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HomeMy WebLinkAboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. La I ® ,1v�,® MiTek A 205 RE: 27909 - Ledyard Res TC1N�+ MiTek USA, Inc. Site Information: Customer Info: Mel-Ry Construction Lot/Block: Address: 775 Venture City: Venture/Martin Cty Puceounty' CFL I. Project Name:sLedyard Res Model: Subdivision: State: FL 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 45 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# Truss Name Date 1 IT6888128 -'CJ1 3/5/015 118 IT6888145 I —EJ7 3/5/015 12 I T6888129 I -'CJ 1 A 13/5/015 119 I T6888146 I —HJ 1 13/5/015 13 I T6888130 I —CJ2 13/5/015 120 I T6888147 I —HJ2 13/5/015 14 IT6888131 I—CJ2A 13/5/015 121 IT6888148 I—HJ3 13/5/015 15 I T6888132 I —CJ2E 13/5/015 122 I T6888149 I ~HJ4 13/5/015 16 I T6888133 I —CJ3 13/5/015 123 I T6888150 I -'HJ5 13/5/015 17 J T6888134 I —CJ3A 13/5/015 124 1 T6888151 I —HJ5A 13/5/015 18 I T6888135 I —CJ4 13/5/015 125 I T6888152 I —HJ6 13/5/015 19 IT6888136 I—CJ4A 13/5/015 126 IT6888153 I~HJ7 1315/015 110 I T6888137 I —CJ5 13/5/015 127 I T6888154 I —HJ8 13/5/015 11 I T6888138 I —CJ5A 13/5/015 128 I T6888155 I A01 G 13/5/015 112 I T6888139 I —CJ6 13/5/015 129 I T6888156 I A02 13/5/015 113 I T688814G I—CJ6A 13/5/015 130 I T6888157 I A03 13/5/015 114 1 T6888141 I —CJ7 13/5/015 131 I T6888158 I A04 13/5/015 115 I T6888142 I —CJ8 13/5/015 132 I T6888159 I A05 13/5/015 116 I T6888143 I —CJ9 13/5/015 133 I T6888160 I A06 1 3/5/015 117 I T6888144 I —EJ3 13/5/015 134 1 T6888161 I A07 13/5/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 68182 STATE OF Al FL.Cert. 6634 March 5,2015 Vele2,:Joaquin 1. of 2 RE: 27909 - Ledyard Res Site Information: Customer Info: Mel-Ry Construction Project Name: Ledyard Res Model: Lot/Block: Subdivision: Address: 775 Venture City: Venture/Martin Cty State: FL No. I Seal# ITruss Name Date 35 IT6888162 I A08 3/5/015 136 IT6888163 I A09G 13/5/015 137 IT6888164 I A10 13/5/015 138 IT6888165 I A11 13/5/015 139 IT6888166 I Al2 13/5/015 140 IT6888167 I A13 13/5/015 141 IT6888168 I A14 13/5/015 142 IT6888169 I A15 13/5/015 143 IT6888170 I A16 13/5/015 I 144 IT6888171 I A17 13/5/015 I 145 IT6888172 I A18G 13/5/015 I 2 of 2 Job Truss Truss Type Qty Ply Ledyard Res T6888128 27909 -CJ1 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:07:55 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-CvjLB6A1Ru4z8UEIH_31BP8FQ_wJtN7E4?8PRkzeOUo 1-10-8 1-10-8 Scale = 1:6.9 1-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=158/0-8-0, 3=-3/Mechanical, 2=13/Mechanical Max Horz1=34(LC 12) Max Upliftl=-77(LC 12), 3=-3(LC 1), 2=-18(LC 12) Max Grav1=169(LC 17), 3=6(LC 3), 2=13(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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. ♦♦♦ Q� N V F/ 5 This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will g y ♦ - ♦♦ OP' • • • • • • • • `� fit between the bottom chord and an other members, with BCDL = 10.0 sf. v p 6) Refer for truss truss �. , �GENg'• \• F•••• to girder(s) to connections. •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1, 3 lb uplift at joint 3 and lo N 68182 18 lb uplift at joint 2. "Semi ft * 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. T OF . • �`` �♦♦ ,S�II Ni�„1 FL Cert. 6634 March 5,2015 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the p e k. erector' A'� Additional permanent bracing of the overall structure is the responsibitty of the building designer. For general guidance regarding �V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888129 27909 -CJ1A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1-4-4 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:07:56 2015 Page 1 ID:_GZenuN61 gQ6norACYxLwvyCgrG-g5GjPSB WCCCgmepUgibjdhP3OExcgNOlfuy_AzeOUn Scale = 1:6.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=180/0-3-0, 3=-29/Mechanical, 2=-25/Mechanical Max Horz 1=30(LC 8) Max Uplift1=-324(LC 8), 3=-30(LC 20), 2=-29(LC 20) Max Grav1=193(LC 20), 3=54(LC 8), 2=53(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 1, 30 lb uplift at joint 3 and 29 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. il,1 I I IJ 11111 e�`O1� Qv l N VF ,� O1^•. . i N 68182 T OF '4/` �i s''•....••''C?� %%`% FL Cert. 6634 March 5,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02716/2015 BEFORE USE. •■�!� Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown my is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the p y'T��• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 1V1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 Njee.Sfreetr5ulle 312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888130 27909 -CJ2 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:07:56 2015 Page 1 ID_GZenuN61gQ6norACYxLwvyCgrG-g5GjPSBWCCCgmepUgib, jdhRdOGucgNOlfuy_AzeOUn 1-7-5 1-7-5 Scale = 1:6.5 i LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CSI. TC 0.05 BC 0.04 WB 0.00 (Matrix-M) DEFL, in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/deft L/d 4 >999 240 4 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 =1 45/0-7-14, 2=-1/Mechanical Max Harz 1=34(LC 8) Max Upliftl=-90(LC 8), 2=9(LC 8) Max Gravl=156(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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. 1111111111/l� fI.. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �� Q01 N V .. �� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � P.• •,... I� F� �i� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to for truss to truss ♦♦♦',,o.• \G E IV S'• �. �•'•� girder(s) connections. ♦ •' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1 and 9 lb uplift at joint 2. "Semi N( 68182 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 1 :� • T OF � C? � � U 1111 a 111,, FL Cert. 6634 March 5,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the q{ p1Te�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA.22314. Tarppa, FL.33e1D Job Truss Truss Type Qty Ply Ledyard Res T6886131 27909 -CJ2A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 2-6-2 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 06 10:07:57 2015 Page 1 ID:_GZenuN8l gQ6norACYxLwvyCgrG-Blg5coB6yVKhOoOgOP6DGgEblobALHcXXJdWWdzeOUm Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >999 180 BCLL 10.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=183/0-3-0, 2=36/Mechanical, 3=2/Mechanical Max Harz 1=53(LC 8) Max Upliftl=-116(LC 8), 2=-43(LC 8) Max Gravl=197(LC 17), 2=36(LC 1), 3=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 1 and 43 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 :I ' T OF 41J 10 FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek*erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Tampa, FL. 336.10 Job Truss Truss Type Qty. Ply Ledyard Res T6888132 27909 -CJ2E Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1-10-8 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:07:57 2015 Page 1 ID:_GzenuN81gQ6norACYxLwvyCgrG-81g5coB8yVKhOoOgOP6DGgEb2obNLHcXXJdWWdzeOUm Scale = 1:6.9 3x4 = 3x3 = Adequate Support Required LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.07 TCDL 15.0 Lumber Increase 1.25 BC 0.09 BCLL 10.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=33/Mechanical, 2=47/Mechanical, 1=88/Mechanical Max Horz2=34(LC 12) Max Uplift3=-14(LC 12), 2=-25(LC 12), 1=-53(LC 12) Max Grav3=39(LC 17), 2=47(LC 1), 1=94(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -0.00 6 >999 180 Horz(TL) -0.00 1 n/a n/a Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3, 25 lb uplift at joint 2 and 53 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Qv 1 N .. lo N 68182 r • T F FL Cert. 6634 March 5,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity of the ilfiiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. $otety_Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 s Job Truss Truss Type Qty Ply Ledyard Res T6888133 27909 -CJ3 Jack -Open 2 1 Job Reference (optional) Last load 1 russ, t-on eterce, rL. 34e40 3-10-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.32 TCDL 15.0 Lumber Increase 1.25 BC 0.24 BOLL 10.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=240/0-3-0, 2=81/Mechanical, 3=23/Mechanical Max Horz1=82(LC 8) Max Upliftl=-154(LC 8), 2=-86(LC 8) Max Gravl=258(LC 17), 2=81(LC 1), 3=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ID:_GZenuN81gQ6norACYxLwvyCgrG-cUOUp8CmjpSY?xzsy6dSo2misBvA4ksgmzN323zeOUl Scale = 1:9.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 3-7 >999 240 MT20 244/190 Vert(TL) -0.01 3-7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 1 and 86 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `011 GO 1 N V`-, N 68182 •,. r •;�. T OF P`' E�C?0 � FL Cert. 6634 March 5,2015 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 0271612015 BEFORE USE. ■■ Design valid for use only withM ick connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the NiiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tpmpa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888734 27909 -CJ3A Jack -Open 1 1 Job Reference (optional) East coast Truss, Fort Pierce, FL. 34946 1-4-5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TIC 0.04 TCDL 15.0 Lumber Increase 1.25 BC 0.04 BCLL 10.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=62/0-3-0, 3=30/Mechanical, 2=29/Mechanical Max Horz1=29(LC 8) Max Uplift1=-37(LC 8), 3=-23(LC 8), 2=23(LC 8) Max Grav1=66(LC 17), 3=33(LC 17), 2=31(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. La3UsJulilzui4miieKInausrnes,mC. inumar uo'u:u':ay" 10 ragel ID:_GZenuN81gQ6norACYxLwvyCgrGAgyslUDOU7aPd5Y3Wg8hLFJxzblZpB6q?d6dbVze0Uk Scale = 1:6.2 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 4 >999 240 MT20 244/190 Vert(TL) -0.00 4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 1, 23 lb uplift at joint 3 and 23 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 001 N VF 4 i N 68182 T OF : 4/� A; FL Cert. 6634 March 5,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. r Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , . Tampa, FL 336.10 Job Truss Truss Type City Ply Res �Ledyard T6888135 27909 -CJ4 Jack -Open Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:23:57 2015 Pagel ID: _GZenuN81gQ6norACYxLwvyCgrG-XgwJEOF6rpzR2QoKHMr3Rn—aYmBLGTGgHfAJCzzeOFm 3-7-5 3-7-5 Scale = 1:8.9 0-10-8 3-7-5 0-10-8 2-8-13 Plate Offsets (X,Y)— (1:0-6-11.0-0-91,[1:0-2-4,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL . 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.00 4 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=238/0-8-0, 2=70/Mechanical, 3=12/Mechanical Max Harz 1=76(LC 8) Max Uplift 1=-152(LC 8), 2=-77(LC 8) Max Grav 1=255(LC 17), 2=70(LC 1), 3=34(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 the fabricator to increase sizes to for these factors. 1'>� 1,///� responsibility of plate account 3) Plates checked for a plus or minus 0 degree rotation about its center. `�� Qv 1 N V,r 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,�� Q� ... • • • `�� 0E N S+'•., 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide bottom BCDL = 10.Opsf. .•'\G will fit between the chord and any other members, with 6) Refer to girder(s) for truss to truss connections. N( 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 1 and 77 lb uplift at * �' joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. T OF '44/' FL Cert. 6634 March 5,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iVl erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p`�iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, TamparFL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888136 1 27909 -CJ4A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 2-6-3 2-6-3 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:00 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-YtWEEpEOFQiGFF7F3XfwuTs4K?bmYeMzDHsA7xze0Uj m rr d Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.00 6 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=119/0-3-0, 2=64/Mechanical, 3=38/Mechanical Max Horz1=53(LC 8) Max Upliftl=-74(LC 8), 2=-60(LC 8), 3=-18(LC 8) Max Gravl=127(LC 17), 2=64(LC 1), 3=48(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 1, 60 lb uplift at joint 2 and 18 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsloPlity, of the MoTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888137 27909 -CJ5 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-10-8 7.530 s Jul 112014 MITeK Industnes, Inc. I nu Mar U5 IU.Ud:UU ZU10 vage 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-YtWEEpEOFQiGFF7F3XfwuTsuA?WPYeMzDHsA7xzeOUj Scale = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.03 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.05 3-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=341/0-3-0, 2=139/Mechanical, 3=44/Mechanical Max Horz1=125(LC 8) Max Upliftl=-220(LC 8), 2=-145(LC 8) Max Gravl=366(LC 17), 2=139(LC 1), 3=81(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-303/470 BOT CHORD 1-7=-556/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 220 lb uplift at joint 1 and 145 Ito uplift at joint 2. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %�,�U %%��pPQ i N 68182 T F i rniiin FL Cert. 6634 March 5,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. ■■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r� �g is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility of the iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ®y' fabrication- quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888138 27909 -CJ5A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 2-10-2 7.530 s Jul 11 2U14 WeK Industnes, Inc. I nu Mar u5 I u:U6:Ul 2U75 Pagge 1 ID:_GzenuN8lgQ6norACYxLwvyCgrG-034cS9FeOkg7sPhRdFA9QgOFIPwEH5c7Swbjf0ze0Ui LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 6 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 3-6 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=137/0-3-0, 2=73/Mechanical, 3=41/Mechanical Max Horz 1=60(LC 8) Max Upliftl=-86(LC 8), 2=70(LC 8). 3=17(LC 8) Max Gravl=147(LC 17), 2=73(LC 1), 3=53(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-293/213 Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 1, 70 lb uplift at joint 2 and 17 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11,711-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888139 27909 -CJ6 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-8-9 7.530 s Jul 11 2014 MI reK lnaustnes, mc. I nu Mar uo iu:utwi Zu1 b " e 1 ID:_GZenuNBlgQ6norACYxLwvyCgrG-034cS9FeOkg7sPhRdFA9Qg06xpmVH5c7Sw jfOzeOUi Scale = 1:11.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.08 3-8 >830 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.08 3-8 >800 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 19 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=136/Mechanical, 3=71/Mechanical, 1=301/0-8-0 Max Horz1=121(LC 8) Max Uplift2=-133(LC 8), 3=-29(LC 8), 1=-188(LC 8) Max Grav2=136(LC 1), 3=95(LC 17), 1=323(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-262/161 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-7-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 2, 29 lb uplift at joint 3 and 188 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %�`t�U I N'rV i N 68182 BIZ 13 T OF .'�' .00. `O P N��!/, FL Cert. 6634 March 5,2015 t WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 02(1612015 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 'T��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888140 27909 -CJ6A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1-8-5 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:02 2015 Page 1 ID:—GZenuN81gQ6norACYxLwvyCgrG-UFe_1VFGn2y_UZGeByhOzuxS2pliOYsGhaLHBgzeOUh Scale = 1:6.6 Plate Offsets (X.Y)— 11:0-2-15.0-0-31 1-8-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 6 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-8-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=78/0-3-0, 3=31/Mechanical, 2=41/Mechanical Max Horz 1=36(LC 8) Max Upliftl=-48(LC 8), 3=20(LC 8), 2=37(1_13 8) Max Gravl=84(LC 17), 3=37(LC 17), 2=42(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 1, 20 lb uplift at joint 3 and 37 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O.v I N N i N 68182 T OF 0o40 FL Cert. 6634 March 5,2015 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSU`TPl1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888141 27909 -CJ7 Jack -Open Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MiTek Industries, Inc. Thu Mar 05 10:08:02 2015 Page 1 ID:_GZenuNB1gQ6norACYxLwvycgrG-UFe_fVFGn2y_UZGeByhOzuxGspB5OYsGhaLHBgzeOUh 3-8-11 2-11-12 Scale = 1:13.3 0-10-8 _ 0-10-8 56-8-8 -10-0 Plate Offsets (X.Y)— [1:0-4-3.0-0-11. [1:0-0-6.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.15 3-8 >529 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.18 3-8 >453 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=169/Mechanical, 3=85/Mechanical, 1=34410-8-0 Max Horz 1=143(LC 8) Max Uplift2=-165(LC 8), 3=-31(LC 8), 1=-215(LC 8) Max Grav2=169(LC 1), 3=114(LC 17), 1=369(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-292/212 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 2, 31 lb uplift at joint 3 and 215 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. SatApplicability of design parameters and proper incorporation of component is responsibility ility of building designer- not truss designer. Bracing sho is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888142 27909 ^CJ8 Jack -Partial 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:013:03 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-zSCMtrGvYL4r6jrglgDdV5UQdCTjl?5QvE4gkG7eOUg 4-0.12 3-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TILL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.22 3-8 >407 240 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.28 3-8 >314 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=190/Mechanical, 3=94/Mechanical, 1=374/0-8-0 Max Horz 1=157(LC 8) Max Uplift2=-187(LC 8), 3=-33(LC 8), 1=-234(LC 8) Max Grav2=190(LC 1), 3=128(LC 17). 1=401(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-298/244 Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 2, 33 lb uplift at joint 3 and 234 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required ,`,,11111If11#114F QviN v ,��� �P•' c E N • :� , .•�\ SF:•. � 'ice N 68182 :� • T OF ' 44/ ` /I1111111�� FL Cert. 6634 March 5,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02716/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' . Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mffek• fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6688143 27909 -CJ9 Jack -Partial Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 MTeK Industnes, Inc. Thu Mar 05 MWU4 2015 Page 1 ID:_GZenuN8lgQ6norACYxLwvyCgrG-Rell4BHXJfDijsQ01Nks2JOcBcoxUSLZ8ugNGjzeOUf i 4-2-6 _ _ 7-7-14 4-2-6 3-5-8 Scale = 1:14.5 0-10-8 7-7-14 i LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010ITP12007 CSI. TC 0.78 BC 0.86 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.23 Vert(TL) -0.31 Horz(TL) 0.03 (loc) I/deft Ud 3-8 >398 240 3-8 >291 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-11 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIONS. (lb/size) 2=203/Mechanical, 3=94/Mechanical, 1=386/0-8-0 Max Horz1=163(LC 8) Max Uplift2=-198(LC 8), 3=-30(LC 8). 1=-242(LC 8) Max Grav2=203(LC 1), 3=129(LC 17). 1=414(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=-297/251 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-7-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 2, 30 lb uplift at joint 3 and 242 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �•``�pk3l N "VF 4* i N 68182 T OF .'4� FL Cert. 6634 March 5,2015 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTeit• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tamp Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Leayard Res T6888144 27909 -EJ3 Monopich 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Thu Mar 05 10:08:04 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-Rell4BHXJfDijsQ01Nks2JOnKc sUSLZ8ugNGjzeOUf Scale = 1:8.9 • i 0-10-8 3-5.10 0.10-8 2-7-2 Plate Offsets (X.Y)-- [1:0-4-11.0-0-11. [1:0-0-6.Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 10 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=204/0-8-0, 2=65/Mechanical, 5=42/Mechanical Max Horz 1=64(LC 12) Max Upliftl=-100(LC 12), 2=-55(LC 12), 5=-17(LC 12) Max Grav1=219(LC 17), 2=65(LC 1). 5=53(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 1, 55 lb uplift at joint 2 and 17 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding N1bTe k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888145 27909 -EJ7 Jack -Partial 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries. Inc. Thu Mar 05 10:08:05 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-vgJ71XI94zLYLO?Ds4F5bWZupOFODsxiNYZxo9zeOUe 4-3-11 3-6-13 0-10-8 Scale=1:15.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0.34 BC 0.40 WB 0.23 (Matrix-M) DEFL. in Vert(LL) -0.04 Vert(TL) -0.11 Horz(TL) 0.01 (loc) I/defl L/d 5-10 >999 240 5-10 >843 180 4 n/a n/a PLATES' GRIP MT20 2441190 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=111/Mechanical, 4=196/Mechanical, 1=396/0-8-0 Max Horz1=168(LC 8) Max Uplift3=-121(LC 8), 4=-115(LC 8). 1=-248(LC 8) Max Grav3=111(LC 1), 4=237(LC 17), 1=425(LC 17) FORCES. (lb) - Max. Comp./Max.'Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=291/249, 1 -11 =594/601, 11-12=-584/606, 2-12=-582/608 BOT CHORD 1-6=-344/300, 1-5=-755/651 WEBS 2-5=-678/786 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 070-0 to 3-0-0, Interior(1) 3-0-0 to 7-9-12 zone; cantilever left and ,,Iq11 i right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ,�� N V� �/1 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 fabricator to increase to for these factors. QU `�� L��I� %% o .•� . E IV S • �j responsibility of the plate sizes account ,• �, �`••,• 3) Plates checked for a plus or minus 0 degree rotation about its center. s N 68182 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 7k fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. �• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 3, 115 lb uplift at joint 4 T O F and 248 lb uplift at joint 1. .� • 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. bracing for design) is i� • T P •• ��� �� Q 9) Warning: Additional permanent and stability truss system (not part of this component always required. • ,� �11 N All I � % FL Cert. 6634 March 5,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6886146 27909 -HJ1 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 2-1-7 7.530 5 JUI 11 2014 MI I eK Inausines, Inc. I nu Mar ub i u:u6:ub 2ulb Page l ID_GZenuN81gQ6norACYxLwvyCgrG-vgJ71X194zLYLO?Ds4F5bWZy8OJbDvbiNYZxo9ze0Ue Scale = 1:6.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TIC 0.13 BC 0.19 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.01 Vert(TL) -0.01 Horz(TL) 0.00 (loc) Udefl Ud 4 >999 240 4 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=239/0-9-4, 2=7/Mechanicai, 3=-62/Mechanical Max Horz 1=42(LC 8) Max Uplift1=-172(LC 8), 2=-20(LC 8), 3=-62(LC 1) Max Grav1=257(LC 17), 2=7(LC 1), 3=50(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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 studs spaced at 2-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 1, 20 lb uplift at joint 2 and 62 lb uplift at joint 3. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0271612015 BEFORE USE. ■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888147 279D9 -HJ2 Jack -Open Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:06 2015 Page 1 ID:_GZenuNB1gQ6norACYxLwvyCgrG-NOtVVtlnrGTPzAaPQomL7k653Qd?yMrscCJUKbzeOUd 2-515 2-515 i 0-10-9 2-515 9 d Scale = 1:7.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.01 4 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-5-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=202/0-8-2, 2=32/Mechanical, 3=-15/Mechanical Max Horz 1=52(LC 8) Max Upliftl=-130(LC 8), 2=-40(LC 8), 3=-15(LC 1) Max Gravl=217(LC 17), 2=32(LC 1), 3=18(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ``,�Ii 111111/���' responsibility of the fabricator to increase plate sizes to account for these factors. `�� QU � N V O�� F 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦,� OP.• •........ • 5) Gable studs spaced at 2-0-0 oc. This been.designed for 10.0 bottom live load live loads. ♦♦ , , • G E N g • � i� �. �•••• �� 6) truss has a psf chord nonconcurrent with any other ♦ •� 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 82 fit between the bottom chord and any other members, with BCDL = 10.Opsf. ^ ** • 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 1, 40 lb uplift at joint 2 and 15 lb uplift at joint 3. ► -0 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design ofthis truss. 1OF11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.1 44�� FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res 76888148 27909 -HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 4-10-5 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:07 2015 Page 1 ID:—GZenuN81gQ6norACYxLwvyCgrG-rDRtiDJPcabGaK9b_VHagxeEsgxShp5?gs22t1zeOUc Scale = 1:9.4 ' Plate Offsets (X.Y)— 1-2-11 0-5-8 [1:0-7-2.0-0-0]. ]1:0-0-7.Edge] 3-9-1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.03 5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.04 5 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=-12/Mechanical, 1=455/0-10-15, 2=27/Mechanical Max Horz 1=69(LC 20) Max Uplift4=-26(LC 6), 1=-275(LC 4), 2=-40(LC 4) Max Grav4=40(LC 20), 1=529(LC 18), 2=38(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-318/411 BOT CHORD 1-11=-423/287 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;.TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 4, 275 Ib uplift at joint 1 and 40 Ib uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 Ib down and.71 Ib up at 2-6-12, and 94 Ib down and 86 Ib up at 2-6-12 on top chord, and 234 Ib down and 124 Ib up at 0-0-0, and 14 Ib down and 43 Ib up at 2-6-12, and 51 Ib up at 2-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-30, 4-5=-20 Continued on page 2 k3l N VF OP• • �c�` '. i N 68182 O:• T OF 441 Z., FL Cert. 6634 March 5,2015 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02N612015 BEFORE USE. ■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888148 27909 -HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-200(F) 10=138(F=86, B=52) 11=26(F=30, B=5) 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:072015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-rDRtiDJPcabGaK9b_VHagxeEsgxShp5?gs22t1zeOUc WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Res �Ledyard T6888149 27909 -HJ4 Jack -Open Girder 1 1 ' Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:26:40 2015 Page 1 ID:_GZenuN8lgQ6norACYxLwvycgrG-F1GxR7DLSuVJ5TIfK5GIY9EMKUnpzBdgmX9RR1zeODD 5-0-9 5-0-9 Scale = 1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.01 3-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.02 3-7 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 =30510-8-2, 2=113/Mechanical, 3=31/Mechanical Max Harz 1=107(LC 8) Max Uplift 1=-199(LC 8). 2=-120(LC 8) Max Grav 1=327(LC 17). 2=113(LC 1), 3=62(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-7=282/117, 1-4=-69/270 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 4-11-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 1 and 120 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.F7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown HT C`7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888150 27909 -HJ5 Jack -Open Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-3-14 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plates Increase 1.25 TC 0.59 TCDL 15.0 Lumber Increase 1.25 BC 0.65 BCLL 10.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=123/Mechanical, 3=66/Mechanical, 1=284/0-8-2 Max Horz 1=112(LC 8) Max Uplift2=-121(LC 8), 3=-28(LC 8), 1=-180(LC 8) Max Grav2=123(LC 1), 3=87(LC 17), 1=305(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=328/144 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:08 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-JP?FwYK1 Nuj7CUknXDopC9BLEDC7QGL93WobPUzeOUb Scale = 1:11.1 DEFL. in (loc) I/defl Ltd PLATES GRIP Vert(LL) 0.07 3-8 >857 240 MT20 2441190 Vert(TL) 0.06 3-8 >999 180 Horz(TL) -0.01 2 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-3-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 28 lb uplift at joint 3 and 180lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ���uuurrri QU IN .� pP. • . <<c �. i N 68182 e �:• T OF FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6886151 27909 -HJ5A Jack -Open Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-3.14 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:09 2015 Page 1 ID:_GzenuN81gQ6norACYxLwvyCgrG-nbZe7uLf8Br_ge4_5wJ21MkW dYM9jailAXBxwzeOUa 0-10.9 5-3-14 0-10-9 4-5-5 Plate Offsets (X.Y)-- (1:0-4-5.0-0-11. T1:0-0-6.Edoej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL • 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.07 3-8 >857 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) 0.06 3-8 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=123/Mechanical, 3=66/Mechanical, 1=284/0-8-2 Max Horz 1=112(LC 8) Max Uplift2=-121(LC 8), 3=-28(LC 8), 1=-180(LC 8) Max Grav2=123(LC 1), 3=87(LC 17), 1=305(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-4=328/144 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-3-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 ``,111111111111r" responsibility of the fabricator to increase plate sizes to account for these factors. ♦`% QW N V F 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ . • �♦ gyp.•••..... ��... N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 3-6-0 2-0-0 G E �.� SF• �? �i� 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle tall.by wide will �� .'• fit between the bottom chord and any other members, with BCDL = 10.Opsf. N 68182 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 28 lb uplift at joint 3 and 180 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -0 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. -�3 :• T F :• i FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02716/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888152 27909 -HJ6 Jack -Partial Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Thu Mar 05 10:08:09 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-nbZe7uLf8Br geJ_5wJ21MkaMddo9eYlIAX8xwzeOUa i 4-0-8 7-3-15 4-0-8 3-3-7 Scale = 1:14.4 i 0-10-9 7-3-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.37 TCDL 15.0 Lumber Increase 1.25 BC 0.37 BCLL 10.0 Rep Stress Incr NO WB 0.32 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=104/Mechanical, 4=178/Mechanical, 1=372/0-8-2 Max Horzl=155(LC 8) Max Uplift3=-114(LC 8). 4=-105(LC 8). 1=-236(LC 8) Max Grav3=104(LC 1), 4=214(LC 17). 1=399(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-264/423, 1-2=-546/873 BOT CHORD 1-6=-540/275, 1-5=-1041/599 WEBS 2-5=-624/1084 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.03 5-10 >999 240 MT20 244/190 Vert(TL) -0.07 5-10 >999 180 Horz(TL) -0.01 4 n/a n/a Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 7-3-3 zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3, 105 lb uplift at joint 4 and 236 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. IN \C E Ng��F� N 68182 T OF 10 FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iVliTetc` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888153 27909 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 4-6-10 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:10 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-F07OLEMIUV2rRntAfefHlaGjs1y9u81SWgHITMzeOUZ 3-1-6 3-4-14 5x6 = 2x4 II 4 Scale = 1:18.2 1-2-8 1-7-12 1 6-2-9 10-7-4 i11-0-14, r 1-2-8 0-5-5 4-6-13 4-4-11 0-5-11 Plate Offsets (X.Y)— (1:0-9-10.0-0-41,j1:0-3-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.08 7-8 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 "Except' 4-7: 2x6 SP No.2 REACTIONS. (lb/size) 1=321/0-10-9, 7=509/0-11-5 Max Horz 1=197(LC 4) Max Uplift1=-256(LC 4), 7=-419(LC 8) Max Grav1=437(LC 18), 7=537(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-706/621, 2-13=-705/611, 2-14=636/505, 3-14=-630/471 BOT CHORD 1-1 2=-268/186,1-9=601/673, 1-16=-599/673, 16-17=-599/673, 8-17=-599/673, 8-18=-476/497, 7-18=-476/497 WEBS 3-7=571/547 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 7-6-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 256 lb uplift at joint 1 and 419 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 86 lb up at 2-6-12, 125 lb down and 86 lb up at 2-6-12, 160 lb down and 132 lb up at 5-4-11, 160 lb down and 132 lb up at 5-4-11, and 191 lb down and 190 lb up at 8-2-10, and 191 lb down and 190 lb up at 8-2-10 on top chord, and 51 lb up at 2-6-12, 51 lb up at 2-6-12, 15 lb down and 21 lb up at 5-4-11, 15 lb down and 21 lb up at 5-4-11, and 34 lb down and 15 lb up at 8-2-10, and 34 Ito down and 15 lb up at 8-2-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 uonllnuea on page z FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 BEFORE USE. ■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p p'r®A'li• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA. 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T688B153 27909 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:10 2015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-Fo7OLEMIuVzrRntAferHlaGjs1y9u81SWgHiTMzeOUZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=70, 6-9=-20 Concentrated Loads (lb) Vert: 13=172(F=86, B=86) 14=36(F=18, B=18) 15=-79(F=-40, B=-40) 16=61(F=30, B=30) 17=10(F=5, B=5) 18=-32(F=-16, B=-16) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p i���• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �V fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Ledyard Res T6888154 27909 -HJ8 Jack -Partial Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:08:11 2015 Page 1 ID:_GZenuN61 gQ6norACYxLwvyCgrG-k_gOYaMwfp5i3xSMDLM Wgnpsl RJIdYmblUOFOpzeOUY 4-3-13 3-6-14 Scale = 1:15.3 0-10-8 4-3-13 7-10-11 7-1 •11 0-10-8 3-5-5 3-6-13 0. 1 Plate Offsets (X.Y)— fl:0-5-12.0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.05 5-6 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.28 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 30 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=409/0-8-0, 3=109/Mechanical, 4=186/Mechanical Max Horz1=168(LC 8) Max Upliftl=-259(LC 8), 3=-109(LC 8), 4=-118(LC 8) Max Gravl=439(LC 17), 3=109(LC 1), 4=219(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-540/701 BOT CHORD 1-7=-523/492, 1-6=-881/553, 5-6=-881/553 WEBS 2-5=-584/930 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-3-13, Exterior(2) 4-3-13 to 7-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1, 109 lb uplift at joint 3 and 118 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. PQU I N V,�<��,� ,o * : N 68182 � : T OF FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 0211612015 BEFORE USE. Design valid for use only with WTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the pL erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6866155 27909 A01 G ' Roof Special Girder 1 n L Job Reference (optional) test coast i toss, ion r•t—, M. ovyno r.00usum ii<vitrvnirn������"59..rn."u"""'" I""''o"-:'ayo ID:-GZenuN8lgQ6norACYxLZyLgrG-VX9QEJSxnG6Z1A3vh1V09T8Cgf%_V30mbkyglLzeOUQ i 4-5-7 7-10-8 11-1 0-6 1 17-10-5 22.8.5 i 27-9-13 _ _3.0-7-34- 2 9-12 4-5-7 3-5-1 4-11-14 411-14 4-10-0 5-1-9 2-9-5 Scale = 1:61.8 3.00 12 4x10M18SHS = 1x4 II 3 28 29 30 4 31 0.41112 1.33112 4x10 M18SHS = 4x10 M18SHS = 2.12 I I< 4x10 M18SHS = 32 5 33 34 6 3536 37 7 17 16 40 15 14 41 42 13 4344 45 12 46 47 11 48 10 3x8 = 1x4 II 3x4 = 3x8 M18SHS = 3x4 = 6x8 M18SHS = 4x4 = 1x4 11 3x8 11 3X10 = 3x8 II 3x12 = 10- 4-5-7 7-10-8 12-10-6 17-10-5 22-8-5 27-9-13 30-7-2 3&10-3 3 -9-1 3- Plate Offsets (X Y)- 11:0-0-2.1-8-4],[1:0-2-3 0-0-11,j3:0-6-0 0-2-01,j9:0-0-3 2-5-01,[9:0-3-10 0-0-01112:0-3-12.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 1.36 13-14 >307 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -1.78 13-14 >234 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 320 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=3140/0-8-0, 9=274711-2-10 Max Horz 1=-62(LC 29) Max Upliftl=-2324(LC 8), 9=-1971(LC 8) Max Grav1=3287(LC 2), 9=2896(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-4492/3217, 1-2=-9105/6557, 2-3=-10443/7608, 3-28=-13759/9938, 28-29=-1 375919938, 29-30=-1 375919938, 4-30=-1 3759/9938, 4-31 =-1 3759/9938, 31-32=-13759/9938,5-32=-1375919938,5-33=-14764/10589,33-34=-14769110593, 34-35=-14776/10596, 6-35=-14778/10596, 6-36=-13817/9869, 36-37=-13836/9874, 7-37=-13856/9880, 7-38=-12283/8708, 8-38=-12287/8699, 8-9=-1038217309, 9-39=-5659/3941 BOT CHORD 1-18=-295714146, 1-17=-6228/8729, 16-17=-6228/8729, 16-40=-7303110183, �It., N V 183, 15-40=-7303/1 42-43=-10433/104732113-43 —10433/14732413144 —9707/13747444-45=-9707/13747, orA -a� 12-45=-9707/13747, 12-46=-8509/12109, 46-47=-8509/12109, 11-47=-8509/12109, �"% , E IV 5+�.• ��' 11-48=-7097/10153, 10-48=-7097/10153, 9-10=-7097/10153 •,•;��G ,� N 68182 WEBS 2-17=-493l428, 2-16=-1311/1604, 3-16=-406/662, 3-14=-2684/3922, 4-14=-448/458, * •� * +. 5-14=-1105/805, 5-13=-104/413, 6-13=-84211151, 7-12=-1287/1736, 7-11=-285/312, 8-11 =-1 469/2033, 8-10=-496/390 NOTES- + •. T OF LU 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: 441 Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom connected as follows: 2x4 - 1 row at 0-9-0 oc. oo iO �;� P'\�• \ chords Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-7 2x4 - 1 row at 0-6-0 oc. `� StS • • • • •' G 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 • �` 411 \ N L �/ / A1 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. /1111{li``, 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 FL Cert. 6634 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. March 5,2015 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 0211612015 BEFORE USE. ■ Design valid for use only with M1n ek connectors. This design is based only upon parameters show, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888155 27909 A01G Roof Special Girder 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 NOTES- 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:08:19 2015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-VX9QEJSxnG6Z1A3vh1V09T8Cgfy_V30mbkyglLze000 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2324 lb uplift at joint 1 and 1971 lb uplift at joint 9. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 153 lb up at 7-10-8, 122 lb down and 153 lb up at 9-11-4, 115 Ib down and 153 lb up at 11-11-4, 115 Ib down and 153 lb up at 13-11-4, 115 lb down and 153 lb up at 15-11-4, 233 lb down and 294 lb up at 17-10-5, 173 lb down and 231 lb up at 19-6-9, 164 lb down and 219 lb up at 21-6-12, 115 lb down and 147 lb up at 22-8-5, 168 lb down and 201 lb up at 23-11-1, 150 lb down and 169 lb up at 26-1-14, 142 lb down and 160 lb up at 27-9-13, and 132 Ib down and 122 lb up at 29-9-8, and 86 lb down and 100 lb up at 32-7-7 on top chord, and 452 lb down and 475 lb up at 7-10-8, 198 lb down and 135 lb up at 7-11-4, 198 Ib down and 135 lb up at 9-11-4, 198 lb down and 135 lb up at 11-11-4, 198 Ib down and 135 lb up at 13-11-4, 198 lb down and 135 lb up at 15-11-4, 198 lb down and 135 lb up at 17-7-4. 180 lb down and 138 lb up at 17-10-5, 93 lb down and 50 lb up at 19-6-9, 91 lb down and 53 lb up at 21-6-12, 175 lb down and 126 lb up at 22-8-5, 74 lb down and 53 lb up at 23-11-1, 55 lb down and 51 lb up at 26-1-14, and 24 lb down and 15 lb up at 27-9-13, and 12 Ib down and 24 lb up at 29-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 7-9=-70, 18-23=-20 Concentrated Loads (lb) Vert: 3=-41(F) 5=-80(F) 15=-176(F) 16=-628(F=-176) 6=31(F) 12=-157(F) 7=-27(F) 11=-6(F) 28=-41(F) 30=-41(F) 31=-41(F) 32=-41(F) 33=132(F) 34=-120(F) 36=-90(F) 37=-58(F) 38=29(F) 39=43(F) 40=-176(F) 41=-176(F) 42=-176(F) 43=-343(F) 44=-74(F) 45=-74(F) 46=-63(F) 47=-49(F) 48=15(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi9Tek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888156 27909 A02 Roof Special Girder 1 1 Job Reference (optional) east wast i russ, ron Tierce, M. 04a40 1.03u s Jut i 1 zu14 run ex mausmes, mc. i nu mar uo 1u:uo:z1 zu1 o rage i ID:_GZenuN81gQ6norACYxLwvyCgrG-RvHAe?UBJIMHGUDHoSXsEuDToTdHz2j322RnMEze000 i 5-5-7 9-10:8 13-9-9 17-8-11 22-0-15 26-0-10 29-10-15 33-5-5 36-1-3 4-5-1 3-11-1 3-11-1 4-4-0 4-3-11 3.6-5 3-65 2-7-15 0.41112 1.33 112 3.00 12 5x8 = 1x4 11 5x5 = 5x5 = Sx5 = 3 29 430 5 6 31 7 Scale=1:65.3 2.12 12 2.69 12 0 N I$ 18 17 16 15 14 13 12 11 3x8 —_ 1x4 II 3x4 = 5x6 WB = 3x8 = 4x8 — 1x4 II 3x8 3x8 11 3x8 = 3x10 M18SHS = 3x8 11 -10- N!iii 4-5-1 3-11-1 3-11-1 4T4 4-3-11 3-6-5 3-6-5 -11- Plate Offsets (X Y1-- 0-0-1�3:0-5-4.0-2-8�9.0-2-4 1170-0-2 1-8-- -0 1-8-4�1:0-2-3 0-0-1�3:0-5-4.0-2-8�9.0-2-4 0-2-4�10.0-2-14.0-0-1�10:0-0-3 0-2-4�10:0-2-14.0-0-1�10:0-0-3 1-10-111-2-3 1-10-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.94 14-15 >462 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -1.56 14-15 >277 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 170 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,9-10: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1615/0-8-0, 10=1509/0-8-15 Max Horz 1=-71(LC 29) Max Upliftl=-980(LC 8), 10=-941(LC 8) Max Grav 1 =1 736(LC 38), 10=1651(LC 38) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1928/1090, 1-2=-4672/2658, 2-3=-4547/2623, 3-29=-5326/3076, 4-29=-5326/3076, 4-30=-5326/3076, 5-30=-5326/3076, 5-6=5715/3272, 6-31=-5742/3268, 7-31=-5756/3262, 7-8=-5788/3302, 8-9=-5817/3281, 9-1 0=-4112/2383 BOT CHORD 1-19=-997/1781, 1-18=-2486/4481, 17-18=-2486/4481,.16-17=-2390/4403, 15-16=-2390/4403, 14-15=-3087/5556, 13-14=-3134/5583, 12-13=3134/5583, 11-12=-2219/3902,1G-11=-2232/3920 WEBS 3-15=-602/1150, 4-15=-280/241, 5-15=-382/371, 7-14=-116/352, 9-12=-1041/1893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) The solid section of the plate is required to be placed over the splice line at joint(s) 16. 7) Plate(s) at joint(s) 3, 5, 7, 9, 2, 18, 17, 15, 4, 14, 6, 8, 12, 11, 13, 1, 1, 10 and 10 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 16 checked for a plus or minus 3 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 980 lb uplift at joint 1 and 941 lb uplift at c;onunueo on page z �.%%%�P•.cE•ivs 1 N 68182 Ile; to FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 117II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mire k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888156 27909 A02 Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:21 2015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-RvHAe?UBJtMHGUDHoSXsEuDToTdHz2j322RnMEze000 NOTES- 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 96 lb up at 33-5-4 on top chord, and 8 lb down and 69 lb up at 33-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 7-9=-70, 9-10=-70, 19-24=-20 Concentrated Loads (lb) Vert: 9=88(F) 11=37(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WV� q�� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888157 27909 A03 Roof Special - 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:22 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-v5rYsLVp4BU8udoUM925n6mfBtwhiW3DHiBKvgzeOUN i 6-5-7 11-10-8 17-7-1 21-5-9 2411-36 30.7-14 37-1-2 3-10 6-5-4 3.00 12 0.41 12 1.33112 Sx8 = 2.12112 4x6 = 4x6 = 5x5 3 25 4 5 26 6 2.69 12 Scale=1:67.5 13 12 11 10 9 3x8 = 1x4 11 6x8 = 3x8 = 5x8 M18SHS = 1x4 II 3x10 - 3x8 11 3x8 11 0 10- 6-5-7 11-10-8 17-7-1 21-5-9 2411-6 30.7-14 36-1-12 7-1- 0-16 5-6-15 5-5.1 5-8-9 3-10.8 3-5-13 5-8-8 5-5.14 0.11- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.94 TCDL 15.0 Lumber Increase 1.25 BC 0.95 BCLL 10.0 Rep Stress Incr YES WB 0.37 BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-3,3-4: 2x4 SP No.1, 6-7: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E 'Except' 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1666/0-8-0, 8=1673/0-8-15 Max Horz 1=-79(LC 9) Max Upliftl =-1 009(LC 12), 8=-1013(LC 12) Max Gravl=1790(LC 19), 8=1797(LC 19) DEFL. in (too) I/defl Ud PLATES GRIP Vert(LL) 0.8410-11 >527 240 MT20 244/190 Vert(TL)-1.4010-11 >318 180 M18SHS 244/190 Horz(TL) 0.27 8 n/a n/a Weight: 169 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 =-1 927/1270, 1-24=-4932/3203, 2-24=-4910/3219, 2-3=-4501/2976, 3-25=-5010/3356, 4-25=-5010/3356, 4-5=-5022/3364, 5-26=5346/3551, 6-26=-5366/3548, 6-7=-5425/3520, 7-27=-5334/3472,8-27=-5351/3457 BOT CHORD 1-14=-1240/1869, 1-13=-3016/4734, 12-13=-3016/4734, 11-12=-2691/4352, .10-11=-3183/5024, 9-10=-3276/5181, 8-9=-3264/5178 WEBS 2-12=-451/343, 3-12=-101/361, 3-11=-515/849, 7-10=-126/313, 5-10=-243/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-8, Interior(1) 3-8-8 to 37-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8, MWFRS for reactions shown; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 5, 12. 7) Plate(s) at joint(s) 3, 6, 7, 2, 13, 11. 10, 9, 1, 1, 8 and 8 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 4 and 5 checked for a plus or minus 4 degree rotation about its center. 9) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1009 lb uplift at joint 1 and 1013 lb uplift at joint 8. IJMAMI-Ag Wfjbreaks including heels" Member end fixity model was used in the analysis and design of this truss FL Cert. 6634 RAnrrh r;')r11F ® WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02716/2015 BEFORE USE. Design valid for use only with Wek connectors. This design is based only upon parametersshown, and is for an individual building component. ��• Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Ledyard Res T6668157 27909 A03 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Milrek Industries, Inc. Thu Mar 05 10:08:23 2015 Page 2 ID:_GzenuN61 gQ6norACYxLwvyCgrG-NIPw3hWRfVC?VnNgwsaKJJJgxGGwRzJMWMwuR6ze0UM NOTES- 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 0211612015 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Itll� lP'i k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6868158 27909 A04 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:24 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-rUzJH1W4boks7xysTa5ZsXr2ngdlALXVk?gRzYzeOUL i 7-57 13-10.8 17-5.7 i 20.1a3 i 23-6-2 i 27-1a7 32-4-14 38-1-0 7-5-7 6-5-1 3-6-15 3-4-12 2-7-15 4-4-5 4-6-6 5-8-3 0.41 [IL 1.33 112 3.00 12 4x6 — 4x6 = 4x6 = 5x5 3 27 4 5 28 6 2.12112 5x5 = 2.69112 Scale = 1:69.3 15 14 13 12 11 10 3x8 — 1x4 II 6x8 = 3x8 = 3x8 = 1x4 11 3x10 — 3x8 11 3x8 M18SHS = 3x8 11 010- 7-5-7 13.10-8 20-10-3 27-10.7 32-4-14 37-1-11 3 1- 0- 0- -a -6-6 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.79 13 >582 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -1.23 11-13 >372 180 M18SHS 2441190 BCLL 10.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 178 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 1-3,7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-8-1 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E `Except* ek recommends that Stabilizers and required cross bracing 12-14: 2x4 SP No.1 nstalled during truss erection, in accordance with Stabilizer Fbe WEBS 2x4 SP No.3 allation vide. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1711/0-8-0, 9=1717/0-8-15 Max Horz 1=-88(LC 9) Max Upliftl=-1036(LC 12), 9=-1040(LC 12) Max Gravl=1838(LC 19), 9=1845(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-2067/1339, 1-26=-5133/3278, 2-26=5110/3299, 2-3=-4387/2848, 3-27=-4248/2825, 4-27=-4248/2825, 4-5=-4671/3092, 5-28=-4701/3095, 6-28=-4711/3092, 6-7=-5364/3483, 7-8=-5403/3438, 8-29=-5388/3495, 9-29=6426/3484 BOT CHORD 1-16=-1252/1911, 1-15=-3085/4927, 14-15=-3085/4927, 13-14=-2733/4464, 12-13=-2930/4782,11-12=-2930/4782,10-11=-3292/5246,9-10=-3292/5246 WEBS 2-14=-773/582, 3-14=-342/715, 4-14=-476/343, 4-13=-205/352, 6-13=-264/261, 6-11=-345/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-11, Interior(1) 3-9-11 to 38-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 5, 14. 7) Plate(s) at joint(s) 3, 6, 2, 15, 13, 7, 11, 8, 10, 1, 1, 12, 9 and 9 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 4 and 5 checked for a plus or minus 4 degree rotation about its center. 9) Plate(s) at joint(s) 14 checked for a plus or minus 2 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1036 lb uplift at joint 1 and 1040 lb uplift at t;ontinuecvon page 4U i N'!VgF i N 68182 O• T OF •:�� a ,� S • .. , O • ; % FL Cert. 6634 March 5,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the R n�Te�. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV 1 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6868158 27909 A04 Roof Special 1 1 Job Reference (optional) ❑asr coast i toss, ron tierce, M. n4a40 r.osu s uai i i zui4 mi i eK maumries, mc. i nu mar uo iu:ue:z4.' rage z ID:_GZenuN8lgQ6norACYxLwvyCgrG-rUzJH1W4boks7xysTa5ZsXr2ngdlALXvk7gRzYzeOUL NOTES- 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,7I1.7473 rev. 02716/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown !' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 1VI� I�i k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6688159 27909 A05 Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 112014 MiTeK Industries, Inc. Thu Mar 05 10:08:26 2015 Page 1 ID:_GZenuN8lgQ6norACYxLwvyCgrG-nt43iiYK7Q_aMF6Fb?71xyxNzUGxeHEoCJ9Y2RzeOUJ 17-3-13 0. 5- - 3 6 9-3- 3 5-10-14 4-10-7 4-iD-7 0. 2-11-0 1-10-1 3-0-3 4-2-1 4-2-0 5-1-5 1-240 Scale = 1:72.7 0.41 112 1.33 [12- 3.00 12 2.12112 4x4 = 4X x = 4x6 = 46 = 12 3x4 � 4x6 2.69 44 5 30 6 7 8 19 18 17 16 15 14 13 3x8 = 3x4 = 3x8 M18SHS = 3x8 3x8 = 3x4 3x8 = 3x8 II 3x8 = Sx8 WB = 3x8 II 010- 8-5-3 15-7-13 20-2-13 25-1-1 33-5.2 37-7-15 3 0.10- 7-6-11 7-2-11 4-7-0 4-10-4 8-4-1 4-2-13 0-10- Plate Offsets (X.Y)— [1:0-0-2.1-8-41.t1:O-2-3.0-0-1j.(4:0-2-O.Edgel.r9:0.3-0.0-0-4),[12:0-2-4.0-0-1j.(12:0-0-2.1-8-7j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.73 16 >637 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.14 17-19 >407 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.26 12 n/a n/a BCDL 10:0 Code FBC2010rrP12007 (Matrix-M) Weight: 194 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except` 11-12,1-4:2x4 SP 2850F 1.8E BOT CHORD 2x4 SP 285OF 1.8E `Except` 15-18: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=171610-8-0, 12=1600/0-8-1 Max Horz1=94(LC 7) Max Upliftl=-1043(LC 8), 12=-991(LC 8) Max Gravl=1842(LC 31), 12=1706(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. F ekrecommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2054/1162, 1-2=-5096/2954, 2-3=-4990/2828, 3-4=4058/2371, 4-5=-4018/2392, 5-30=-3920/2363, 6-30=-3919/2364, 6-7=-4065/2462, 7-8=-4084/2463, 8-9=-4636/2758, 9-10=-4693/2727, 10-11=-4662/2739, 11-12=-4706/2705 BOT CHORD 1-20=-1083/1916, 1-19=-2759/4881, 18-19=-2571/4635, 17-18=-2571/4635, 16-17=-2085/3940, 15-16=-2242/4170, 14-15=-2242/4170, 13-14=-2755/4830, 12-13=-2535/4514 WEBS 3-19=-23/317, 3-17=-862/610, 5-17=-360/736, 6-16=-209/306, 8-14=-327/606, 10-13=-450/544, 6-17=-262/207, 8-16=-323/244, 10-14=-399/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) The solid section of the plate is required to be placed over the splice line at joint(s) 15. 7) Plate(s) at joint(s) 4, 5, 6, 7, 8, 9, 11, 1, 1, 18, 19, 2, 3, 17, 13, 10, 16, 14, 12 and 12 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 15 checked for a plus or minus 3 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Continued on page z I� N 68182 :�• T OF 41J o,� •• ..c `Q Q'`�� It FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Millek connectors. This design is based only upon parameters shown, and is for an Individual building component. Sol' of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Ledyard Res T6868159 27909 A05 Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:26 2015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-nt43iiYK70_aMF6Fb?71xyxNzUGxeHEoCJ9Y2RzeOUJ NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1043 lb uplift at joint land 991 lb uplift at joint 12. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 238 lb up at 33-5-2 on top chord, and 13 lb down and 69 lb up at 33-5-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 5-7=-70, 7-8=-70, 8-9=-70, 9-12=-70, 20-25=-20 Concentrated Loads (lb) Vert: 11 =1 18(F) 13=34(F) A WARNING - Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 02116/2015 BEFORE USE. ■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888160 27909 A06 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:27 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-G3eRv2Zyuj6R_PhR9ieGU9TamueENlgyRzu5atzeOUl 6.7-5 12-2-4 168-5 21-2-7 2 -3-1 26-10-1-1 32-4-1 38-9-11 67-5 5-6-15 4-61 4-61 -1-3 4-7-5 5-5-2 6-5-10 1.50 12 2.12112 2.69 12 4x4 = 3x4 = 46 = 3.0o 12 4x6 = 4 5 6 46 2.97 12 Scale = 1:69.1 0 Ih 16 15 14 13 12 11 10 3x8 — 1x4 II 5x6 WB _ 3x8 = 5x6 VV3 _ 3x8 = 1x4 II 3x8 — 3x8 II 3x8 = 3x8 11 010- 6-7-5 12-2-4 21-2-7 2610-15 32-4-1 37-11-3 3 9- 1 -6-5 - 8 5- 5- - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.73 13-15 >638 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.32 13-15 >352 180 BCLL 10.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E *Except* MiTek recommends that Stabilizers and required cross bracing 12-14: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation uide. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1746/0-8-0, 9=1746/0-8-1 Max Horz 1=-95(LC 10) Max Uplift1=-1058(LC 12), 9=-1058(LC 12) Max Grav1=1876(LC 19), 9=1876(LC 19) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2114/1322,1-27=-5219/3216,2-27=-5194/3233,2-3=-4806/2917,3-4=-4701/2925, 4-5=-3996/2509, 5-6=-4013/2538, 6-7=-4845/3066, 7-8=-4861/2982, 8-28=-5242/3251, 9-28=-5266/3234 BOT CHORD 1-17=-1235/1952, 1-16=-3032/5010, 15-16=-3032/5010, 14-15=-2552/4420, 13-14=-2552/4420, 12-13=-2250/4040, 11-12=-2250/4040, 10-11 =-3021/5059, 9-10=-3021/5059 WEBS 2-15=-456/424, 3-15=-64/271, 4-15=-107/368, 4-13=-703/502, 5-13=-587/1013, 6-13=-485/343, 6-11=-587/885, 7-11 =-292/289, 8-11 =-472/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-10-9, Interior(1) 3-10-9 to 38-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 14, 12. 5) Plate(s) at joint(s) 3, 6, 2, 16, 15, 4, 5, 13, 7, 11, 8, 10, 1, 1, 9 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 and 12 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1058 lb uplift at joint 1 and 1058 lb uplift at joint 9. dgh'§ 9i-600.W�breaks including heels" Member end fixity model was used in the analysis and design of this truss FL Cert. 6634 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the n �I���. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V9 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T68881s0 27909 A06 Roof Special 1 1 Job Reference (optional) east uoast 1 russ, ron Nlerce, rL. J4U46 /ASV s JUI l l ZU14 MI I eK Inausines, Ine. I nu Mar ub 1 u:ut1:11 Lu1b Page z ID:_GZenuNBlgQ6norACYxLwvyCgrG-G3eRv2Zyuj6R_PhR9ieGU9TamueENlgyRzu5atze0Ul NOTES- 11) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ®WARNING - Verily design paramefers and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on Individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iViiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888161 27909 A07 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:28 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-kFCp6OZafl EIcYGdiQ9VON01jHya6BN5fdef6KzeOUH i 4-10-9 8-6111 15-10-10 23-0-9 i 28-0-8 i 33-0-8 _ i 39-0-15 i 4-10-9 3-10-2 7-1-15 7-1-15 4-11-15 411-15 6-0-8 l:7.wricul 1.50 F12 3x4 =28 29 2.97112 5x5 = 3x4 ZZ 30 5 4x4 Scale = 1:67.1 Ih d 3x8 = 3x8 II 15 14 13 12 11 10 3x4 = 3x8 M18SHS = 3x4 = 3x8 = 3x8 M18SHS = 3x4 = 3x8 = 3x8 11 010- 8-8-11 15-10-10 23-0-9 30-6-8 38-2-7 3 0-15 0-10- 7-10-3 7-1-15 7-1-15 7-5-15 7-7-15 0-10- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.80 13 >586 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.24 12-13 >378 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr YES WE 0.57 Horz(TL) 0.29 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. 5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E `Except' WEBS 1 Row at midpt 4-12 11-14: 2x4 SP No.1 with 2x4 SP No.3 with 2 - 1 Od (0.131"x3") nails and cross brace spacing WEBS 2x4 SP No.3 of 20-0-0 oc. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size). 1=1759/0-8-0, 9=175910-8-1 Max Harz 1=-94(LC 10) Max Upliftl =-1 066(LC 12). 9=-1066(LC 12) Max Gravl=1889(LC 19), 9=1889(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-209D/1370, 1-26=-5086/3361, 2-26=-5055/3370, 2-3=-5260/3377, 3-27=-5381/3597, 4-27=-5357/3608,4-28=-4199/2874,28-29=-4175/2880,29-30=-4169/2882, 5-30=-4153/2888, 5-31=-4217/2927, 6-31=-4248/2908, 6-7=-4256/2908, 7-8=-5185/3401, 8-32=-5263/3566, 9-32=-5310/3554 BOT CHORD 1-16=-1282/1959, 1-15=-3125/4855, 14-15=-3109/5103, 13-14=-3109/5103, 12-13=-3346/5311,11-12=-3122/4805,10-11=-3122/4805,9-10=-3323/5091 WEBS 2-15=-68/360, 3-13=-275/320, 4-12=-1346/875, 5-12=-635/1199, 7-12=-849/695, 7-10=-52/358, 8-10=-216/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-10-14, Interior(1) 3-10-14 to 23-0-9, Exterior(2) 23-0-9 to 26-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1066 lb uplift at joint 1 and 1066 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ontinued on Daae 2 &I N N 68182 T F :•�� FL Cert. 6634 March 5,2015 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek m connectors. This design is based only upon parameters shown, and is for an individualbuilding component. ■.�Ypy Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVY fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888161 27909 A07 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:29 2015 Page 2 ID:_GZenuN81 gQ6norACYxLwvyCgrG-CSmCKkaCQLM9DiggG7gkZaZwThlprdcEuHNCemzeOUG NOTES- 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. rr. Ives, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888162 27909 A08 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-4-3 6-3-11 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:30 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-geKaX4bgBeU?rsPOgrCz5o53f5hVaOmO7x71BCzeOUF 6-3-11 6-3-11 1.50 12 3x4 = 5x5 4x4 = 27 6 6-114 ' 1-8-0 Scale = 1:58.7 16 15 14 13 12 11 10- — 3x8 =3x8 II 3x4 = 3x10 M18SHS = 3x4 = 3x8 M18SHS = 6x8 = 4x4 11 32-10-8 10-8 5-4-3 14-9-12 24-34 31-2-8 10-8 4-5-11 9-5-9 9-59 6-114 1-0-0 -0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.59 14-16 >674 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.14 14-16 >345 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 165 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP 285OF 1.8E *Except* 10-13: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=1460/0-8-0, 1=1521/0-8-0 Max Horz 1=124(LC 8) Max Uplift8=-788(LC 12), 1=-832(LC 12) Max Grav8=1586(LC 18), 1=1632(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1809/1056, 1-25=-4511/2512, 2-25=4495/2525, 2-3=-4419/2527, 3-26=-4870/2813, 4-26=-4845/2818, 4-5=-4828/2820, 5-27=-2812/1772, 6-27=-2788/1779, 6-28=-3533/2413, 28-29=-3539/2397, 7-29=-3574/2390, 7-8=-3785/2383 BOT CHORD 1-20=-1033/1681, 1-16=-2456/4328, 15-16=-3034/5125, 14-15=-3034/5125, 13-14=-2520/4195, 12-13=-2520/4195, 11-12=-426/709, 7-9=-37/309, 8-9=-2205/3527 WEBS 2-16=-86/412, 3-16=862/609, 3-14=-482/467, 5-14=-307/848, 5-12=-161511018. 6-12=-146/589, 9-12=-1194/2054, 6-9=-642/813 Structural wood sheathing directly applied or 2-4-1 oc purlins. Rigid ceiling directly applied or 3-11-6 cc bracing. Except: 10-0-0 oc bracing: 9-11 1 Row at midpt 5-12, 9-12 with 2x4 SP No.3 with 2 - 1 Od (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-7, Interior(1) 3-3-7 to 24-3-4, Exterior(2) 24-3-4 to 27-6-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 788 lb uplift at joint 8 and 832 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %���0`,,QU l N "V F E N SF•. i N 68182 • T OF : � " 0. EC�0. FL Cert. 6634 March 5,2015 Continued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711.7473 rev. 02f16/2015 BEFORE USE. ■■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iViiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888162 27909 A08 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Thu Mar 05 10:08:30 2015 Page 2 ID:_GZenuN81gQ6norACYxLwvyCgrG-geKaX4bgBeU?rsPOgrCz5o53f5hVaOm07x71BCzeOUF NOTES- 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11,7II-7473 rev. 0211612015 BEFORE USE. ■■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6886163 27909 A09G Roof Special Girder 1 1 Job Reference (optional) Cast uoast 1 russ, fort coerce, 1-L. 34u46 1.0SU S Jul I l ZV 14 MI I eK maaSmeS, Inc. I ❑u Mar uJ lu:u8:34 ZUl a rage l ID:_GZenuN81 gQ6norACYxLwvyCgrG-o1 SKymdSjGkj4AZPxFERBDAOIvKl2ulhaFcsF5zeOU D , 16-7-4 1--3-12 -4 240E812 25-5-4 12-2-10 5-75 I 395-11-220.12I48-10 30-� 311-1U-12 2-94 -02 3.00 12 6x8 = 4x4 = 2 5 0 1 �l d 1.50 12 4x4 = 3x4 = F 37 7 Sx5 = 2x4 II 3x4 = 8 38 9 4x10 M18SHS = 4x8 M18SHS = 12 39 14 28 27 2625 24 23 22 21 20 18 17 1x4 II 3x4 = 1x4 II 44 = 4x8 M18SHS = 3x4 = 6x10 — 5x8 = 1x4 II 6x10 — 4x4 = 1x4 II 1x4 II Scale = 1:74.6 32-10-10 1-1D-12 32-2-10 010-1 4-8-10 6-7-4 11-3-12 16V 20-8-12 25-5-0 30.3E 1-&10 39-1-2 0-10-1 2-9-14 1-10-10 4-8-8 1-0-2 4EE 4-B_a 4E-e 1 -435-7E 4-10-2 1-5-4-12 3-5-12 OE-0 Plate Offsets (X.Y)-- [1:0-8-2 Edgy. (6:0-2-O.Edgef 110:0-6-0.0-2-4j,j12:0-5-8 0-2-0j, fl3:0-1-8.0-1-81 I19:0-5-8.0-2-0], [23:0-2-10.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.70 26 >555 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.09 26 >357 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-6 oc purlins. 10-12: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-8-10 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 4-4-0 oc bracing: 15-16 1-25: 2x6 SP SS, 23-25: 2x4 SP No.1 WEBS 1 Row at midpt 9-19 WEBS 2x4 SP No.3 *Except* with 2x4 SP No.3 with 2 - IOd (0.131"xY) nails and cross brace spacing 7-22: 2x4 SP 285OF 1.8E, 10-20: 2x4 SP No.2, 11-15: 2x6 SP No.2 of 18-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=2450/0-8-0, 1=1317/0-8-0 Max Harz 1=113(LC 4) Max Upliftl5=-1482(LC 8), 1=-798(LC 8) Max Grav 1 5=2733(LC 38), 1=1475(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=1392/720, 1-2=-4070/2153, 2-3=-4081/2161, 3-4=-5838/3093, 4-36=-5528/2938, 5-36=-5513/2944, 5-6=-4525/2454, 6-37=4507/2454, 7-37=-4498/2459, 7-8=-3172/1806, 8-38=-1738/1049,9-38=-1713/1054,9-10=-1521/1742,10-11=-2632/4748, 11-39=-2632/4748, 12-39=-2632/4748, 12-13=-1189/2272 BOT CHORD 1-1=-661/1130, 1-28=-2186/4020, 27-28=-2186/4020, 26-27=-3103/5791, 25-26=-2893/5436, 24-25=-2915/5466, 23-24=-2390/4465, 21-22=-1699/3122, 16-19=-154011554, 15-16=-1540/1554, 14-15=-2181/1190, 13-14=-2172/1168 WEBS 4-26=-392/331, 5-24=-1 101 /663, 7-24=-218/581, 7-23=-1528/795, 22-23=1699/3122, 8-22=-326/778, 8-21 =-1 716/954, 9-21=-277/709, 10-19=-749/1632, 11-15=-303/215, 12-15=-2833/1723, 10-15=-3875/1974, 19-21=-931/1775, 9-19=-3022/1727, 3-27=-993/1917, 3-28=-906/515 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Ail 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. uominuea on page 2 FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A'qe�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'V1 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888163 27909 A09G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.53u s Jul 11 Zu14 mii eK industries, mc. l nu Mar u5 1u:uu:32 Zu15 Page 2 ID:_GZenuN81 gQ6norACYxLwvyCgrG-c1 SKymd5jGkj4AZPxFERBDAOIvK12ulhaFcsF5zeOUD NOTES- 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1482 lb uplift at joint 15 and 798 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 87 lb up at 35-2-5, and 92 lb down and 87 lb up at 35-2-5, and 90 lb down and 120 lb.up at 35-7-6 on top chord, and 469 lb down and 220 lb up at 39-1-2, 38 lb down and 129 lb up at 1-10-12, 77 lb down and 37 lb up at 35-2-5, 77 lb down and 37 lb up at 35-2-5, and 106 lb down and 74 lb up at 35-7-6, and 106 lb down and 74 lb up at 35-7-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-9=-70, 9-1O=70, 10-12=-70, 12-13=-70, 1-23=-20, 17-22=-20, 16-29=-20 Concentrated Loads (lb) Vert: 12=61(B) 14=1O(F=5, B=5) 29=-400(F) 35=71(B) 39=11(F=5, B=5) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11711.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iUiiT®k" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888164 27909 A10 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fad Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:08:33 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-4DOiA6djUZsaiKBbVzlgjQjaFlg5nNRgpvLQnXzeOUC -8- 6-3-7 12-0-6 17-9-5 23-6-3 31-3-5 -8- 5-7-7 5-&15 5-8-15 5-8.15 7-9-2 Scale = 1:53.3 1.50112 3.00 12 46 = 4x4 II 6.10 M18SHS = 3 27 3x6 m 1 3x4 = 15 14 13 12 11 10 9 2x4 I I 3x12 = 5x6 WB = 4x10 M18SHS = 3x4 = 13-11-5 21-7-4 31-3-5 7-7-14 7-7-14 9-8-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 1.19 9-11 >315 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -1.98 9-11 >189 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. Except: BOT CHORD 2x4 SP 285OF 1.8E 'Except* 8-0-0 oc bracing: 14-16 1-16,2-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-13 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing OTHERS 2x4 SP No.3 of 20-0-0 oc. SLIDER Left 2x4 SP No.2 2-6-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1438/0-8-0, 8=1419/1-4-0 Max Horz1=-123(LC 9) Max Upliftl=-755(LC 12), 8=-780(LC 12) Max Gravl=1573(LC 17), 8=1525(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-3057/1806, 1-2=-3143/1882, 2-26=-3568/2145, 3-26=-3568/2158, 3-27=-2377/1541, 4-27=-2400/1534, 4-28=-5104/2993, 5-28=-5105/2987, 5-29=-5108/2986, 6-29=-5126/2982,6-7=-7408/4114,7-30=-7888/4592,8-30=-7913/4581,8-31=-5056/2968 BOT CHORD 1-17=-1626/2969, 1-16=-1 600/2924,13-14=-277/429, 12-13=-2541/4383, 11-12=-2541/4383, 10-11=-3640/6330, 9-10=3640/6330, 8-9=-4491/7826 WEBS 13-16=-1110/2066, 3-13=-102/323, 4-13=2217/1346, 4-11=-448/1100, 6-11 =-1 393/945, 6-9=-426/1109, 7-9=636/582, 3-16=-676/1234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-1-9, Interior(1) 3-1-9 to 6-3-7, Exterior(2) 6-3-7 to 9-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 6) Plate(s) at joint(s) 1, 3, 5, 16, 2, 14, 13, 4, 11, 6, 9, 7, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. � ,,1111111111� Q0 I N VF i N 68182 r + O:. T OF w ,,���ss .•NA1-E 0" �/111111 FL Cert. 6634 March 5,2015 t;onlinuea on page 2 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,7II-7473 rev. 02/16/2015 BEFORE USE. ■■■ Design valid for use only with Wek connectors. This design is based only upon parametersshown, and 1s for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n q'�e �• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1V, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888164 27909 A10 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:34 2015 Page 2 ID:_GZenuN81 gQ6norACYxLwvyCgrG-YPZ5NReLFt_RKTjn3gGvGeGI?iOKWgh_2Z5zKzzeOUB NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 755 lb uplift at joint land 780 lb uplift at joint 8. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -C •NYC Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTe k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888165 27909 All Roof Special 1 1 Job Reference (optional) Last coast I russ, ran coerce, FL. 54946 /.DJU s uul l l ZU14 ml I eK Inausines, mC. I nu mar uo l u:uo:3D u10 rage l ID:_GZenuN81 gQ6norACYxLwvyCgrG-1 c7TanfzOB7lxdl—dOnBorowl6MdFG17GDgWsQzeOUA i 4-6-15 8-1-8 11-4-9 18-3-9 25-2-9 34-1-12 i 4-6-15 3-6-9 3-3-1 6-11-0 6-11-0 8-11-3 Scale = 1:56.1 1.50112 3.00 12 4x6 A _ 4 24 25 �� c I4 d 14 13 12 11 10 21 9 22 4x4 = 10x12 WB = 4x4 7xl0 M18SHS = lx4 II 10- 8-1-8 11-4-9 18-3-9 25-2-9 34-1-12 -10-8 7-3-0 3-'l 6-11-0 6-11-0 8-11-3 Plate Offsets (X.Y)— [6:0-4-0 Edoel. [8:1-3-10.0-0-61. 19:0-2-4.0-0-81, 112:0-1-12.0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES ' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 1.28 9-11 >321 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.95 9-11 >210 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 272 lb FT = 20% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 1-4: 2x4 SP No.2 BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3 OTHERS 2x8 SP SS *Except* 12-12: 2x6 SP No.2 LBR SCAB 8-10 2x8 SP SS both sides REACTIONS. (lb/size) 8=1490/1-4-0, 1=1583/0-3-0 Max Horz 1=-77(LC 9) Max Uplift8=-905(LC 9), 1=-959(LC 12) Max Grav8=1601(LC 17), 1=1701(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-13 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 16-0-0 oc. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-1634/1085, 1-23=-4701/3213, 2-23=-4676/3220, 2-3=-4595/3048, 3-4=-4411/2998, 4-24=-4263/2921,24-25=-4280/2915,5-25=-4309/2914,5-6=-7271/4746, 6-26=-7271/4737, 7-26=-7288/4735, 7-8=-8104/5142, 8-27=-4313/2811 BOT CHORD 1-1=-1364/2069, 1-14=-3023/4519, 13-14=-2844/4440, 12-13=-4580/7213, 11-12=-4580/7213, 10-11=-5007/8018, 10-21=-5007/8018, 9-21=-5007/8018, 8-9=-5013/8020, 8-22=-2732/4232 WEBS 3-13=-347/214, 4-13=-723/1299, 5-13=-3076/1960, 5-11=-228/681, 7-11=-862/659 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Attached 12-0-0 scab 8 to 10, both face(s) 2x8 SP SS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint 10, nail 3 row(s) at 7" o.c. for 2-0-0; starting at 6-5-13 from end at joint 10, nail 2 row(s) at 4" o.c. for 2-0-0; starting at 10-0-0 from end at joint 10, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-0, Interior(1) 3-5-0 to 11-4-9, Exterior(2) 11-4-9 to 14-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 7) Plate(s) at joint(s) 4, 6, 12, 14, 2, 3, 5, 11, 7, 9, 8 and 1 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 10 checked for a plus or minus 2 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. 0& 1 N'rVF ��i,� �0P•�G�E N g • �Fc'''. N 68182 9 T F .' 4v . i %�'.�c ,•,����`�, �1I N A' EEC ;. FL Cert. 6634 March 5,2015 Contlnue0 on page ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888165 27909 All Roof Special 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:35 2015 Page 2 ID:_GZenuNB1 gQ6norACYxLwvyCgrG-1 c7TanfzOB71xdl_dOn8orowl6MdFG17GDgWsQzeOUA NOTES- 10) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift at joint 8 and 959 lb uplift at joint 1. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTe'C• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888166 27909 Al2 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:36 2015 Page 1 ID_GZenuN81gQ6norACYxLwvyCgrG-Vohro7gbnUF9ZntAA51NL3L4NWk4_nGGVta4OszeOU9 5-7-9 10-2-12 16-4-8 22-2-15 30-8-3 5-7-9 4-7-2 6-1-12 5-10-7 8.5.4 3.00 F12 Scale = 1:51.2 4x6 1.50 L1G_ 3 23 24 z e = 12 11 10 3x6 = 3x8 I I 1x4 II 3x8 M18SHS = 3x8 = 4x4 = 4xl0 M18SHS = I$ -10- 10-2-12 16-4-8 22-2-15 30-8-3 -101 4-9-1 4-7-2 6-1-12 5-10-7 8-5-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.83 TCDL 15.0 Lumber Increase 1.25 BC 0.82 BCLL 10.0 Rep Stress Incr YES WB 0.58 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 'Except* 5-6: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 1.21 7-9 >305 240 MT20 244/190 Vert(TL) -1.87 7-9 >197 180 M18SHS 244/190 Horz(TL) 0.23 6 n/a n/a Weight: 127 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. WEBS 1 Row at midpt 4-11, 5-9 with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1367/1-4-0, 1=1395/0-3-0 Max Horz1=-72(LC 9) Max Uplift6=-873(LC 9), 1=-845(LC 12) Max Grav6=1468(LC 17), 1=1498(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=1569/1050, 1-21=-3916/2601, 2-21=-3903/2614, 2-22=-3654/2473, 3-22=3635/2487, 3-23=-3594/2469, 23-24=-3610/2463, 4-24=-3634/2462, 4-25=-5786/3806, 5-25=-5800/3798, 5-26=-7365/4685, 6-26=-7392/4673 BOT CHORD 1-16=-1013/1519, 1-12=-2455/3755, 11-12=-2455/3755, 10-11=-3657/5740, 9-10=-3657/5740, 8-9=-4580/7288, 7-8=-4580/7288, 6-7=4574/7307 WEBS 2-11=-407/251, 3-11=-485/980, 4-11=-2272/1459, 4-9=-198/525, 5-9=-1599/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-13, Interior(1) 3-0-13 to 10-2-12, Exterior(2) 10-2-12 to 13-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 5. 6) Plate(s) at joint(s) 3, 10, 2, 12, 11, 4, 9, 7, 6, 8, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 873 lb uplift at joint 6 and 845 lb uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 p.0 IN 0P'�GEN3,'CC����i N 68182 :,334-T F .'�ECG. FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02H6,2015 BEFORE USE. Design valid for use only with MuTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888166 27909 Al2 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.wu s dui ii zu14 mi i eK inausmes, inc. in u rviar uo' u:ua:ao zu io rage z ID:_GZenuNS1gQ6norACYxLwvyCgrG-Vohro7gbnUF9ZntAA5INL3L4NWk4_nGGVta40szeOU9 NOTES- 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888167 27909 A13 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MiTek Industries, Inc. Thu Mar 05 10:08:37 2015 Page 1 ID:_GZenuNS1gQ6norACYxLwvyCgrG-z_FD7TgEYoNOBxSMkpgcuGuDyw2ljHyQkXJdwlzeOU8 5-0-10 9-0-14 14-5-6 19-9-14 27-2-10 5- _10 4-0.4 5-4-8 5-4-8 7-4.12 Scale = 1:45.2 3.00 12 1.50 112 4x6 = 3x6 3 21 22 4v4 = I$ 3x6 = 3x8 11 lu 9 3x8 = 3x10M18SHS = 3x4 = -10-9-0-14 17-1-10 27-2-10 10.68 8-2-6 8-0-12 10-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.94 8-10 >348 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.43 8-10 >229 180 M18SHS 244/190 BCLL 10.0 Rep Stress Incr YES WE 0.42 Horz(TL) 0.17 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied or 1-11-10 cc purlins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 1 Row at micipt 4-10 7-9: 2x4 SP 285OF 1.8E with 2x4 SP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing WEBS 2x4 SP No.3 of 20-0-0 oc. WEDGE Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1209/1-4-0, 1=1241/0-3-0 Max Horz1=-68(LC 9) Max Uplift7=-826(LC 9), 1=-753(LC 12) Max Grav7=1299(LC 17). 1=1333(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-13701925, 1-19=-3362/2337, 2-19=-3350/2347, 2-20=-3211/2166, 3-20=-3194/2179, 3-21=-3173/2171, 21-22=-3177/2166, 4-22=-3198/2164, 4-5=-5697/3589, 5-23=-5706/3585, 6-23=-5732/3581, 6-24=-6399/4251, 24-25=-6402/4246, 7-25=-6423/4241 BOT CHORD 1-14=-868/1274, 1 -1 0=-2188/3214, 9-10=-3233/4888, 8-9=-3233/4888, 7-8=-4152/6352 WEBS 2-10=-310/264, 3-10=-401/848, 4-1 0=-1 83411307, 4-8=-427/927, 6-8=-820/975 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=27ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-14, Exterior(2) 9-0-14 to 12-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 5. 6) Plate(s) at joint(s) 3, 9, 10, 2, 4, 8, 6, 7, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 4 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 826 lb uplift at joint 7 and 753 lb uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used.in the analysis and design of this truss. ���uuursri `��•`` Qv IN V4�'�i,� �� 4P• • •E *: N 68182*� -53 T OF : �' • �.•�40 FL Cert. 6634 March 5,2015 Cononuea un page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,2II.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M�%k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888167 27909 A13 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Mi rek Industries, Inc. Thu Mar 05 10:08:37 2015 Page 2 ID:_GzenuN81gQ6norACYxLwvyCgrG-z_FD?TgEYoNOBxSMkpgcuGuDyw2ljHyQkXJdwlze0U8 NOTES- 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Ml1yek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888168 27909 A14 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:38 2015 Page 1 ID_GZenuN81gQ6norACYxLwvyCgrG-RApbDphsl6Vto5OYIWLr000VvJNySg7ZzB3BTkzeOU7 i 7-11-0 14-9-15 23-9-1 7-11-0 6-10-15 8-11-2 Scale = 1:39.2 3.00 F12 4x6 1.50 LV 2 18 3x6 = 3x8 II 4x6 = 3x10M18SHS = 1x4 II I$ ,0-10-81 7-11-0 14-9-15 22-8-9 123-9-1 , 0-10-8 7-0.8 6-10-15 7-10-10 Plate Offsets (X.Y)-- r1:0-3-3.0-0-11.rl:0-0-2.1-8-41 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.51 TCDL 15.0 Lumber Increase 1.25 BC 0.92 BCLL 10.0 Rep Stress Incr YES WB 0.68 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 `Except* 2-4: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.1 `Except* 4-6: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=1054/1-4-0, 4=1054/1-4-0, 1=1084/0-3-0 Max Horz 1=-67(LC 9) Max Uplift4=-792(LC 9), 1=-711(LC 8) Max Grav4=1133(LC 17), 4=1054(LC 1), 1=1164(LC 17) DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.75 5-10 >378 240 MT20 244/190 Vert(TL) -1.06 5-10 >269 180 M18SHS 244/190 Horz(TL) 0.13 4 n/a n/a Weight: 87 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-7 with 2x4 SP No.3 with 2 - 1 Od (0.131"x3") nails and cross brace spacing of 20-0-0 oc. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-1 162/794, 1-16=-2795/1909, 16-17=-2756/1918, 2-17=-2751/1931, 2-18=-2734/1916, 18-19=-2736/1909, 3-19=-2763/1905, 3-20=-5080/3350, 4-20=-5098/3337 BOT CHORD 1-11=-746/1082, 1-7=-1745/2666, 6-7=-3263/5040, 5-6=-3263/5040, 4-5=-3263/5040 WEBS 2-7=-282/641, 3-7=-2413/1888, 3-5=0/274 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint 4 and 711 lb uplift at joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,1/111111►///I .��`. i N 68182 : 3 T O F ✓L FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888169 27909 A15 Roof Special 1 1 Job Reference (optional) East Coast Tmss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:39 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-vNNzQ9iU3PdkQFblsDs4zhzYOjkCB37jBrok. BzeOU6 6-9-3 8-1-8 13-2-6 20-3-8 6-9-3 1-1 5.0-14 7-1-2 Scale = 1:33.3 5x5 = 3.00 12 18 19 1.50 12 I$ 3x4 = 3x8 II 4x4 = 5x8 WB = 1x4 II i 0-10-8 4-6-12 8-1-8 13-2-6 20-3-8 0-10-8 3-8-4 3-6-12 5-0-14 7-1-2 Plate Offsets (X.Y)-- 11:0-0-2.1-8-41,j1:0-4-7.0-0-11.I2:0-2-8.0-0-141.j4:0-3-12.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.61 5-7 >396 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.80 5-7 >303 180 BCLL 10.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matra-M) Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=895/1-4-0, 1=931/0-3-0 Max Horz1=-64(LC 9) Max Uplift4=-700(LC 9), 1=-642(LC 8) Max Grav4=962(LC 17), 1=1000(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or.less except when shown. TOP CHORD 1-1 =-925/652,1-16=-2275/1641, 16-17=-2253/1646, 2-17=-2242/1659, 2-18=-2576/1772, 18-19=-2579/1766, 19-20=-2581/1766, 3-20=-2605/1763, 3-21=-4297/3019, 4-21=-4309/3009 BOT CHORD 1-11 =-644/907,1-7=-1496/2173, 6-7=-2935/4263, 5-6=-2935/4263, 4-5=-2935/4263 WEBS 2-7=-312/656, 3-7=-1776/1606 NOTES- 1) Unbalanced roof live loads have been considered forth is design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-9-3, Exterior(2) 6-9-3 to 9-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 5) Plate(s) at joint(s) 4, 7, 2, 3, 5, 1 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 700 lb uplift at joint 4 and 642 lb uplift at joint 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 March 5,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/1'1`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888170 27909 Ale Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 5-7-5 3.00 12 2-6-3 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:08:40 2016 Pagge 1 ID:_GZenuN8lgQ6norACYxLwvyCgrG-NZxMeVj6cllb2OAxPxNJVvWog736wgCsQWHXdze0U5 3-4-2 5x5 = 3x4 = 1.50 12 3x6 = 5x5 = 5-4-5 Scale = 1:27.6 I$ 0-10-8 5-7-5 8-1-8 16-9-15 0-10-8 4-8-13 2-8.3 8-8-7 Plate Offsets (X Y)— j1:0-2-8.0-1-81.12:0-2-8.0-0-141.15:0-1-4.0-1-81 16:0-2-8.0-3-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.40 6-7 >503 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.51 6-7 >399 180 BCLL 10.0 Rep Stress Incr YES WE 0.26 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=789/0-3-0, 5=726/1-4-0 Max Horz 1=-63(LC 9) Max Upliftl =-571 (LC 8), 5=-598(LC 9) Max Gravl=847(LC 17), 5=781(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1672/1187, 15-16=-1647/1194, 2-16=-1621/1203, 2-3=-1597/1192, 3-17=-2955/2122, 17-18=-2968/2117, 4-18=-2976/2115, 4-19=-3327/2597, 5-19=-3337/2593 BOT CHORD 1-8=1056/1570, 1-7=-1069/1570, 6-7=-1745/2421, 5-6=-2527/3301 WEBS 2-7=281/471, 3-7=-949/874, 3-6=-329/615, 4-6=-441/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; ��F Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-7-5, Exterior(2) 5-7-5 to 8-7-5 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; ♦e� OP.• •.... , I� G ENS ' • �i� ;, Lumber DOL=1.60 DOL=1.60 ♦♦ , ,• ♦ •' Fes'•• plate grip 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the i N 6 81$ 2 • '� responsibility of the fabricator to increase plate sizes to account for these factors. * �• 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -� fit between the bottom chord and any other members, with BCDL = 10.Opsf. T O F ` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint 1 and 598 lb uplift at�' ��� joint 5. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i P ♦♦ �� \ �.•'`• �♦ ss. " ' • • 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 4*/ \ �` FL Cert. 6634 March 5,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 117II.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the IYI� 1pr li• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Ledyard Res T6888171 27909 A17 Roof Special 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:41 2015 Page 1 ID:_GZenuN81 gQ6norACYxLwvyCgrG-rlUkrrkkbl tSfYl7zeuY262?oXTOf6TDf9Hr43zeOU4 i 4-5.7 8-1-8 13-4-6 4-5-7 3-8-1 5-2-14 Scale = 1:22.0 3.00 14x42 1.50 12 ixv n 44 = I$ LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CS1. TC 0.53 BC 0.70 WB 0.32 (Matrix-M) DEFL. in Vert(LL) 0.24 Vert(TL) -0.30 Horz(TL) 0.03 floc) I/deft L/d 5 >657 240 .5-6 >527 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=635/0-3-0, 4=569/1-4-0 Max Horz1=-50(LC 9) Max Upliftl=-480(LC 8), 4=471(LC 9) Max Grav1=682(LC 17), 4=611(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 4=-1 230/1005, 14-15=-122211006, 2-15=-1189/1019, 2-16=-1197/1006, 3-16=-1208/999, 3-17=-2317/1809, 17-18=-2320/1804, 4-18=-2325/1802 BOT CHORD 1-7=-887/11 51,1-6=-903/1151, 5-6=1754/2305, 4-5=-1756/2299 WEBS 2-6=-125/286, 3-6=-1154/998 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ,,++11111I1111r Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-5-7, Exterior(2) 4-5-7 to 7-5-7 ♦♦♦� aU N V le, F zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ♦ G E N ee 3) As requested, have not been designed to for tolerances or rough handling and erection conditions. It is the plates provide placement responsibility of the fabricator to increase plate sizes to account for these factors. N 68182 4) Plates checked for a plus or minus 0 degree rotation about its center. * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 1 and 471 lb uplift at =�} -(- F ' 1JJ joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. eio • • A` ee� �,•'� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ♦� ell FL Cert. 6634 March 5,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Design valid for use any with Wrek connectors. This design is based only upon parameters shown, and is for an individual building component. G7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ledyard Res T6888172 27909 A18G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Thu Mar 05 10:08:41 2015 Page 1 ID:_GZenuN81gQ6norACYxLwvyCgrG-rlUkrrkkbltSfYl7zeuY26200XUdfANOf9Hr43zeOU4 3-3-2 5-6-1 9-9-5 332 2-3-0 4-3-3 3.00 12 3x4 = 4x4 = 8-0-0 1.50 12 Scale = 1:18.3 I09 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CS1. TC 0.45 BC 0.60 WB 0.07 (Matrix-M) DEFL. in Vert(LL) 0.16 Vert(TL) -0.20 Horz(TL) 0.01 (loc) I/deft L/d 4-11 >741 240 4-11 >600 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=494/0-3-0, 3=408/1-4-0 Max Horz1=-36(LC 22) Max Upliftl=-368(LC 4), 3=-340(LC 4) Max Gravl=522(LC 2), 3=431(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-972/745, 2-12=-939/730, 12-13=-951/721, 3-13=-1139/903 BOT CHORD 1-5=-665/913, 1-4=-652/913, 4-14=-662/943, 14-15=-662/943, 3-15=-900/1138 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 1 and 340 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 107 lb up at 4-1-14, and 121 lb down and 74 lb up at 6-5-9 on top chord, and 45 lb down and 52 lb up at 3-3-2, and 23 lb down and 40 lb up at 4-1-14, and 14 lb down and 43 lb up at 6-5-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 L;ominuea on page z Qvi N Vo * : N 68182o • O :• T O F : 4tJ IA �11N 11111111 FL Cert. 6634 March 5,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 r Job Truss Truss Type Qty Ply Ledyard Res T6888172 27909 A18G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 5-9=-20 Concentrated Loads (Ib) Vert: 4=-43(F) 12=8(F) 13=39(F) 14=-17(F) 15=-8(F) 7.530 s Jul 112014 MiTek Industries, Inc. Thu Mar 05 10:08:41 2015 Page 2 I D:_GZenuN81 gQ6norACYxLwvyCgrG-rlUkrrkkbl tSfYl7zeuY26200XUdfANOf9Hr43zeOU4 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0271612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'�j 6" For 4 x 2 orientation, locate plates 0-'aa' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS cr-2 c2a o WEBS �3b 4 O��1 3 O � � U O O C7-8 C6-7 C5-6 �. BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 © 2012 MiTekOO All Rights Reserved MITek a MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. .W