 100 lb down and 212 lb up at 7-0-14 on top chord, and 40 lb down and 5 lb up at 4-2-15, 40 lb down and 5 lb up at 4-2-15, and 50 lb down and 35 lb up at 7-0-14, and 50 lb down and 35 lb up at 7-0-14 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=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 9=200(F=100, B=100) 12=-83(F=-41, B=-41) 13=9(F=5, B=5) 14=-61(F=-30, B=-30) March 17,2020 P R O D U C T C O D E A P P R O V A L S L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s . d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s