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HomeMy WebLinkAboutTrussa' ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 28569 - MiTek USA, Inc Site Information: 6904 Parke East Blvd. . Customer Info: Shoreline RV Project Name: Corace Residence Model: Tampa, FL33610-4115 Lot/Block: Subdivision: Address: Lot1335 City: Nettles Island State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 37 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# I Truss Name I Date I No. I Seal# ITruss Name I Date 11 1 T7211159 -CJ1 7/1/015 118 1 T7211176 I --HJ6 7/1/015 12 1 T7211160 I -CJ3 17/1/015 119 1 T7211177 I -HJ7A 17/1/015 1 13 I T7211161 I -CJ3A 17/1/015 120 1 T7211178 I -HJ8 1711 /015 1 14 IT7211162 I-CJ5 17/1/015 121 1T7211179 IA01G 17/1/015 1 15 1T7211163 I-CJ5B 17/1/015 122 1T7211180 IA02 17/1/015 1 6 1 T7211164 I -CJ5C 7/1/015 123 1 T7211181 IA03 7/1/015 7 IT7211165 I_CJ6B 17/1/015 124 1T7211182 IA04 17/1/015 18 I T7211166 I -CJ7 17/1/015 125 1 T7211183 I A05 17/1/015 19 I T7211167 I -CRA 17/1/015 126 1 T7211184 I A06 17/1/015 110 I T7211168 I -EJ1 17/1/015 127 1 T7211185 I A07 17/1/015 111 I T7211169 I ~EJ2 17/1/015 128 1 T7211186 I A08 17/1 /015 1 112 I T7211170 I -EJ3 17/1/015 129 1 T7211187 I A09 17/1/015 1 113 IT7211171 I--EJ3A 17/1/015 130 1T7211188 1A10 17/1/015 1 114 I T7211172 I -EJ4 17/1/015 131 1 T7211189 1 A11 17/1/015 1 115 I T7211173 1-EJ4A 17/1/015 132 1 T7211190 I Al2 17/1/015 1 116 I T7211174 I -EJ8 17/1/015 133 1 T7211191 I A13 17111015 1 117 I T7211175 I -HJ3 17/1/015 134 1 T7211192 I A14G 17/1/015 1 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: Albani, Thomas 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. Au 0 o :33STATE OF .' iJJ .00. FL Cert. 6634 July 1,2015 Alban, Thomas 1 of 2 RE: 28569 - Site Information: Customer Info: Shoreline RV Project Name: Corace Residence Model: Lot/Block: Subdivision: Address: Lotl335 City: Nettles Island State: Florida INo. Seal# Truss Name Date 135 T7211193 B01 7/1/015 136 T7211194 B02G 7/1/015 137 IT7211195 I C01G 17/1/015 2 of 2 Job Truss Truss Type Qty Ply T7211159 28569 _CJ1 JACK -OPEN 4 1 �Jgb e 'o East Qoast Truss, Fort Pierce, FL. 3494b rcun: r.oeu s e,pr ou Aviv nee. ,.vev a npi av Aviv ,r" — M ,..,",o•, .... ........... ... _... _ . _,_ . ID:gsthPCZiRE2kO5_gBhn9sbzTSKv-hQHMGGJsO5M90XIQ 2gZS9dOCH5chXBRtovJIOzOPuz 1-0.0 1-0-0 �I� 2x3 = 1-0-0 1-0-0 Scale = 1:7.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.08 BC 0.08 WB 0.00 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/defl Lid 6 n/r 120 6 n/r 120 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=56/Mechanical, 3=52/Mechanical Max Harz 2=36(LC 8) Max Uplift 2=-40(LC 8). 3=-61(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=139 BOT CHORD 1-3=-183 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 psi bottom chord live load nonconcurrent with any other live loads. ��� S A. 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�P. •, • A�e will fit between the bottom chord and any other members. �� N0 6) Refer to girder(s) for truss to truss connections. ,��� V� E��• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 2 and 61 lb uplift at 1i ---� Joint 3. 39380 : it �' ..--- � ,►1� 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ' •• TE ('Aw ` �,O• Is; 11&/ON ""filln l► FL Cert. 6634 July 1,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111147473 rev. 02116/2015 BEFORE USE. �A � Design valid for use only with MRek 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 ■■■��.YYY■■■ is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty 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-8? and SCSI 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 T7211160 28569 -CJ3 Jack -Open 2 1 Lb Reference 'o East Coast Truss, Fort Pierce, FL. 34946 stun: I.tizu s Apr 3u zuio enni: t.ozu s Apr au zwo mi i eK inausrnes, em, vveu vur u r 14,vv.v 1 <u l v Kayo ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-9cglUcKUnPUOehtdXlBo7N9XzhR60 5a6SfHgTzOPuy 1-6.8 3.0-0 1.6-8 1-5-8 Scale: 1"=1' 4x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=32/Mechanical, 5=277/0-8-0, 4=14/Mechanical Max Horz 5=108(LC 8) Max Uplift 3=-35(LC 8), 5=196(LC 8) Max Grav 3=52(LC 13), 5=277(LC 1), 4=28(LC 3) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=204, 2-3=-51 BOT CHORD 1-5=-288, 4-5=3 WEBS 2-5=-254 Structural wood sheathing directly applied or 3-0-0 oc purlins. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 196 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. O � ♦♦I ���•Z•• •�-\C' E N S�:••;5���♦ice 3938 ATE 00 . (V ♦�♦�1S O N A, FL Cert. 66341 July 1,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02116,2015 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 Inlormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211161I 28569 -CJ3A Jack -Open 2 1 lob Reference (optional) Eesl Goad 1 rues, Fort Hleroe, FL. 349415 nun: /.o/.0 s Apr 3u zu i a rnm: r.otu s Apr ou au iu mn en mu —ma, i ice. rvou ou, .., 1 ..eo , I D:gsthPCZiRE2k05_gBhn9sbzTSKv-doO7hyK6YictGrSp5Til Yaij?5na9RgkK60gNvzOPux 3-0-0 3-0-0 -� Scale: V=1' 1x4 II 5 0-10-8 0-10-8 3-0-0 2-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.19 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.Q Lumber DOL 1.33 BC 0.11 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=2/Mechanical, 5=321/0-8-0 Max Horz 3=-111(LC 13), 5=85(LC 1) Max Uplift 5=-221(LC 8) Max Grav 4=22(LC 3), 5=321(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=114, 2-3=-146 BOT CHORD 1-5=-154, 4-5=0 WEBS 2-5=-242 Structural wood sheathing directly applied or 3-0-0 oc purlins. 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 Installationguide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 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. ® 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 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/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. FL Cert. 6634 July 1,2015 MiTOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply nzlnsz 28569 -CJ5 Jack -Open 2 1 �Jqb ReferCeo ' East Coast Truss, Fort Pierce, FL. 34945 rcun: r.ozu s Apr au zwo rnm: r.ozu s Apr ou au i u mien �uwmo•, 1 �...ou vim, .., 1 ...�........ ,� �9 I D:gsthPCZiRE2k05_g8hn9sbzTSKv-57yVvILkJOkkt717fAEG4oFpIU5CutCtZm8NvLzOPuw 5-0-0 5-0-0 Scale = 1:17.8 1x4 II 0-10-8 5-0-0 0-10-8 4-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.22 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.11 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight: 17 lb FT = 0% LUMBER- BRACING- TQP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=0/Mechanical, 4=28/Mechanical, 5=516/0-8-0 Max Horz 3=-294(LC 13), 5=257(LC 1) Max Uplift 5=-316(LC 8) Max Grav 4=60(LC 3), 5=516(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=199, 2-3=-380 BQT CHORD 1-5=257, 4-5=0 WEBS 2-5=-458 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 6=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 It is the 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. the fabricator to Increase sizes to account for these factors. -- %% N A q I��, �e responsibility of plate ``� 0, • •.. .. 0� E N •• 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ♦♦ •.'�G s+ .� •• �, �'•'•�!ljV psf 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 : ,`� Fro 39380-� -�;-- will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum w F(r sheetrock be applied directly to the bottom chord. l"AT E : 4L Z. 0 0� 0-. 4 0 R 1 p �N ..• N �O A,E `��,� FL Cert. 6634 July 1,2015 h WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211 B/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 ■■■��ol is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiT®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 Q Plyty nz111sa 28569 -CJ5B Jack -Open 1 1 Lb Refere 'o test coast I russ, tort marce, t-L. 34134a mun: t.ozu s Apr JU zulo vnnu t.ozu s Apr ou Lulo will aR Inuubulub, Inc. "uw aw v I rr.w ry I v r yv I 1 D:gsthPCZIRE2kO5_g8hn9sbzTSKv-5?yVvILkJOkkt? 17fAEG4oFgQU6jutYtZmBNvLzOPuw Scale=1:16.7 tx4 II 0-10-8 0-10-8 4-10-13 4-0.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=135/Mechanical, 4=34/Mechanical, 5=363/0-8-0 Max Horz 5=178(LC 8) Max Uplift 3=-113(LC 8). 5=-192(LC 8) Max Grav 3=153(LC 13), 4=61(LC 3), 5=363(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=77, 2-3=46 BOT CHORD 1-5=91, 4-5=0 WEBS 2-5=-364 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1211; 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 111111 i 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ���,',IS A 1��/�/,� responsibility of the fabricator to increase plate sizes to account for these factors. �P• • •.. A`e �I� 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦♦ Q • C E N • • �j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦�`Z`.••�,� `S ••••..9!l� �i 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 ' _"" •• r-'it will fit between the bottom chord and any other members. 39380i 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 192 lb uplift at joint 5, _ r� 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and Y• gypsum - ATE sheetrock be applied directly to the bottom chord. 0 IXN ••4 • �� A� E�% FL Cert. 6634 July 1,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02y16/2015 BEFORE USE. Design valid for use only with M1ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Mal' 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/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 T7211164 28569 -CJ5C Jack -Open 1 1 lob Reference (notional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 3u Zu15 Mi I ex moustnes, Inc. vvea Jui ul 14:5o:u5 to w raga i ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-1N4FK N?qd?S71BOmbGk9DK6Ele5ModAO4dUzEzOPuu 6-3-15 6-3-15 Scale = 1:21.1 2X3 3x3 II 6-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Vert(LL) 0.19 5-6 >395 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.26 5-6 >283 180 BCLL 0.0 ' Rep Stress Incr YES W 3 0.05 Horz(TL) 0.08 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 24 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No,3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6=33710-8-13, 3=141/Mechanical, 4=196/Mechanical Max Horz 6=227(LC 8) Max Uplift 6=-90(LC 8), 3=-70(LC 8), 4=-142(LC 8) Max Grav 6=337(LC 1), 3=151(LC 13), 4=208(LC 13) FORCES. (lb) - First Load Case Only TOP CHORD 1-6=255, 1-2=61, 2-3=52 BOTCHORD 5-6=0,4-5=0 ,,,1y1111111it1111 WEBS 2-5=-156 %% • • NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=oft; Cat. `• 0 �>�`,•'�,�C' E N 5'•."9���i� '" •,'� II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 - N`O 3938Q. -; }•,�� plate grip 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. 'This truss has been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �•�- it z *0 1 AT E :• 5) a of will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ie 4\ , P .• �+ - j ••; 0 R �, tip\,�% 7) (by others) of truss to bearing plate capable of withstanding 90 Itouplift at Joint 6, 70 Ib uplift at joint 3 joint f�isS/0 �%�`�` 4ection andide lb uplift at 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and %" gypsum N A�- sheetrock be applied directly to the bottom chord. FL Cert. 6634 July 1,2015 Ot,WARMING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 020612015 BEFORE USE. Design valid for use onlywith MfTek 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 responslblllity, 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 Cdterla, DSB-89 and SCSI 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 Job Truss Truss Type Qty Ply T7211165 28569 -CJ6B Jack -Open 1 1 Ll� Reference(optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 302015 MITek Industries, Inc. Wed Jul ul 14=3:ub zulb Page 1 I D:gsthPCZIRE2kO5_g8hngsbzTSKv-WaeeXKNdbx7JkSmaKJnziQtJd4U5E9J FkM2WgzOPut 6-0-10 6-0-10 Scale = 1:20.4 7 1x4 II 0-10-8 5-2-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.Q Plate Grip DOL 1.33 TC 0.45 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.06 6-7 >968 180 BCLL 0.0 Rep Stress Incr YES WS 0.10 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-0/Mechanical, 5=118/Mechanical, 7=541/0-8-0 Max Horz 4=-231(LC 13), 7=196(LC 1) Max Uplift 5=-68(LC 8), 7=-292(LC 8) Max Grav 5=125(LC 13), 7=541(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-153, 2-3=-318, 3-4=-219 BOT CHORD 1-7=196, 6-7=0, 5-6=0 WEBS 2-7=-422, 3-6=-111 Structural wood sheathing directly applied. Rigid ceiling directly applied. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. il; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 5 and 292 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. ,``,p.S r, G E N 393 �r ATE <C/ •� i�14 9/0NAL� ���• FL Cert. 6634 July 1,2015 WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72111ss 28569 -CJ7 Jack -Open 2 1 Lb Refe c (optional) Last [:oast I NSs, hart Pierce, FL. 34946 0-10-8 Kun: /.a2U S Apr 3U 2u16 Print: /.a1U S Apr 3U 2u16 MI I eK Inousmes, inc. vveu JVI V 1 14;—uo tV Ia rdyd 1 I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-WaeeXKNdbx7JkSmaKJnziQtGYi2Q5EiJFkM2WgzOPut 7-0-0 7-0-0 7 1x4 1x4 II Scale=1:22.7 0-10-8 6-1 8 Plate Offsets (X Y) 11:0 0 4 0 0 O1 (7.0-2-8 0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) 0.07 6-7 >950 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -0.12 6-7 >596 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=0/Mechanical, 5=145/Mechanical, 7=618/0-8-0 Max Horz 4=-269(LC 13), 7=232(LC 1) Max Uplift 5=-91(LC 8), 7=316(LC 8) Max Grav 5=154(LC 13), 7=618(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-213, 2-3=-381, 3-4=-251 BOT CHORD 1-7=287, 6-7=0, 5-6=0 WEBS 2-7=-543, 3-6=-128 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 5 and 316 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/:" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/18/2015 BEFORE USE, Design valid for use any 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 responsiblllity 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 July 1,2015 MIT®k' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211167 28569 -CJ7A Jack -Open 1 1 Lb Reference o ' East Coast Truss, Fort Pierce, FL. 34945 Run: 7.tS1U s Apr 3U 2U10 PnnC tzzu s Apr 3U zwo MI I OK mausmes, Inc. vveu dui a 1 w;a¢ac <a 1 Q rayv 1 ID qsthPCZIRE2kO5_g8hn9sbzTSKv-SylOy?Pt7YN1_mvzSjpRnrybDV QZ75cj2r8aZzOPur 7-2-8 728 Scale = 1:23.3 ^ 7 1x4 1x4 II 0-10-8 6-4-0 Plate Offsets (X Y)i7:0 2 8 0 0 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) 0.08 6-7 >869 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.60 Vert(TL) -0.13 6-7 >542 180 BCLL 0.0 ' Rep Stress incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=-0/Mechanical, 5=151/Mechanical, 7=635/0-8-0 Max Horz 4=-277(LC 13), 7=239(LC 1) Max Uplift 5=-96(LC 8), 7=-321(LC 8) Max Grav 5=161(LC 13). 7=635(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=250, 2-3=-394, 3-4=-258 BOT CHORD 1-7=341, 6-7=0, 5-6=0 WEBS 2-7=-571, 3-6=-131 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 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 ,,,►►11111111111.4, 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. �� Ci E N S ' • '9 �o 3) Plates checked for a plus or minus 0 degree rotation about its center. ; ��: •N.,�'.•,.!li� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 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 �• �% 3938 ✓-- will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 5 and 321 Ito uplift at ;tom joint 7. AT E 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum 0 •,• '4U� sheetrock be applied directly to the bottom chord. i T A- O Q • \_ S�ONAL� "'1►11111►►►►, FL Cert. 6634 July 1,2015 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 021072015 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 Informatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211168 28569 -EJ1 Jack -Open 1 1 Lb Reference (op'o East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MITeK Inaustnes, Inc, vvea uul u1 14:aa:ua zulo rage i I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-w9Jm9LQVusVubwU9?RKgK3VxBvAQlbDlxibi6?zOPuq 1-3-14 1-3-14 Scale = 1:7.8 1x4 II 1-3-14 1-3-14 Plate Offsets (X Y)- 12:0-3-2 0-0-81 14.0-2-4 0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.10 Vert(TL) 0.00 3 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.08 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 5.Ib FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation quide. REACTIONS. (lb/size) 2=-292/Mechanical, 4=436/0-5-6 Max Horz 4=52(LC 8) Max Uplift 2=-292(LC 1), 4=-308(LC 8) Max Grav 2=174(LC 8), 4=436(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=102, 2-8=0 BOT CHORD 1-4=-115, 3-4=0 WEBS 2-4=382 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 It is the ,,,ti111111►1111 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. responsibility of the fabricator to increase sizes to account for these factors. ,��� p,S A. q -*�, p`('� plate 3) Plates checked for a plus or minus 0 degree rotation about its center. �, O •'•� G E f� S ' • ,ji 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 i -�" ' - •• �p will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. M6 39380 �- } * ; • �' r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2 and 308 lb uplift at joint 4. r'to • .- � Tjr 0 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. + j p,T E 9) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �'O ••� E00 FL Cert. 6634 July 1,2015 A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 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 responsiblllify 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 Qry Ply T7211169 28569 -EJ2 hack -Open 1 1 Lb Ree Cast coast I cuss, tort tierce, K.. 34114b Kun: r.bz0 S Apr 3u zuio Nnm: r.bzu s Apr 3U zulo mi I eK Inausmes, Inc. vveo dui ul 19:aC:ue to W ragu i ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-w9Jm9LQVusVubwU97RKgK3Vul vAxlc3lxibi67zOPuq 1.6-8 2-5-11 1-6-8 0-11 3 Scale = 1:10.7 4x6 = 0-10-8 16-8 2I-11 r N .. LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in floc) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) -0.00 5 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-10/Mechanical, 5=266/0-8-0, 4=9/Mechanical Max Horz 5=89(LC 8) Max Uplift 3=-21(LC 5), 5=201(LC 8) Max Grav 3=25(LC 6), 5=266(LC 1), 4=17(LC 3) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=206, 2-3=-49 BOT CHORD 1-5=291. 4-5=2 WEBS 2-5=-247 2M PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc puffins. 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=12ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3 and 201 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. WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. OVIO12015 BEFORE USE. Design valid for use only with MTek 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 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/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. FL Cert. 6634 July 1,2015 MITek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply l T7211170 28569 -EJ3 Jack -Open 1 1 lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 3u 2g15 Mil ex Inauslnes, Inc, woo Jul ul 14:owlu Lu15 rage l ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-OLt8NhR7fAdID33LZ8sysG13CJ W313HvAMKFfRzOPup 1 6-8 3-7-9 1 6-8 2-1-1 Scale = 1:13.6 5 4x6 = 0-10-8 1-8 3-7-9 0-10-e 0-8-0 2-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.07 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.02 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER- BRACING• TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3=67/Mechanical, 5=305/0-8-0, 4=20/Mechanical Max Horz 5=131(LC 8) Max Uplift 3=-64(LC 8), 5=201(LC 8) Max Grav 3=86(LC 13), 5=305(LC 1), 4=41(LC 3) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=192, 2-3=-61 BOT CHORD 1-5=270, 4-5=4 WEBS 2-5=-282 NOTES. 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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.•.... live loads. 0 •• 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcumentwith any other 5) • truss has been designed for live load 20.Opsf the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ri E N S '9 �i �,� �•'•'!j This a of on chord ;��`�.•• — will fit between the bottom chord and any other members. 0 3 9 3 8 0 •• 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 201 lb uplift at * �/ d joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.�� y ATE (T `- `: <U Z. .0 Q •,� �C/ 00 s �nlnlr'� FL Cert. 6634 July 1,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. OVIS12015 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 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 Qty Ply T7217171 28559 -EJ3A Jack -Open 1 1 Lb Reference o 'o cast Uoasl I fuss, ran rlerce, t-L. MtM nun: 1.aZV s Apr su Go rnm: IAVLa s Apr au cu w mien muustnes, nm. r raa. ID:gsthPCZiRE2k05_g8hn9sbzTSKv-sXRWa1 RmQTIcrDeY7sN8PUaFwjsrmW72PO4pBtzOPuo 2-10-2 r^ 2-10-2 Scale = 1:11.6 0-10-8 _ 2-10-2 0-10-6 1-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.17 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.10 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=-0/Mechanical, 5=30710-8-0 Max Horz 3=-95(LC 13), 5=70(LC 1) Max Uplift 5=-214(LC 8) Max Grav 4=19(LC 3), 5=307(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=107, 2-3=-126 BOT CHORD 1-5=141, 4-5=0 WEBS 2-5=229 Structural wood sheathing directly applied or 2-10-2 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 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. ® WARNING - Verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/10/2015 BEFORE USE. Design valid for use only wifh Mnek 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 responsibilllty 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. FL Cert. 6634 7:] July 1,2015 NiiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211172 28569 -EJ4 Jack -Open 1 1 Lb Reference (optional) East coast Truss, Port Pierce, FL. 3494b Kun: t.bzu s Apr 3u zulo rnm: fmzu s Apr au zu is m,, en muusums, mc. urea e,u a, ,-..w. ,< I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-Kj7voNSOBntSSNDkhZuNyh7NA7BuVyiCdgpMjKzOPun 1 6-8 4-7-11 1 6-8 3-1-3 Scale: 3/4"=1' 546 _ 0-10-8 0 10 B 0 8 0 4-7-11 3-1-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-S) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=113/Mechanical, 5=36O/0-8-0, 4=30/Mechanical Max Horz 5=168(LC 8) Max Uplift 3=-100(LC 8), 5=-217(LC 8) Max Grav 3=134(LC 13), 5=360(LC 1), 4=61(LC 3) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=137, 2-3=37 BOT CHORD 1-5=192, 4-5=6 WEBS 2-5=-350 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 217 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design p.mmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 0211r.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 responsiblllity, 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211173 28569 -EJ4A Jack -Open 1 1 lJob Reference (optional) test Boast I russ, ton tierce, 1L. :tns4e nun: r.ocu s r pr av a w "un. r.ocu s np, uu <v,a nu i on mw... ,.— .-. U- I D:gsthPCZiRE2kO5_g8hngsbzTSKv-Kj7voNSOBntSSNDkhZuNyh7Nx7AfVyhCdgpMjKzOPun 1-8 4-9-1 �— 1 6 8 3-2-9 Scale = 1:16.3 5 4x6 0-10-8 �0-10-8 1�-8 , 0- 4-9-1 3-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) -0.01 4-5 >999 , 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(TL) -0.02 4-5 >999 180 BCI,L 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-S) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=118/Mechanical, 5=367/0-8-0, 4=31/Mechanical Max Horz 5=172(LC 8) Max Uplift 3=-104(LC 8), 5=-219(LC 8) Max Grav 3=139(LC 13), 5=367(LC 1), 4=63(LC 3) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=129, 2-3=39 BOT CHORD 1-5=-180, 4-5=6 WEBS 2-5=-358 Structural wood sheathing directly applied Rigid ceiling directly applied. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 219 lb uplift at joint 5. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and Yd gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV16,2015 BEFORE USE. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an individual building component. 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 responsiblllity, 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. �turirrrr� A Abe �i 30 938� .00. i.0 A FL Cert. 6634 July 1,2015 MITek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211174 28569 -EJ8 Jack -Open 11 1 Job Reference (optional) East coast I N9S, Fart Marc% FL. 3494b ttun: /.bZll S Apr 3u Zulo vnni: f.ozu s Apr dV zuio ml l eK Inauemee, Inc. vvea dui u i La,:, dyo 1 I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-owZH?jTOy5?J4XowEHPcUvfP4 WO4ENyLsKZvFmzOPum 7-10-8 r 7-10-8 -� Scale = 1:25.0 3x6 II 0-10-8 7-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Vert(LL) 0.12 6-7 >666 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(TL) -0.19 6-7 >409 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-S) Weight: 30lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=0/Mechanical, 5=170/Mechanical, 7=690/0-8-0 Max Harz 4=-303(LC 13), 7=264(LC 1) Max Uplift 5=-114(LC 8), 7=-336(LC 8) Max Grav 5=182(LC 13), 7=690(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-385, 2-3=-437, 3-4=-279 BOT CHORD 1-7=534, 6-7=0, 5-6=0 .WEBS 2-7=-666, 3-6=-144 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 5 and 336 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 021162015 BEFORE USE. Design valid for use only with Mlrek connectors. This design Is based onty, 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. �% g A. N-"Q 39380-,--- - . AT c .�•�. � . v441 N A� FL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T7211175 28569 -HJ3 Diagonal Hip Girder 2 1 Lb Reference bast GOast I rUSs, I -On PlerCe, Fl.. 44a4b Hun: I.bzU s Apr 3u zwo vnnu f.bZU s Apr au zulb ml1 eK mausmes, mc. vwu am u 1 1 uo; " LO I u r•oeo . I D:gsthPCZt RE 2 kO5_g8hn9sbzTSKv-H 67fD3 Uej 07AihN6o_wr16C nlwulysxV5_ITo CZOPul 1 4-15 3-3-7 1-4-15 1-10-7 Scale=1:11.5 1x4 1-0-5P 1 0 5 3-3-7 2-3-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES. GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.10 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=57/Mechanical, 4=3/Mechanical, 5=294/0-9-4 Max Horz 5=103(LC 8) Max Uplift 3=-47(LC 8), 5=198(LC 8) Max Grav 3=68(LC 13), 4=22(LC 3), 5=294(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=107, 2-3=-42 SOT CHORD 1-5=122, 4-5=0 WEBS 2-5=-207 Structural wood sheathing directly applied or 3-3-7 oc purlins. 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 ouide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 198 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 02H0/2015 BEFORE USE. Design valid for use only with Mifek 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 responsibilllty 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,`�t,111111/!I/�I Q�. ....... -'\GENS4c�'q�� * fro 39380 _ •i. ATE 0,• � . O N A, FL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211176 28569 -HJ6 Diagonal Hip Girder 1 1 Lb Re e (optional) east coast Truss, ron Pierce, t-L. 3494ti Kun: t.ozu s Apr du zwo rrini: i.oau is Apr au zu w rve i nn umumnas, u,, vvou vu, v, in.v. ID:gsthPCZiRE2k05_g8hn9sbzTSKv-IIh1 QPUGUiF 1 KryJMiR4ZKkxfKD5hlneKe20KfZOPuk 2-0-11 6-9-11 2-0-11 4-9-0 4x4 Scale = 1:16.7 74x8 = 1-2-5 2-0-111 6-9-11 1-2-5 0-101 - 4-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.19 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20101rPI2007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 2uide. REACTIONS. (lb/size) 7=243/0-10-3, 5=143/Mechanical Max Horz 7=181(LC 8) Max Uplift 7=-209(LC 4), 5=-115(LC 8) Max Grav 7=244(LC 26),5=172(LC 25) FORCES. (lb) - First Load Case Only TOP CHORD 1-11=95, 2-11=38, 2-12=91, 3.12=129, 3-4=-9, 3-6=-103 BOT CHORD 1-7=-102, 7-13=45, 6-13=48, 5-6=25 WEBS 2-7=-147, 3-7=-147 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ate NS /� q I� psf • 20.Opsf the bottom In a 3-6-0 tall by 2-0-0 wide • ..... ...... 'E •'•. 4) This truss has been designed for a live load of on chord all areas where rectangle fit between the bottom chord and any other members. Iv �\ S•.qj�♦ i, will i��`�: 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 7 and 115 lb uplift at = * : • 3938, joint 5... 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 100 lb up at •• 1-3-15, 104 lb down and 100 lb up at 1-3-15, and 121 lb down and 96 lb up at 4-1-14, and 121 lb down and 96 lb up at 4-1-14 on top �' . Al E chord, and 5 lb down and 29 lb up at 4-1-14, and 5 lb down and 29 lb up at 4-1-14 on bottom chord. The design/selection of such �O •• connection device(s) is the responsibility of others. the the truss front or back (B). �•. �` OR ♦♦ 1 9) In the LOAD CASE(S) section, loads applied to face of are noted as (F) � ♦�S�ONA1-��� LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 1/1111►i Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 7-8=-20, 5-7=-20 Concentrated Loads (lb) FL Cert. 6634 Vert: 11=142(F=71, B=71) 12=191(F=96, B=96) 13=29(F=14, B=14) July 1,2015 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 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/IPII Quality Criteria, DSB-89 and SCSI 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 Oty Ply T7211177 26569 -HJ7A Diagonal Hip Girder 1 1 Lb Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Wed Jul 01 14:55:17 2u15 Page 1 ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-hhoor4W VOJVIZ85hT6UYelgDB8gb991xnyX70XzOPuI L 4-4-14 8-9-12 4-4-14 4-4-14 3x4 % 3 4 11 7 12 13 14 6 8 3x8 = 3x3 115 2x3 II Scale = 1:25.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 52 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS, (lb/size) 8=577IMechanical, 6=756/Mechanical Max Horz 8=341(LC 5) Max Uplift 8=-303(LC 8), 6=-476(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-8=559, 1-9=-647, 2-9=-580, 2-10=-647, 3-10=-603, 34=7, 3-6=553 BOT CHORD 8-11=38, 7-11=38, 7-12=34, 12-13=34, 13-14=34, 6-14=34, 5-6=0 WEBS 1-7=593, 2-7=-414, 3-7=760 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=1211t; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 8 and 476 lb uplift at joint 6. 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) 164 lb down and 150 lb up at 2-10-12, and 222 lb down and 134 lb up at 5-9-1 on top chord, and 30 lb down and 13 lb up at 2-10-12, 95 lb down and 91 lb up at 5-2-7, and 155 lb down and 182 lb up at 5-9-1, and 128 lb down and 119 lb up at 7-6-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-8=-20 ,%%tittltlll//ill l Pg A. q '�. N- 93 380 . ATE i i ♦���l,S jo INA %N%' FL Cert. 6634::] July 1,2015 COf f, FAMtRP9@eafy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02(1612015 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/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 T7211177 28569 -HJ7A Diagonal Hip Girder 1 1 Lb Reference (optional) test coast I russ, hon merce, FL. 34e4a LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:9=-31(B) 10=38(F) 11=-11(B) 12=-95(B) 13=-155(F) 14=-128(B) nun.r.vcusmp�vu cv lu nun.r.vavanp,vvw,v,.,,,v,.,II..,..,,,,,,,, ,,,,,, ID:gsthPCZiRE2k05_gBhn9sbzTSKv-hhoor4W WOJVIZ85hT6UYefgDB8gb991xnyX7OXzOPui WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02N612015 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 responsiblllity 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/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 Qty Ply T7211178 28569 -HJB DIAGONAL HIP GIRDER 1 1 �Job Re c East Coast Truss, Fort Pierce, FL. 34946 Run: 7.62D 5 Apr 3u Zu10 ennt: f.ozu s Apr su zuta mi i UK mausmes, inc. vveu uu! u r 14.56. w 40 r3 r•yo ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-9tMA2QX9nddcBlgu1q?nByM07XBuubl4ObGgx zOPuh 1-8-2 5-9-0 11-0-14 1-B-2 4-0-14 5-3-14 3x4 % Scale =125.2 4 5 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Vert(LL) 0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) -0.09 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 571b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BQT CHORD 2x4 SP No.2 WEBS 2x4 SP No BOT CHORD REACTIONS. (lb/size) 7=720/Mechanical, 9=540/0-11-5 Max Horz 9=292(LC 8) Max Uplift 7=-487(LC 8), 9=-297(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-13=66, 2-13=6, 2-3=-732, 3-4=-730, 4-5=-9, 4-7=-465 BOT CHORD 1-9=-68, 9-14=15, 8-14=15, 8-15=52, 15-16=52, 7-16=52, 6-7=0 WEBS 3-8=-433, 4-8=714, 2-9=-546, 2-8=631 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MTek 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 7 and 297 lb uplift at joint 9. 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) 104 lb down and 100 lb up at 1-3-13, and 104 lb down and 100 lb up at 1-3-15 on top chord, and 11 lb down and 34 lb up at 4-1-14, 11 lb down and 34 lb up at 4-1-14, 24 lb down and 20 lb up at 6-11-13, 24 lb down and 20 lb up at 6-11-13, and 116 lb down and 119 lb up at 9-9-12, and 116 lb down and 119 lb up at 9-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=90, 4-5=-90, 6-10=20 Concentrated Loads (lb) Vert: 13=142(F=71, B=71) 14=49(F=25, B=25) 15=1(F=O, B=0) 16=-233(F=-116, B=-116) 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 MRek 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/TPI1 Quality Crlterla, DSB-89 and BCSI Building Component Safety Information available from Trios Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I11111111.p ♦� N 3938 I Z O; FATE 411 Z. NON FL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211179 28569 A01G - ROOF SPECIAL GIRDER 1 2 Job Reference (notional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 5 Apr 30 2015 Print: 7.620 5 Apr 3u 2u1 o MI I eK Inauslnes, inc. vvea dw u1 iq:aoao 2015 regn i ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-Wr9358bHb9GvH3ZrgNayuO4CyYIEZnap9t_RCBZOPuc i1 2 Bi III 8 7-10-8 17-3.10 18-8-11 i 24-1-13 i 29-6.15 33-5-9 i 37.4.4 88.8-ii 1-2-8 3-4-0 W. 5-5.2 5.5-2 5.s-2 5.5.2 3-10.11 3.10.11 i-3-13' Scale = 1:67.3 5x5 = 6.00 12 3x4 = 3x4 = 3x6 3x4 = 5x5 = 5.20 12 97 9 98 R 7 8 29 9 3u 31 3L 16 11 J0 04 Ja to 0o io J, w .sue 3x6 = 3x8 = 5x6 WB = 3x4 = 5x6 WB = 3x8 = 3x6 = 5x5 — 3x4 = 5x10 1-2-8 38-8-1 -10- 7-10-B 15-1-5 22-0-2 29E•15 37-0-0 37 114 -10- 6-8-0 7-2.13 7-4 7-2-13 - 7.95 0 0 0-11-3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010ITP12007 CSI. TC 0.55 BC 0.90 WB 0.66 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) 0.49 16-17 -882 240 Vert(TL) -0.74 16-17 >586 180 Horz(TL) 0.21 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 407 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=3675/0-8-0, 13=3631/0-9-4 Max Horz 20=-208(LC 23) Max Uplift 20=-2199(LC 8), 13=-2081(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-637, 2-3=-294, 3-4=-5988, 4-27=-5398, 5-27=5398, 5-28=-7975, 6-28=-7975, 6-7=-8169, 7-8=8169, 8-29=-6026, 9-29=-6026, 9-10=-6532, 10-11=-546, 11-12=-553 BOT CHORD 1-20=886, 19-20=4672, 19-30=7490, 30-31=7490, 31-32=7490, 18-32=7490, 17-18=7490, 17-33=8288, 33-34=8288, 34-35=8288, 16-35=8288, 16-36=7794, 15-36=7794,15-37=7794, 37-38=7794, 14-38=7794,14-39=5380,13-39=5380, 12-13=706 WEBS 2-20=-598, 3-20=-5503, 3-19=761, 4-19=2257, 5-19=-2624, 5-17=1175, 6-17=-467, 6-16=-178,8-16=907,8-14=-2218,9-14=2156,10-14=647,10-13=-5785,11-13=-587 11 NES-, OTpiy truss to be connected together with 10d (0.131"x3") nails as follows: A.1 A,''��j ♦�,`,,P,.S ..... .I� Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. * `�o, .•� G , E N S •,.'� �♦ '�,� Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. o���: F•,. �• Webs connected as follows: 2x4 - 1 row at 0-9-0 oc."" 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to : ;• )k (-j $93$ •�i ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .`�. * : 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp Q; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �" 5) Provide adequate drainage to prevent water ponding. 0 0 •� ATE •� 6) Plate(s) at joints) 1, 4, 7, 9, 12, 18, 2, 20, 3, 19, 5, 17, 6, 16, 8, 14, 10 and 13 checked for a plus or minus 0 degree rotation about its ♦♦ 0 A. •• center. iP�S ••' R Q �.w'`�• 7) Plate(s) at joint(s) 15 checked for a plus or minus 3 degree rotation about its center. ` �,` J�-1%�� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N A; ���� 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2199 lb uplift at joint 20 and 2081 lb uplift at joint 13. FL Cert. �. 6634 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 1,2015 a- COrI , VAAM*PMRfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,0I.7473 rev. 62H612015 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 �' i 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 T7211179 28569 A01G ROOF SPECIAL GIRDER 1 n LLb Refee ce (optional) test coast 1 russ, tort Pierce, FL. sa946 Kun: 1.0Lu a Apr Su Lu10 Pnnt: 1.04U s Apr 4v LU Io wii I tlR Irlausultl3, un:. —M jw V , ,-r.—& 4 4 ruye c ID:gsthPCZiRE2k05_g8hn9sbzTSKv-Wr9358bHb9GvH3ZrgNayuO4CyYIEZnap9t_RcBzOPuc NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 691 lb down and 515 lb up at 7-10-8, 150 lb down and 134 lb up at 8-11-4. 150 lb down and 134 lb up at 10-11-4, 150 lb down and 134 lb up at 12-11-4, 150 lb down and 134 lb up at 14-11-4. 150 lb down and 134 lb up at 16-9-15, 150 lb down and 134 lb up at 18-9-15, 150 lb down and 134 lb up at 20-9-15, 150 lb down and 134 lb up at 22-9-15, 150 lb down and 134 lb up at 24-9-15, 150 lb down and 134 lb up at 26-9-15, and 150 lb down and 134 lb up at 28-9-15, and 716 lb down and 516 lb up at 29-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-9=-90, 9-12=-90, 21-24=-20 Concentrated Loads (lb) Vert: 19=-691(F) 17=-150(F) 15=-150(F) 30=-150(F) 31=-150(F) 32=-150(F) 33=-150(F) 34=-150(F) 35=-150(F) 36=-150(F) 37=-150(F) 38=-150(F) 39=-716(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02 I612015 BEFORE USE. 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 responsibility of the '�e�• 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/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 T72111E0 28569 A02 ROOF SPECIAL 1 1 lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 - Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTeK Inoustnes, Inc, wed dui u1 19:o5:zo zulo rage i ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-wQrBk9dAu4eT8XHQ W8fWeiiWmnym4gGrrC5D WzOPuZ i�a 10.8 —15-�-1A 21.11-11 26-2-6 336-245 I1ll456.8 5041 5.a7-7-4 i 3x6 = 5x5 = 3x4 = 3x6 = 3x4 = 5x5 = 3x8 = 06 = 3x4 = 3x8 = 4x6 = 7x6 = Scale=1:65.9 3x6 = 1-2-8 37-7-4 -10- 9-10.8 18-0-7 262E 31.2.11 362-15 3 -7 9 -10- B-8-0 8-1-15 8-1-15 5-Oil 5.04 0 0 0-4-0 0-11-11 Plate Offsets (X Y) 14:0 2 8 0 2 41 18:0-2-8 0-2-71 It0:0-3-0 0-3-41 f19:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(LL) 0.28 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.59 15-16 >711 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 201 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-19, 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Insta latioguide, REACTIONS. (lb/size) 19=2059/0-8-0, 12=207810-9-4 Max Harz 19=-261(LC 6) Max Uplift 19=-990(LC 8), 12=-934(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-327, 2-3=-505, 3-4=-2919, 4-26=-2556, 26-27=-2556, 5-27=-2556, 5-6=-3322, 6-7=-3322, 7-28=-2790, 28-29=-2790, 8-29=-2790, 8-9=-3111, 9-10=-3298, 10-11=-245 BOT CHORD 1-19=363, 18-19=2555, 17-18=3273, 16-17=3273, 15-16=3266, 14-15=2939, 13-14=2939, 12-13=285,11-12=285 WEBS 2-19=-451, 3-19=-2616, 3-18=-28, 4-18=852, 5-18=-986, 5-16=103, 7-16=91, 7-15=-752, 8-15=828,9-15=-196,9-13=-284,10-13=2674,10-12=-1950 ,11111L1111111j/�� NOTES- 1) Unbalanced roof live loads have been considered for this design. :`% PS A• ,q (e I, Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=5ft; Cat. `�Q � • �...... E N •. ✓� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Exp Encl., GCpi=0.18; MWFRS left and right exposed Lumber DOL=1.60 grip DOL=1.60•�,� �� c S' F�.'•,�y! II; D; (directional); cantilever ; plate _ 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 4, 8, 11, 17, 2, 19, 3, 18, 5, 16, 7, 15, 9, 13, 10 and 14 checked for a plus or minus 0 degree rotation about its N 0 39380 = * center. 5) Plate(s) at joint(s) 6 checked for a plus or minus 5 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wideHT ;F(r E will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 990 lb uplift at joint 19 and 934 lb uplift at 12. .,� ,�` t� •. _�� 1j ': R �'• joint 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/" gypsum `` �� ��� �j s • • • '' �� �OI� sheetrock be applied directly to the bottom chord. "'f il A; ♦%% ill FL Cert. 6634 July 1,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612016 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 ■■■��•YYY■■■ NliTek' 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 • T7211181 28569 A03 ROOF SPECIAL 1 1 o (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Wed Jul 01 14:56:28 2015 Page 1 I D:gsthPCZIRE2kO5_g8hn9sbzTSKv-sozy9reQQiuBNrRpcwA7b3n 1 iZUXEOxYJ9hCHOzOPuX ,1-2-8 6-7-15, 11-10.8 18-0-7 22-8-13 31-1-15 35.1-1 1 36-5.6 i rt-2-8 T� 5-5-7 5-2.10 6-1-15 4.8.6 8-5-2 3.115 Scale = 1:61.6 5x8 = 2x4 II 5x5 = 5.20112 3x6 _ 5x5 = 3x4 = 3x6 — 318 = 8-7-10 3> = 5x5 = 3x6 — 4x6 = 1-2-8 36-5-6 0-10-a 6-7-15 11-10-8 18-0-7 22-8-13 i 26-e-1 31-1-15 35-1-1 10- 5-5-7 5-2- 00 6-1-15 4-8-6 3-11-0 4-5-14 3-11-2 n- n _ 0.11-11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 19.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010rTP12007 CSI. TC 0.68 BC 0.83 WB 0.78 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-7,7-10: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1 9=1 994/0-8-0. 11 =2015/0-9-4 Max Horz 19=-314(LC 6) Max Uplift 19=962(1-C 8), 11=-905(LC 8) DEFL. in (loc) I/dell Ud Vert(LL)-0.2414-15 >999 240 Vert(TL)-0.6014-15 >682 180 Horz(TL) 0.13 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 202 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-323, 2-3=-2964, 3-4=-2661, 4-5=-2661, 5-6=-2661, 6-7=-2874, 7-8=-3031, 8-9=-3150, 9-1 0=-209 BOT CHORD 1-19=387, 18-19=387, 17-18=2548, 16-17=2291, 15-16=2291, 15-26=2446, 26-27=2446, 14-27=2446, 13-14=2862, 12-13=2862, 11-12=8, 10-11=266 WEBS 2-19=-1894, 2-18=2176, 3-18=-174, 3-17=-311, 4-17=279, 4-15=516, 5-15=-480, 6-15=347, 8-14=-256, 8-12=-459, 9-12=2890, 9-11 =-1 746, 6-14=343 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=12ft; 6=45ft; L=24ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 962 lb uplift at joint 19 and 905 lb uplift at joint 11. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. %%tol11111 /►►4►', r+ PSA,A GE N S '•cif 0� Fvb 38 :: ATE : 11! . s 1C/ ONM-E�%\ I11111 FL Cert. 6634 July 1,2015 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka 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 T7211182 28569 A04 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 stun: t.uzu s Apr su zulo rant: f.ozu s Apr ou zu i u mink mu—ii ioa, i iv. r u Qu v, +......Za- I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-pB5fZXggyJ8vdBbBkLDbgUsKwNBMiwgrmTAJMHzOPuV 1 2 8 7 6 8 13 10.8 19.3-4 21-11-11 25.10.15 33-11-3 35-3-8 i 1-2-8 6-4-0 1.4.0 5.4.12 2.8-7 3-11.4 8.0-0 1.4.5 Scale=1:60.9 6.00 12 5x8 = 5x5 = 5.20 12 7x8 = 3x6 = 3x6 = 5x5 = 5x5 = 5x8 = 3x6 = 1-2-8 35-3-8 -10-8 7.6-8 13-10-8 18-0-7 1&3-4 25-10-15 33-11-3 3 3 3 •10-8 D-4-0 6-4-0 6-4-0 4-1-15 1.2-13 6-7-11 B-O-0 0 0 0-11-11 Plate Offsets (X Y) r2.0 2 12 0 2 O1 r4:0 3 0 Edoel f5:0 6 0 0 2 81 r6:0 2 8 0 2 71 r10:0-3-0 0-2-01 rl l:0-0-2 0-0-21 115:0-4-0 0-2-41 r16:0-1-12 0-3-01 LQADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) -0.21 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -0.50 14-15 >782 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 204 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 8=1 933/0-8-0, 12=1949/0-9-4 Max Horz 18=-367(LC 6) Max Uplift 18=-934(LC 8), 12=-876(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-412, 2-3=-2899, 3-4=-2390, 4-5=-2257, 5-6=-2090, 6-7=-2223, 7-8=-2970, 8-9=-3071, 9-10=-3135, 10-11=-693 BOT CHORD 1-18=497, 17-18=497, 16-17=2480, 15-16=2022, 15-25=2325, 25-26=2325, 14-26=2325, 13-14=835, 12-13=835, 11-12=835 WEBS 2-18=-1852, 2-17=1993, 3-17=-86, 3-16=-540, 5-16=373, 5-15=133, 9-14=-578, 10-14=1909,10-12=-1960,7-14=706,6-15=495,7-15=-573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=5ft; Cat.�P`••,.,,• `'I/IDIIi(/l,III `t� S If '��� gust) Lumber DOL=1.60 DOL=1.60 # E S; •.,, If; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; plate grip 3) Provide adequate drainage to water ,� •.• G N y 0 • �.� r, �.� prevent ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. live loads. _ , �14,A`rAA ® - - `°' •� Cti 0 3938 - '-- 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other �• " 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 r 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 934 lb uplift at joint 18 and 876 lb uplift at {� oint 12. r aT E 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum i O •, �� sheetrock be applied directly to the bottom chord. . &/0 N A\, �FL Cert. 6634 July 1,2015 L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101II.7473 W. 02(1612015 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 tUliTek' 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-8? 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 T7211183 28569 A05 ROQF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.52u S Apr 3u Yu15 YnnC r.ozu s Apr 3U zul0 ml I eK inaus[ne5, Inc. vied dui 01 w:w.oc <v,e F.U. , I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-IaCT_DixUwOdsSlarmF3lvylzBsdAoO8EnfQQAzOPuT 6-4.9 4-3.15 4.:.;B 0.9 3-11.4 5-4-13 5-4-13 1-4.5 9I 4x6 11 6.00 12 5.20 12 Scale = 1:60.6 10 I N 18 16 15 14 7-10-8 3x4 = 4x10 3x4 = 5x5 = 3.00 12 2x4 II 3x� 3x4 = 3x4 = 34-1-11 15.0-8 1 10. 18-0.7 25-10-15 32-9-6 3 2 D 5-8-9 -8- 8-7-15 -9-1 2-2.5 7-10-B 6-10-7 0 0 0.11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) -0.24 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.63 17-18 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 197 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 4-15: 2x4 SP No.3 6-0.0 oc bracing: 15-17 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 8-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=2259/0-8-0, 11 =1 515/0-9-4 Max Horz 18=-418(LC 6) Max Uplift 18=-1393(LC 8), 11=-628(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=853, 2-3=834, 3-4=-1609, 4-5=-1495, 5-6=1352, 6-7=1943, 7-8=-2120, 8-9=-550, 9-10=-357 BOT CHORD 1-18=916, 17-18=777, 15-17=-17, 4-17=905, 15-16=0, 14-15=-15, 13-14=1580, 12-13=1981,11-12=1981,10-11=415 WEBS 2-18=-487, 3-18=-2259, 3-17=703, 14-17=1877, 5-14=-757, 6-14=-690, 6-13=464, 8-13=-264, 8-11=-1789, 9-11=-547, 5-17=506 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.Dpsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1393 lb uplift at joint 18 and 628 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 July 1,2015 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 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 SCSI 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 ['y T7211184 Lb 28569 A06 ROOF SPECIAL 1 1 Ref East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Wed Jul 01 14:56:34 2015 rage 1 I D:gsth P CZiR E2k05_g8hn9sbzTSKv-hyKD Puj B7Ye L5mvyzB HXrK14r_Z4e kF Rh58V W2zOP uR i 6.4-12 10.103 12.7-0 15.3-11 17.11-F 22-8-1'+ 27-2-2 31-7-8 32-11-13 6-4-12 4.5-8 1-3-13 3.NI 2-7-10 4.9.8 - 4.5.6 4-5.6 1 Scale = 1:57.2 i 4x6 6.00 12 5.20 112 19 8-11-12 1 4 II 1x4 11 15 14 13 12 3x4 = 5 5 = ' 214 II 5x8 = 3x4 = 32-11-13 5-8-12 1 12-2-0 17-11-5 22-8-13 3-8-1 27.2.2 31-7-8 3 -0 2 5-8-12 -&0 5-9-5 4-9-8 3-5-5 4.5-6 0 0 0.11-11 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 TCDL 15.0 Lumber DOL 1.33 BC 0.69 BCDL 0.0 Rep Stress Incr YES WB 0.73 BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 8-14,20-21: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=2192/0-8-0, 12=1459/0-9-4 Max Horz 19=-404(LC 6) Max Uplift 19=1369(LC 8), 12=-594(LC 8) DEFL. in (loc) I/defl L/d Vert(LL) 0.18 15 >999 240 Vert(TL)-0.4116-17 >746 180 Horz(TL) 0.20 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 195 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 14-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation agide, FORCES. (lb) - First Load Case Only TOP CHORD 1-2=866, 2-3=-1186, 3-4=-1008, 4-5=-1141, 5-6=-2303, 6-7=-2231, 7-8=-2340, 8-9=-3208, 9-1 0=-2053, 10-11 =-296 BOT CHORD 1-19=998, 18-19=-784, 17-18=1203, 16-17=3060, 14-16=79, 8-16=106, 14-15=0, 13-14=86, 12-13=104,11-12=391 WEBS 2-19=-1873, 2-18=1759, 4-18=-433, 5-18=-468, 5-17=1858, 6-17=-442, 8-17=-955, 13-16=1866,9-16=1206,9-13=-1092,10-13=1713,10-12=-1387 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=12ft; 6=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1369 lb uplift at joint 19 and 594 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 July 1,2015 V �� MiTek 69D4 Parke East Blvd. Tampa, FL 33610 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02116/2015 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 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. Job Truss Truss Type Oty Ply T7211185 28569 A07 ROOF SPECIAL 1 1 e ce 'o East Coast Truss, Fort Pierce, FL. 34945 Kun: /.bZu s Apr au 2u1 o enni: r.azu s Apr au zuia mi i ex muusmes, inc, vveu our u 1 14.uo.o. cu ,� ray. , ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-dLSzgalRX9v3L32L4cJ7w16PboGF6dNk9PddzxzOPuP i 6-4-1411-10.15 14-9-4 17.4.1E 21-Q_11 26.2.6 30-5.10 i31.9-15i r 6.4.14 4.2.3 - 1 3-14 2-10.5 2-7-11 4.4.11 4-4.11 4-3.5 1.45 Scale = 1:55.2 04 6.00 12 5.20 3X4 _ 3x8 = 31-9-15 i 5$14 6r4-14 11.10-15 17-0-15 , 21.9-11 26-2-6 27-2-6 30-5-10 _ 30,104 5-B-14 5$1 5$1 4-4.11 4-0-11 1-0.0 3-3-4 0 1'0 ' 0.11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) -0.15 16 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.34 15-16 >853 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except" 9-13,20-21: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=2129/0-8-0, 12=1395/0-9-4 Max Horz 19=-390(LC 6) Max Uplift 19=-1347(LC 8), 12=-559(LC 8) PLATES GRIP MT20 244/190 Weight: 180 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 13-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide FORCES. (lb) - First Load Case Only TOP CHORD 1-2=874, 2-3=-1043, 3-4=-865, 4-5=-992, 5-6=2060, 6-7=-2009, 7-8=-2099, 8-9=-2854, 9-10=-2591, 10-11=-376 BOT CHORD 1-19=1020, 18-19=-788, 17-18=1069, 16-17=2600, 15-16=2557, 13-15=-3, 9-15=-434, 13-14=0, 12-13=35, 11-12=509 WEBS 2-19=-1812,2-18=1647, 4-18=-395,5-18=-481, 5-17=1663,6-17=-297,8-17=-735, 10-15=2275,10-12=-1253,8-16=67,9-16=38 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1347 lb uplift at joint 19 and 559 lb uplift at joint 12. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 ::] July 1,2015 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 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 Qty Ply T7211186 28569 A08 ROOF SPECIAL 1 1 ,Lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 Is Apr 30 2015 Print: 7.620 s Apr 30 2015 MITeK Inausines, Inc. MCI Jul u1 14:ob:s0 [u1 o rage 1 I D:gsthPCZiRE2k05_g6hn9sbzTSKv-akZkFGmh3m9maNCkC 1 MT?ABIIbvHaVQ 1 cj6kepzOPuN 2-1-1 5-7-4 10-7-8 13-23 , 15-1-12 , 21-2-4 27-2-12 28-11-4 , 2-1=1 3 6-3 5-0-4 2 6-11 1-11-9 6-0-8 6-0-8 1-8-8 3.00 12 5x5 5.20 11.2_ 4x4 5 3x4 Scale=1:51.3 o.uu 111 3x4 3x6 II 5x8 = 5x10 = 5x5 = 0.79 12 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL Q.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=1482/0-8-0, 11=1685/0-8-0 Max Horz 18=332(LC 6) Max Uplift 18=-667(LC 8), 11=-757(LC 8) CSI, DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.61 Vert(LL) 0.2812-14 >999 240 MT20 244/190 SC 0.80 Vert(TL) -0.5712-14 >568 180 WB 0.91 Horz(TL) 0.28 11 n/a n/a (Matrix-S) Weight: 164 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-1585, 2-3=-2197, 3-4=-2386, 4-5=-2138, 5-6=-3300, 6-7=-3223, 7-8=-3337, 8-9=-3807, 9-10=-287, 1-18=-1441 BOT CHORD 17-18=77, 16-17=1331, 15-16=1967, 14-15=2175, 13-14=3469, 12-13=3453, 11-12=34, 10-11=353 WEBS 2-17=-722, 2-16=652, 3-16=-566, 3-15=149, 4-15=138, 5-15=-153, 5-14=2053, 6-14=-449, 8-14=-420,8-12=-302,9-12=3374,9-11=-1639,1-17=1461 NQTES- 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=12ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.16; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667 lb uplift at joint 18 and 757 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/2" gypsum sheetrock be applied directly to the bottom chord. L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7479 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/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. ,s A' OGEN`S�•Qr.9i�'. 39380.E �4 e • d '... SAT E _"':• W e � i o 4 O N Al- !lnllil FFL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211187 28569 A09 Roof Special 1 1 lob Reference (gptional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Pnnt: 7.6zu s Apr w 2u15 MiTek ex industries, Inc. vved dul of i4;56A0 2015 rn9c 1 ID:gsthPCZiRE2k05_g8hn9sbzTSKv-W6hUgyoybNPUphMBJSOx4bH1tPcK2PxK31bdiz0PuL 12 •Q•12 - 5-8-9 6.6-11 6.2.2 6-2-2 1-8-8 Scale = 1:52.0 3.00 12 5x5 = 5.20112 ynd — 3.00112 8 3X4 = 2.60 12 5x5 = 0.79 12 27.4-12 11 0.12 710-3 1 -2-13 19E-2 25-e-4 26-5-`a 1-0.12 8-9-8 6-4-9 5.3E 6-2.2 b-9-0 b-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) 0.25 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 SC 0.70 Vert(TL) -0.48 9-10 >642 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.22 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 139 lb FT = 0% LUMBER= BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 6-9: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8=1600/0-8-13, 12=1397/Mechanical Max Horz 8=268(LC 7) Max Uplift 8=-718(LC 8). 12=-630(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-2336, 2-3=2552, 3-4=-2946, 4-5=3056, 5-6=3558, 6-7=-323, 1-12=-1344 BOT CHORD 11-12=477, 10-11=1934, 9-10=3234, 8-9=88, 7-8=390 WEBS 1-11=1497, 2-11=-370, 2-10=563, 3-10=1241, 5-10=-454, 5-9=272, 6-9=3091, 6-8=-1557 NOTES- 1) Unbalanced roof live toads 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=12ft; B=45ft; L=27ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 718 lb uplift at joint 8 and 630 lb uplift at joint 12. 9) This truss design requires that'a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%z" gypsum sheetrock be applied directly to the bottom chord. WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02H612015 6kFORE 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/71`I7 Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, A, 44 * . Nb 3938 ',• . ATE ICI '.•Z41 o A' FL Cert. 6634 July 1,2015 t MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qry Ply - T7211188 28569 A10 Roof Special 1 1 �Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 a Apr 30 2015 Print 7.620 s Apr 3U 2111b mi I eK maustnes, Inc. Wed uu1 u 1-14:56;42 2015 rage 1 ID:gsthPCZiRE2k05_g8hn9sbzTSKv-SVpF5epC77fC3 WVRsQP90MLmDJkWI_cXK4ynazOPuJ f 2 6 11 4 7 8 5 7 a �§ 10 1 12 a-1 1 18-1-0 23.5.0 1 25.1.8� 2-6-11 2-0.13 1-0.1 1-11.0 5-2-7 5.4.0 5.4-0 1.8.8 3.00 12 2x4 %4.24 12 6.Oo 12 5x5 1.57 12 46 3x8 0.? 13 6 4x4 = ^'? 4 3x4 = 2 1 22 0-A- N O g. 18 16 15 d 2= 17 5x5 x4 = 3x8 = 5x5 = 3.00 F12 0.79 12 2.12 112 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 TCDL 15.0 Lumber DOL 1.33 BC 0.64 BCLL 0.0 Rep Stress Incr YES WB 1.00 BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) 4x4 5,20 12 7 3x4 8 3x4 9 14 5x8 zz 13 7x6 2.60112 DEFL. in (loc) I/deft Ud Vert(LL) 0.2413-14 >999 240 Vert(TL)-0.4413-14 >634 180 Horz(TL) -0.20 18 n/a n/a PLATES MT20 Scale = 1:47.0 4xl0 10 � N N 11 � I$ a 3x4 = 12 5x6 = GRIP 244/190 Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-16: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1478/0-8-13, 18=1270/Mechanical Max Horz 12=-191(LC 8) Max Uplift 12=654(1_C 8), 18=-581(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-22=-1415, 2-22=-1397, 2-3=-1593, 3-4=-1695, 4-5=-566, 4-6=-2178, 6-7= 2599, 7-8=-2611, 8-9=-2708, 9-10=-3072, 10-11=-181, 1-18=-1237 BOT CHORD 17-18=48, 16-17=1724, 15-16=2245, 14-15=2296, 13-14=2790, 12-13=-74, 11-12=228 WEBS 2-17=-597, 6-15=-841, 6-14=259, 7-14=1215, 9-14=-323, 9-13=-292, 10-13=2789, 10-12=-1409, 1-17=1620, 3-17=-473, 3-5=933, 5-16=727, 6-16=-65 NOTES- 1) Unbalanced roof live loads have been considered for this design. Cat. �t%II l l l "fe 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 >>�-p S A, A�e ��0\�,P• • •.. •• 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. � �. `S q�, 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 o • - " ••, •�; Fd"o 39380 * will fit between the bottom chord and any other members. ; 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint 12 and 581 lb uplift at • €� joint 18. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ' ATE � - �'O •, .. • jU Al� sheetrock be applied directly to the bottom chord. the the top bottom chord. 40 .(� • � O R 1 Q Q �.• � ,ems 10) Graphical puffin representation does not depict the size or the orientation of purlin along and/or S�ON A� �� ON 11 FL Cert. 6634 July 1,2015 A 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 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 MiT®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/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 T7211189 28569 All Roof Special 1 1 Lb Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Wed Jul 01 14:56:44 2015 Page 1 ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-Otx7 WJrSfcvwllgtYHTtFRRrb00c_ENv_eZ2sTzOPuH 1-7-9 4.01-62 2 7.8.0 12.2.1 16.7-15 21-1.12 i 22.1a4 i 1.7-9 3.-12-10-10 4-&4.5.13 4-5-13 1-8.8 1.57 12 44 4.24 1l2 2.12 L]2 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010ITP12007 Scale = 1:41.8 3.00 12 4x4 3.00 12 2.60 112 9 5x5 22-10 4 '•8-0 12.1-11 1s-7-15 21-1-12 a1.10.1a i -0.10 4-5-11 4-6-4 4-5.13 0.0.0 0.71-8 4-8 0-1-81 114:0-4-14 0-0-121 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TC 0.36 Vert(LL) 0.1811-12 >999 240 MT20 244/190 BC 0.55 Vert(TL) -0.34 11-12 >748 180 WB 0.88 Horz(TL) -0.13 15 n/a n/a (Matrix-S) Weight: 121 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1355/0.8-13, 15=1143/Mechanical Max Horz 9=-272(LC 8) Max Uplift 9=-586(LC 8), 15=-537(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=-690, 2-3=-763, 3-4=-2677, 4-5=-2300, 5-6=-2452, 6-7=-2545, 7-8=-228, 1-15=-1115 BOT CHORD 14-15=16, 13-14=2328, 12-13=1999, 11-12=2603, 10-11=2308, 9-10=-212, 8-9=302 WEBS 2-14=86, 3-14=1728, 3-13=-888, 3-12=706, 4-12=-105, 4-11=-416, 5-11=1076, 6-11=-71, 7-9=-1254, 1-14=1187, 6-10=-344, 7-10=2451 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. `�� S 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 S� P`....... � I� 3) Provide adequate drainage to prevent water ponding. ��� 0 ` C E N 4) Plates checked for a plus or minus 0 degree rotation about Its center.%`S ••'� 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 % • W 39380 •• : ,`j, will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 Ito uplift at joint 9 and 537 lb uplift at ;tom joint 15. ,�► '" I HT E w 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /2" gypsum ; Q ••• (� sheetrock be applied directly to the bottom chord. iP kN • A- P \ ° R'Q C?? ,�� n FL Cert. 6634 July 1,2015 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 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 responsibllllty 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-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 T7211190 28569 Al2 ROOF SPECIAL 1 1 Lb Ree c East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Wed Jul 01 14:56:45 2015 Page 1 ID:gsthPCZiRE2kO5_g8hn9sbzTSKv-s4VNjfs4QwlnwSE467_6nf ttQivjiB3DIJcOVzOPuG 3-11-2 11-7-2 18-10-8 20-7-0 3-11-2 7-8-0 7-3-6 1-8-8 48 M18SHS 3.00 F12 2.12 12 1.50112 6 2.60 12 5x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.91 BC 0.74 WB 0.78 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 2-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-8: 2x4 SP No.2 REACTIONS. (lb/size) 6=122610-8-13, 9=1023/Mechanical Max Horz 6=-244(LC 8) Max Uplift 6=-531(LC 8), 9=-480(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-9=967, 1-2=-2534, 2-3=-2216, 3-4=-2387, 4-5=-451 BOT CHORD 8-9=61, 7-8=2377, 6-7=317, 5-6=548 WEBS 2-8=-1854, 2-7=-276, 3-7=733, 4-7=1780, 4-6=-1273, 1-8=2809 Scale = 1:36.0 DEFL, in (too) I/defl Ud PLATES GRIP Vert(LL) 0.19 7-8 >999 240 MT20 244/190 Vert(TL) -0.48 7-8 >468 180 M18SHS 244/190 Horz(TL) -0.06 9 n/a n/a Weight: 100 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. 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 forthis design, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 6 and 480 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. F7FL7 Cert. 6634 July 1,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 021f5/2015 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 ■i 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 T7211191 28569 A13 Roof Special 1 1 Lb Reference (optional) Last coast i russ, port tierce, f-L. sasaa Kun: r.ozu s npr au co w nun. r. s V, ou eu iu niu cn nw —m-, -.- . - I D:q sth PCZi RE2kO5_g Bh n9sbzTSKv-LG21w7sj B D9eYcp GgiVLKsX2tgd3S 6ACSy29wMzOPuF 3-0-14 11-0-2 16-7-4 , 18-3-12 3-0-14 7-11-4 r 5-7-2 Scale: 3/8"=1' 4x8 M18SHS 3.00 12 ax1U — 1.50 12 5x5 = 2.12 12 2.60 12 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.95 BC 0.81 WB 0.99 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 2-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1104/0-8-13, 9=895/Mechanical Max Horz 6=-163(LC 8) Max Uplift 6=-486(LC 8), 9=-413(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-9=-840, 1-2=-2520, 2-3=-1941, 3-4=-2052, 4-5=-136 BOT CHORD 8-9=67, 7-8=2378, 6-7=-35, 5-6=188 WEBS 2-8=-1795, 2-7=-548, 3-7=591, 4-7=1821, 4-6=-1059, 1-8=2756 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.18 7-8 >999 240 MT20 244/190 Vert(TL) -0.50 7-8 >394 180 M18SHS 244/190 Horz(TL) -0.04 9 n/a n/a Weight: 88 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 6 and 413 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/s' gypsum sheetrock be applied directly to the bottom chord. 3938Q0 • � "C :: '" ATE tiF`' :CCU . 'ter FL Cert. 6634 July 1,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02y1612015 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 responsiblllity 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 T7211192 28569 A14G ROOF SPECIAL GIRDER 1 1 Lb Reference (opti0 East Coast Truss, Fort Pierce, FL. 34946 Run: 7.520 s Apr 3u 2U1J Pnnt: I.ti2u s Apr au Zino mu OK mausmes, mc, vvea dw v i w:oo:ve 20i o rnyo 1 ID:gsthPCZiRE2k05_g8hn9sbzTSKv-lrkuZI vbTBXCP3YrLr22xV9gS 1 mPfaNe8wHpXhzOPuC 1-1 6 7-11.9 11-10-6 13.6-14 1-1 6 6-10-3 3-10-13 1-8-8 Scale = 1:23.0 4x4 3.uu I l2 5.20112 15 4x4 2 14 3x4 4 4x4 13 4 -9 7 5 17 4x8 = kn d 16 8 4x4 6 3x4 = 9 1.50 12 2.60 12 5x5 = 1-1 6 1 - 7-11-3 11-10-6 12-7-6 13-6-14 1 1 6 0 0 6-7-3 3-11-3 0-9.0 0-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 Vert(LL) 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(TL) -0.12 BCLL 0.0 Rep Stress ]nor NO WB 0.51 Horz(TL) 0.04 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=445/0-8-0, 6=847/0-8-13 Max Harz 9=94(LC 7) Max Uplift 9=-395(LC 8), 6=-478(LC 8) Max Grav 9=666(LC 39), 6=847(LC 1) FORCES. (lb) - First Load Case Only TOP CHORD 1-13=-1333, 13-14=-1333, 2-14=-1314, 2-15=-1072, 3-15=-1033, 3-4=-1165, 4-5=-52 BOT CHORD 9-16=-99, 8-16=-94, 8-17=1289, 7-17=1294, 6-7=-140, 5-6=61 WEBS 2-7=-281, 3-7=409, 4-7=1122, 4-6=-786, 1-9=-405, 2-8=-159, 1-8=1388 (loc) Vdefi Ud PLATES GRIP 7-8 >999 240 MT20 244/190 7-8 >999 180 6 n/a n/a Weight: 63 lb FT = 0% Structural wood sheathing directly applied or 4-3-13 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 9 and 478 lb uplift at joint 6. 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) 238 lb down and 396 lb up at 0-11-9, 96 lb down and 65 Ito up at 3-3-5, and 125 lb down and 101 lb up at 5-7-0, and 357 Ito down and 322 lb up at 7-11-9 on top chord, and 2 lb down and 29 Ito up at 3-3-5, and 13 lb down and 17 lb up at 5-7-0, and 166 lb down and 180 lb up at 7-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 7-9=-20, 6-7=-20, 6-10=-20 hl?AAIPIIRPgf7er31y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. OV1612015 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 responsiblllity 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. FL Cert. 6634 July 1,2015 WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T7211192 Lb 28559 A14G ROOF SPECIAL GIRDER 1 1 Reference (0 ' test Goast I rUss, tort Fierce, FL. 34s46 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=53(B)7=-121(B)13=169(B)14=44(B)15=37(B)16=14(B)17=3(B) Faun: /.6ZU s Apr 3u ZU1D vnm: /.tiZU s Apr 3u Zulo MI I eK InaUsinee. Inc. vvea JUI u I IYm—; tl a I o reyn 4 ID:gsthPCZiRE2k05_g8hn9sbzTSKv-lrkUZ1 vbTBXCP3YrLr22xV9gS 1 mPfaNe8wHpXhzOPuC O� 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 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 responsiblllity of the iViiT®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 SCSI 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 T7211193 20559 B01 RoofSpedal 1 1 Lb Reference(optional) tasr coast i mss, rort vierce, t-L. anagc nun: I.ozu s mpr au zulo rnnr: f.ozu s rpr au — io mi i en muusu os, , w. v U 0.1 V 1 1+.��. ID:gsthPCZiRE2k05_g8hn9sbzTSKv-D11GmNwDESf30D71 vYZH Uihm7R5DO3XoNaON37zOPuB 1 6-13 9-0-616-5-2 17-11-13 1 6-13 7-5-9 7.4-12 1 6-11 5x5 = 4x6 = 9-0-5 1 16-5-2 Scale = 1:31.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) -0.08 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(TL) -0.23 7-8 >762 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.07 8 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-S) Weight: 85 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=990/0-8-0, 6=988/0-8-1 Max Harz 6=229(LC 7) Max Uplift 8=-531(LC 8), 6=-441(LC 8) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=474, 2-3=-1561, 3-4=-1562, 4-5=-463 BOT CHORD 1-8=598, 7-8=411, 6-7=400, 5-6=586 WEBS 2-8=-1088, 2-7=890, 3-7=581, 4-7=901, 4-6=-1083 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 • • �l ' • • • • • •'' 49 will fit between the bottom chord and any other members. 531 lb at joint Band 441 Ib uplift at ♦� yy� �,� G E N `S'•-y2��� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift ♦��C`.•' • y ti joint6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum : ��''. • -0� o • wd 39380 --- • sheetrock be applied directly to the bottom chord. �J= � CC Z ATE FL Cert. 6634 July 1,2015 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 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 ��i��.YYY 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 T72ttt94 28569 B02G Roof Special Girder 1 n Lb L Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 Run: 7.62p s Apr w 2ulb Pnnl: /.ti2U s Apr Ju 2ulo mi I eK mousunes, mc, vveu Jul u i wao:ac co to roue 1 I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-9QQOB2xTm3wnGXHQOzcIZ7nAoFeust35quVTB7zOPUg 1 H 8.6-5 , 12-1-15 16-1-0 1.6-5 7-0-1 3-7-9 3-11-1 4x4 11 5x8 = Bxe LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.48 BC 0.91 WB 0.70 (Matrix-S) DEFL. Vert(LL) Vert(TL) Horz(TL) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP No.2 `Except` BOT CHORD 5-7: 2x8 SP SS WEBS 2x4 SP No.3 `Except` 3-7: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 5=4237/0-8-0, 1=3263/0-8-0 Max Horz 1=-205(LC 6) Max Uplift 5=-1906(LC 8), 1=-1467(LC 8) Max Grav 5=4343(LC 14), 1=3324(LC 13) FORCES. (lb) - First Load Case Only TOP CHORD 1-15=-58, 1-1=-4267, 1-2=-8181, 2-3=-8192, 3-4=-8199, 4-5=-9356 BOT CHORD 1-16=37, 1-12=3473, 1-8=7250, 8-17=7487, 7-17=7741, 7-18=8938, 18-19=8653, 6-19=8354, 6-20=8474, 5-20=8136 WEBS 2-7=106, 3-7=6640, 4-7=-982, 4-6=520, 2-8=-114 12-1-15 In (loc) I/defl Ud 0.19 7-8 >999 240 -0.34 7-8 >561 180 0.19 5 n/a n/a Scale=1:30.4 PLATES GRIP MT20 244/190 Weight: 196 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=12ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 5, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1906 lb uplift at joint 5 and 1467 lb uplift at joint 1. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ,��{i111111/1jI E'N S • e,9A��i ' 39380.�-n, r ATE :,- o R i o P �\�,� ON AC1III� %% FL Cert. 6634 July 1,2015 COn&?A flRRI W*Rfy 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 Miiek 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 M Job Truss Truss Type Qty Ply T7211194 28569 B02G Roof Special Girder 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.520 s Apr 30 2ul b Nnnl: i.bzu s Apf au aulo MI I OK Inoustnes, nlo, vvea dui u i wao:a< 20 i o rawa < I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-9QQ0B2xTm3wnGXHQOzcIZ7nAoFeust35quVT8?zOPu9 NOTES, 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 938 lb down and 402 lb up at 4-9-5, 1072 lb down and 460 Ito up at 7-0-12, 1198 lb down and 514 lb up at 9-4-4, and 1331 Ito down and 571 lb up at 11-7-12, and 1467 lb down and 630 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Rgof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-3=-90, 3-5=-90, 7-12=-20, 7-9=-20 Concentrated Loads (lb) Vert:8=-895(B) 17=-1023(B)18=1143(B)19=-1270(B) 20=-1400(B) k WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OVIS12015 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 iVii'Pek� 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 T7211195 28569 C010 Hip Girder 1 1 lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mil eK Inaustnes, Inc. vvea JW ul 14A5:54 2u1 o rage 1 ID:gsthPCZiRE2kO5_gBhngsbzTSKv-6pXnckzklhAWgQo8OeDeYscg2T4KvHNHC_aCuzOPu7 1-4-5 3-3-7 4-7-0 6-6-2 , _ 7-10-7 1j1-5 1-11-2 1-3-9 1-11-2 1-0-5 4x4 = 5x5 = 0-11-11 1 5 3-3-7 6-6-2 f-10-12 7-10-7 0 11 11 0 4 10 1-11-2 3-2.11 0�-10 0-11-11 Plate Offsets (X Y)— f4.0-2-8 0-2-71 f9:0-2-8 0-0-81 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL . 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=64110-9-4, 7=633/0-9-4 Max Horz 9=-70(LC 6) Max Uplift 9=-420(LC 8), 7=-329(LC 8) Max Grav 9=641(LC 1), 7=646(LC 18) CSI. DEFL. TC 0.12 Vert(LL) BC 0.35 Vert(TL) WB 0.21 Horz(TL) (Matrix-M) FORCES. (lb) - First Load Case Only TOP CHORD 1-2=97, 2-3=-601, 3-4=-535, 4-5=-69, 5-6=50 BOT CHORD 1-9=-59, 8-9=-51, 8-16=389, 16-17=389, 7-17=389, 6-7=41 WEBS 2-9=-624, 2-8=584, 3-8=1"57, 4-8=251, 4-7=-458, 5-7=-164 in (loc) Well L/d 0.01 7-8 >999 240 -0.02 7-8 >999 180 0.00 7 n/a n/a Scale = 1:14.7 PLATES GRIP MT20 2441190 Weight: 36 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 10-0-0 oc bracing: 7-8. 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=12ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at Joint 9 and 329 lb uplift at Joint 7. 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) 109 lb down and 108 lb up at 3-3-7, and 110 lb down and 84 lb up at 4-7-0 on top chord, and 11 lb down and 24 lb up at 3-3-7, 13 lb down and 21 lb up at 3-10-12 , and 557 lb down and 323 lb up at 3-11-4, and 11 lb down and 24 lb up at 4-7-0 on bottom chord, The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 4-6=-90, 10-13=-20 2V VA 1/i V0!6afy 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 MOek 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 responsibilllty 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. `o111111111111,, PS A. q%� �`Z`.• E N SF••'9iJl�' * Q 39380 .. ATE : � . 11 FL Cert. 6634 July 1,2015 MiTek' 6904 Parke East Blvd, Tampa, FL 33610 ,A t" Truss Truss Type City Ply ro'b T7211195 7Job 69 C01G Hip Girder 1 Reference (optional) East Goast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=47(F)4=47(F)8=18(F)16=-539(F=18,B=-557)17=18(F) Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Wed Jul 01 14:56:54 2015 Page 2 I D:gsthPCZiRE2kO5_g8hn9sbzTSKv-6pXnckzklhAWgQo80eDeYscg2T4KvHNHC_aCuzOPu7 ® 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.' 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 W 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 J� and fully embed teeth. I For 4 x 2 orientation, locate plates 0-'AL' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-851: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U a- O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 O U n- o © 2012 MiTekO All Rights Reserved 111111110 111111110 Be[ a MiTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 A GeneralSafety 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 BCSL 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 ANSIAPI 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 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.