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HomeMy WebLinkAboutSUBMITTED PAPERS_2�e MiTek' RE: 26309 - McCue Site Information: Customer Info: Golden Homes Lot/Block: Address: 3702 Seminole Rd. City: Ft. Pierce / St. Lucie Lumber design values are in' accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: McCue Model: Custom Subdivision: State: FI. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 336104115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 32.0 psf Floor Load: N/A psf This package includes 40 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# Truss Name Date 1 IT6117597 --CJ1 11/21/014 118 1 T6117614 I A04 1121101 A 12 I T6117598 I -CJ3 11/21/014 119 1 T6117615 I A05 11/21/0141 13 I T6117599 I -CJ3A 11121 /014 120 I T6117616 I A06 1 1121 /014 1 14 I T6117600 I -CJ5 11/21/014 121 1 T6117617 I A07 11/21/0141 15 1 T6117601 I -EJ2 11/21/014 122 1 T6117618 I A08 11/21/0141 16 I T6117602 I -EJ5 11/21/014 123 1 T6117619 I A09 11/21/0141 17 1 T6117603 I -EJ5A 11/21/014 124 1 T6117620 1 A10 1 1 /211014 1 18 I T6117604 I -EJ513 1 1 /211014 125 1 T6117621 I A11 G 11/21/014 19 IT6117605 I-EJ7 11/21/014126 1T6117622 IB01G 11/21/0141 110 1 T6117606 I -ERA 11/21/014 127 1 T6117623 I B02 11/21/014 � 111 I T6117607 I -H7 11/21/014 128 1 T6117624 I B03 11/21/0141 112 1T6117608 I-HJ2 11/21/014 129 1T6117625 I B04 11/21/014 113 1T6117609 I-HJ5 11/21/014130 1T6117626 IC01G 11/21/0141 114 1T6117610 1`HJ5A 11/21/014 131 1T6117627 ICO2G 11/21/014 115 I T6117611 I A01 G 11/21/014 132 1 T6117628 I D01 G 11/21/0141 116 1 T6117612 I A02 11/21/014 133 1 T6117629 I D02G 11/21/0141 117 1 T6117613 I A03 11/21/014 134 1 T6117630 I E01 G 1 1 /211014 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: Magid, Michael My license renewal date for the state of Florida is February 28, 2015. 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. SCANNED BY St, Lucie County t,ou a 11111" �PEI. S. No 5368 - * r e r - r S TAT E OF ' 44/ - . FL Cert. 6634 January 21,2014 Magid, Michael 1 of 2 RE: 26309 - McCue Site Information: Customer Info: Golden Homes Lot/Block: Address: 3702 Seminole Rd. City: Ft. Pierce / St. Lucie Project Name: McCue Model: Custom Subdivision: No. I Seal# Truss Name Date 35 1 T6117631 I MG5 1/21/014 136 1 T6117632 I V4 11/21/014 137 1 T6117633 I V8 11 /21 /014 1 138 1 T6117634 I V 12 11/21/014 139 1T6117635 I VM2 11/21/014 140 1T6117636 I VM4 11/21/014 State: FI. 2 of 2 Job Truss Truss Type Qty Ply McCue y T6117597 1 26309 -CJ1 Jack -Open 20 1 Job Fe e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:45 2014 Page 1 ID:OiJWlj?z_8sl?38FLaRG3NzlS60-6?wizYzuj X3PiEfztzy205GoZOxEAw6i3VKVdztCki -2-0-0 1-0-0 z-ao 1-ao Scale = 1:9.7 6.00 12 2 d o d d 3x3 = REFER TO MITEK "TOE -NAIL" DETAIL FOR CONNECTION TO V SUPPORTING CARRIER TRUSS (TYP ALL APPLICABLE JACKS ON THIS JOB) 1-ao I 1-ao Plate Offsets (X Y)- f2.0-0-8 Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (t c) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) 1 Weight: 7 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=241/0-7-10 (min. 0-1-8), 3=25/Mechanical, 6=-45/Mechanical Max Harz 2=111(LC 8) Max Uplift2=-324(LC 8), 3=-25(LC 1), 6=-45(LC 1) Max Grav 2=241(LC 1), 3=47(LC 8), 6=86(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD St uctural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Pe installed during truss erection, in accordance with Stabilizer NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gripi 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 atjoin l(s) 3, 6 except (jt=lb) 2=324. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,,, %`Illllllll/���', PEA S. M G�E N S�.4C!. No 53681 G:. STATE .OF •,����`�, �0 N AI FL Cert. 6634 January 21,2014 ® WARNING - Verify design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFER NCE RAGE Pffl-7470 BEFORE USE. Design valid for use any 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 iYl erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tL1�i'Tek' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Intormation gvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 314. Tampa, FL 33610-4115 IfSauthernPine{SPjlumberisspecified,thedesignvaluesarethoseefiectiue06 2, 023byALSC p Job Truss Truss Type Qty Ply McCue t T6117598 26309 -CJ3 Jack -Open 12 1 o eference o tional East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTeK Industries, Inc. -I us Jan 21 w:66:415 2014 Page 1 ID:OiJ W?j?z_8S1?38FLaRG3NztS60-aBU4Bt_WU Ifwl sprXaU BaEdQYzk_zdAFwjEtl3ztCkh i -2-0-0 3-0-0 2-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 7.0 Lumber Increase 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=236/0-7-10 (min. 0-1-8), 3=51/Mechanical, 6=12/Mechanical Max Harz 2=165(LC B) Max Uplift2=-227(LC 8), 3=-54(LC 8) Max Grav 2=236(LC 1), 3=61(LC 13), 6=37(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=322/130 BOT CHORD 2-6=130/319 M d 3-0-0 Scale = 1:14.8 DEFL in (loc) Vdefl Lid PLATES GRIP Vert(LL) -0.00 6-9 >999 240 MT20 244/190 Vert(TL) -0.00 6-9 >999 180 Horz(TL) 0.00 2 nla n/a Weight: 13 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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(s) 3 except Qt=lb) 2=227. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ``,111111111I1///�I No 53681 STATE OF07 OR 1�NA E��%% FL Cert. 6634 :] January 21,2014 TABRAWG -Verify design pcvarrzefers a ...d READ R101 ES ON THIS AND INCLUDE➢ 3FfiTEIi REPERENCE PAGE I11t1.7478 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 M(iTek• 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 vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 I f Southern Pine�fiPlumber is specified, the design value=are those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply McCue / T6117599 26309 -CJ3A Jack -Open 4 1 ob of re ce o tional East Coast Truss, Fort Pierce, FL. 34946 r.J w s uan io m� , am, a, w.e�., au ray. , ID:OiJ W?j?z_Bsl?38FLaRG3NzlS60-202SOD?BFbnnf00141?Q7RAbIN4Bi4FP9N_RZVzICkg 3-0-0 2-0 21-t0 0-0-12 Scale = 1:14.8 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC0.56 TCDL 7.0 Lumber Increase 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 BCDL 5.0 Code FBC20IO/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=237/0-7-10 (min. 0-1-8), 4=59/Mechanical, 7=3/Mechanical Max Horz 2=165(LC 8) Max Uplift2=-227(LC 8), 4=-43(LC 8) Max Grav 2=237(LC 1), 4=70(LC 13), 7=8(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=320/124 BOT CHORD 2-8=123/318 2.00 12 3-0-0 2-B-10 2-10 j�Ia DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 8-11 >999 240 MT20 244/190 Vert(TL) -0.00 8-11 >999 180 Horz(TL) -0.00 7 n/a n/a Weight: 15 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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(s) 4 except (jt=lb) 2=227. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard °01-Iij1111/fill .� No 5a681 STATE pF Hill FL Cert. 6634 January 21,2014 WAMVIM - Verify design parameters an d READ t1,TO7ES ON THIS APdD INCLUDED AffTEK REFERE.Ni E PAGE FAI.7473 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 T ake erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i1�i l 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 vat able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0115 If Sou thernPneJSPIlumberisspestfied,thedelignvaluezarethoseeffective0fi 01,2313byAL5C Job Truss Truss Type Qty Ply McCue I T6117600 26309 -CJ5 Jack -Open 6 1 ob e e e ce East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:48 2014 Page 1 I D:OiJ Wlj?z_Bsl?38FLaRG3NzlS60-WacgcZOmOvveGAzDe?Wfgf m2n0_RXgY01y6yzlCkf -2-0-0 + 5-0-0 i 2-0-0 5-0-0 Scale = 1:19.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.03 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=306/0-7-10 (min. 0-1-8), 3=97/Mechanical, 6=25/Mechanical Max Harz 2=219(LC 8) Max Uplift2=249(LC 8), 3=-106(LC 8) Max Grav 2=306(LC 1), 3=111(LC 13), 6=60(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-6=181/304 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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. 5) ' This truss has been designed for a live load of 20.Opsf an 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 Ib uplift at joint(s) except Gt=lb) 2=249, 3=106. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %`,,,�I1111111//j�,' xo, !. S Mq''• I� No 53681 G:• STATE .OF .mow: i",fill mWo FL Cert. 6634 January 21,2014 AWARAWG - Verify design parametns am READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 1&1-7473 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 t9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' iTek` 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/TP11 Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 7Qvall!able from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 2314. Tampa, FL 336104115 If Sauthem Pine tSP lumber isspecified, the design values are those effective 06 01,12V13 hyALSL P Job Truss Truss Type Qty Ply McCue I T6117601 26309 -EJ2 Jack -Open 1 1 ob Refere ce o tonal East Coast Truss, Fort Pierce, FL. 34946 /.blu s Jan 131U14 MI I el( Inoustrles, Inc. I ue Jan Li U1:00:4tl LU14 rage 1 ID:OiJW?j?z_8sl?38FLaRG3NztS60- m9Cpv10mD1VuKXQCjluCsFxoAmIA_vhchTXeOztCke i -2-0-0 2-6r0 i 2-0-0 2-6-0 LOADING (il SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 7.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC201 DITP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ill 3=38/Mechanical, 2=225/0-8-0 (min. 0-1-8), 4=5/Mechanical Max Harz 2=150(LC 8) Max Uplift3=-39(LC 8), 2=284(LC 8), 4=-30(LC 5) Max Grav 3=41(LC 13), 2=225(LC 1), 4=26(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/177 BOT CHORD 2-4=183/265 Scale = 1:13.5 DEFL in (loc) Vdefl L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 Ill FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C-,Encl., GCpi=0.1& MWFRS (directional); cantilever left and right exposed ; porch left 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(s) 3, 4 except Qt=lb) 2=284. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,,,1111111111f//��I �.�'' PE� S- M �. �G�••�G•ENS ��j'.� • No 53681 STATE OF :W 40 FL Cert. 6634 January 21,2014 WAMNG - Verify design parameters and REAP NOTES ON THIS AND INCLUDED I TEIS REPS _WLE PAGE 11ft1-7473 BEFOPE USE. ff 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 MV Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iViiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 31Z Alexandria, VA P31p4. Tampa, FL 33610-4115 ItSautilnpine Sp lumberisspecified, the designvalues arethose effective 06101,2013byAll Job Truss Truss Type Qty Ply McCue 0 T6117602 26309 -EJ5 Jack -Open 4 1 ob e e e c o io al East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:50 2014 Page 1 ID:OiJW?j?2_Bsl?38FLaRG3NzlS60-Tzjb1 F1 OXW9MWf6cmQY714o6Ya3LvR9rrLC5AgztCkd 2-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 7.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC201 01TP 12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=96/Mechanical, 2=308/0-7-10 (min. 0-1-8), 4=23/Mechanical Max Horz 2=217(LC 8) Max Uplift3=-101(LC 8), 2=-252(LC 8) Max Grav 3=109(LC 13), 2=308(LC 1), 4=56(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-4=189/321 Scale = 1:19.8 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 4-7 >999 240 MT20 244/190 Vert(TL) -0.03 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 19 lb FT = O% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 Td between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=101, 2=252. ' 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦�p.EL S.J. •�� No 53681 t / STATE OF :��Z All S /0 N A� ��♦♦• Mil FL Cert. 6634 January 21,2014 WAPjT1 Vrr - Ver rg design paramefers and R.E.!SD MOTES ON THIS AND INCLUDED MTSKREPRPYPICE PAGE 01-74?a BEFOP.E USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val!able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA?M14. Tampa, FL 33610.4115 !f Southern Pine lumber isspec ified, the design value_ are thane effective 0610112023 by AL5C Job r Truss Truss Type Oty Ply McCue T6117603 26309 - -EJ5A Jack -Open 4 1 o efere ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MIT eK Inaustnes, Inc. I ue Jan 21 U1:00:01 ZU14 rage 1 ID:OiJW?j?z_8sl?38FLaRG3NztS60-x9HzEb2elgHD7dhoJ83MHHLHH_PoeuA 4?yeiHziCkc i -2-0-0 2-8-10 i 3-8-10 2•o-0 2-8-10 110 Scale = 1:19.8 i 2•&10 1 3 o 1 5-0.0 i LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 7.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=106/Mechanical, 2=316/0-7-10 (min. 0-1-8), 6=6/Mechanical Max Horz 2=217(LC 8) Max Uplift 5=-91(LC 8), 2=259(LC 8) Max Grav 5=119(LC 13), 2=316(LC 1), 6=18(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=302/136 BOT CHORD 2-8=274/473 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.05 8 >999 240 MT20 244/190 Vert(TL) -0.06 8 >997 180 Horz(TL) -0.02 6 n/a n/a Weight: 23 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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(s) 5 except Qt=lb) 2=259. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '`,,Illlllllffff�'' i No 53681 G :: STATE J F 111111 tilt FL Cert. 6634 January 21,2014 1, WARAUNG - Verify design parameters aad READ NOTIES ON THIS B.ND INCLUDED .b7i TEA' RBFE.RENCE PAGE Iffl-7473 BEFOA.E US& ■■■■■■ 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 my is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iTe k` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Buildfng Component 6904 Parke East Blvd. Safety Information qvail!able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 14. Tampa, FL 33610-4115 If Southern Pine{SPflumberisspecified,thedesignvaluesarethoseeffective06 01j2013UyAL5C Job r Truss Truss Type Qty Ply McCue T6117604 26309 -EJ5B Jack -Open 1 1 Job Reference 010tiOnal East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:51 2014 Page 1 ID:OiJ W?j?z_Bsl?38FLaRG3NzlS60-x9HzEb2eigHD7dhoJ83MHHLKD_PReuP_4?yeiHzlCkc 5-0-0 5-0-0 2X4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.37 TCDL 7.0 Lumber Increase 1.25 BC 0.23 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=189/0-7-10 (min. 0-1-8), 2=100/Mechanical, 3=27/Mechanical Max Horz 1=132(LC 8) Max Upliftl=-88(LC 8), 2=106(1_13 8) Max Grav 1=193(LC 13), 2=113(LC 13), 3=57(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=444/303 BOT CHORD 1-3=535/653 Scale = 1:17.7 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 3-6 >999 240 MT20 244/190 Vert(TL) -0.03 3-6 >999 180 Horz(TL) 0.00 1 n/a n/a Weight: 16 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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(s) 1 except (jt=lb) 2=106. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 January 21,2014 AWARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MFEKREFERF-MCE PAGE 1&1-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-0115 IfSouthernPineISPIlumber isspecified, the design valuesarethose effective06 0212013byAL5C Job r Truss Truss Type Qty Ply McCue T6117605 26309 -EJ7 Jack -Open 11 1 ob efe en e o fo I east coast i russ, cart Pierce, VL. 34945 7.5111 s an 13 2014 Mr1 eK Inaustnes, Inc. t ue Jan 21 07:55:52 2014 Page 1 1 D:OiJ W?j?z_8sl?38FLaRG3NzlS60-PLrLRx3H38P4lnG?trbbgVtOROh8NLf8JfhB FjztCkb 2-0-0 7-0-0 Scale=1:24.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.79 BC 0.45 WB 0.00 (Matrix-M) DEFL in Vert(LL) -0.06 Vert(TL) -0.12 Horz(TL) 0.00 (loc) Udefl Ud 4-7 >999 240 4-7 >702 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 REACTIONS (lb/size) 3=138/Mechanical, 2=385/0-7-10 (min. 0-1-8), 4=32/Mechanical Max Horz 2=271(LC 8) Max Uplift3=147(1_13 8), 2=-286(LC 8) Max Grav 3=156(LC 13), 2=385(LC 1), 4=79(LC 3) FORCES (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=631/268 BOT CHORD 2-4=534/991 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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. ►11►1111111111, 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. `% �P` •,... ✓/,9 Imo, 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. ,%� G E Ns,.. (jam ` ••' F '•• �_ 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=147, — No 53681 • �r * •� 2=286. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ) i LOAD CASE(S) Standard�, G'! STATE OF .,ass i� N A ►��,��. FL Cert. 6634 January 21,2014 WARNING - Verify design parameters card RF4n NOTES ON THIS AND INCLUDED MWEK REFERENCE PAGE Iff7-7473 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 the building R Ig ��e�• erector. Additional permanent bracing of the overall structure is the responsibility of 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 Inlormatlon vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA a231r4. 1f5outhernPine7SP lumber isspecified, the design vat uesarethose effective06101,,2013byALSC 1 V' 6904 Parke East Blvd. Tampa, FL 33610d115 Job 0 Truss Truss Type Qty Ply McCue T6117606 26309 -EJ7A Jack -Open 5 1 b e c io al Fast Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 Mi I ek MCIUSMSS, Inc. rue Jan 21 w:55:53 2014 Naga 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-tYPjfH4vgRXwNxrBRZ6gNiQdnoOQ6oaHXJRln9ztCka 2-8-10 3-a10 7-0-0 z-o o z-e 10 1 ao 3-3-6 Scale = 1:24.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.14 7 >597 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.16 7 >514 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 29 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-10-10 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 iT ek recommends that Stabilizers and required cross bracing rbeinstal led dduring truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=124/Mechanical, 2=39010-7-10 (min. 0-1-8), 6=42/Mechanical Max Horz 2=271(LC 8) Max Uplift5=-119(LC 8), 2=-292(LC 8), 6=-14(LC 8) Max Grav 5=139(LC 13), 2=390(LC 1), 6=62(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=774/369 BOT CHORD 2-B=616/1126 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 Ib uplift at joint(s) 6 except Qt=lb) 5=119 , 2=292. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,`,`,ltlllti►tt�,', ��� �PEL S. • M �, .��%��' • �e•E•N S' ••ci''• � •'• F = No 53681 G'G STATE OF o";sS �� .... 00�' , FL Cert. 6634 January 21,2014 AWARMNG . Verify design jocu-amefem and P..E4D NOTES ON THIS AND INCLUDED MTE1; REFERENCE PAGE ]&1-7473 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 responsibillity of the M�Tek` 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 Ic}vail!able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tam a FL 33610-4115 IfSauthernPineySP} lumber isspecified, the design values are those effective46 0112013byALSC p' Job r Truss Truss Type Qty Ply McCue T6117607 26309 -H7 Diagonal Hip Girder 3 1 e ere ce o bona East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:54 2014 Page 1 ID:0iJW7j?z 8sl?38FLaRG3NztS60-Lkz5sd4Xblfn 5QN?Gd3vwzmXBFZrECRmzAlJcztCkZ -2-9-15 7-8-13 9-10.1 i 2-9-15 7-8-13 2-1-3 Scale = 1:24.7 m A r 7-8-13 i 9-10-1 i LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI TC 0.69 BC 0.97 WB 0.13 (Matrix-M) DEFL in (loc) Udell Ud Vert(LL) -0.31 6-9 >377 240 Vert(TL) -0.59 6-9 >198 180 Horz(TL) 0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 4=22/Mechanical, 2=48710-10-7 (min. 0-1-8), 5=358/Mechanical Max Horz 2=269(LC 8) Max Uplift4=-86(LC 24), 2=410(LC 8), 5=308(LC 8) Max Grav 4=86(LC 6), 2=663(LC 28), 5=387(LC 28) FORCES (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2353/459, 10-11 =-269/1 90 BOT CHORD 2-13=-59012552 WEBS 3-6=-403/422 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 1111111111111 responsibility of the fabricator to increase plate sizes to account for these factors. ``, S Mq 3) Plates checked for a plus or minus 0 degree rotation about its center. ,� C `P , . • • - • . , ' 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 ,�� �G ,•' G E N 5' • �� i� : -•� V �`�-•• fit between the bottom chord and any other members. ` :'� N 0 536 81 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 joints) 4 except Qt=lb) 2=410 : ; i , 5=308. — — 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) 100 lb down and 79 lb up at 1-3-15, �} :� STATE !J F .' 100 lb down and 79 lb up at 1-3-15, 85 lb down and 76 lb up at 4-1-14, 85 lb down and 76 lb up at 4-1-14, and 115 lb down and 128 lb � �l 'ji up at 6-11-13, and 115 lb down and 128 lb up at 6-11-13 on top chord, and 84 lb down and 55 lb up at 1-3-15, 84 lb down and 55 lb up �o Tn�'. A' O P .' �j�``s at 1-3-15, 16 lb down and 3 lb up at 4-1-14, 16 lb down and 3 lb up at 4-1-14, and 30 lb down at 6-11-13, and 30 lb down at 6-11-13 R •' "' • on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. /� tS �� 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=1.25, Plate Increase=1.25 FL Cert. 6634 January 21,2014 jjLVARb4WG - Verify design parameters and READ NOTT ERS ONTHIS AND INCLUDED MiTEKREPEREIICE PAGE IW-7473 BEFORE UW. Design valid for use only with MiTek connectors. This design k 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 responsibiliity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p�AiTek` 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 gqvoi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 23174. Tampa, FL 33610-4115 If Southern PineiSP�lumberisspecified,thedesignvaluesarethoseeffective06 01,2915byALSC Job . Truss Truss Type 0ty Ply McCue T6117607 26309 -117 Diagonal Hip Girder 3 1 Job Reference o 'o al East Coast Truss, Fort Pierce, FL. 34945 r.biu s Jan 13 2u14 MI i eK industries, Inc. i ue Jan zl Ut==, zu14 rage z ID:OiJM?z_Bsl?38FLaRG3NztS60-pwXU4y59M3necF?aYz81S7VxHbboahRa?dws2zlCkY LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=54, 5-7=10 Concentrated Loads (lb) Vert: 10=36(F=18, 13=18) 11=5(F=3, B=3) 12=86(F=43, 13=43) 13=36(F=18, B=18) 14=3(F=-2, B=-2) 15=29(F=15, 13=15) WARNING - Verdfy design parameters and A.EALD NOTES ON TNIS AND INCL UDEJ bETEK REFERENCE PAGE PHI.7470 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parometersand 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 iw iTek' 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 Crfteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VAN4. Tampa, FL 33610-4115 1fSauthernPine{SPIlumberisspecified,thedesignvaIuesarethoseefiective0512013byAM Job . Truss Truss Type Qty Ply McCue T6117608 26309 -HJ2 Diagonal Hip Girder 2 1 ob Re erence o do al East Coast Truss, Fort Pierce, FL. 34946 r.oru s i an v zu i4 mi i ex minc.­4aunries, c. i ue, dan - uvoa:oo 4 rage r ID:OiJ W?j?z_8sl?38FLaRG3NztS60-H64sH I6n7MvVEOam6hfX_L261?6zJ9ejDHfPOUztCkX 2-9-15 3-5-11 Scale = 1:13.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC20101TP12007 CSI TC 0.69 BC 0.27 WB 0.00 (Matrix-M) DEFL in (loc) I/deft Ud Vert(LL) -0.03 4-7 >999 240 Vert(TL) -0.03 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD 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 gumde. REACTIONS (lb/size) 3=43/Mechanical, 2=262/0-10-15 (min. 0-1-8), 4=-3/Mechanical Max Horz 2=148(LC 8) Max Uplift3=-31(LC 5), 2=298(LC 8), 4=-29(LC 17) Max Grav 3=71(LC 28), 2=373(LC 28), 4=72(LC 24) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=1164/705 BOT CHORD 2-9=769/1247 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ��f fill 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is theI�'0 'v/,9 responsibility of the fabricator to increase plate sizes to account for these factors.G\,P • , ,E.. , , ���' ' 4) Plates checked for a plus or minus 0 degree rotation about its center. `� (, N S • (jam ��•, 5) Gable studs spaced at 2-0-0 oc. ` ,•' F �.. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. nJ O 53681 •• 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 ,,_- _ * j fit between the bottom chord and any other members. : i 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=298. STATE F 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .O � 077 40 ��� 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 79 Ib up at T(��•. �� P .' ��,�'' 0 k 1-3-15, and 100 lb down and 79lb up at 1-3-15 on top chord, and 84 lb down and 55 lb up at 1-3-15, and 84lb down and 55 lb up at R V �' ""•'i 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �j S �� 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N A; LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 January 21,2014 Continued on a e 2 u: WARhYMC, . Verify design parameters cmd READ NOTES ON THIS AND7A*CLUDED PHT`EKREFERF-14CE PAGE P/1f1-7473 BEFORE UM. ■ 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 responsiblity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n y1Te� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , VY 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 If Southern Pine�SP� lumber is specified, the design values are those of ettiuta 46/101f2013 hyALSC Job o Truss Truss Type Qty Ply McCue T6117608 26309 -HJ2 Diagonal Hip Girder 2 1 ob Reference o t'on I East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 4-5=-10 Concentrated Loads (lb) Vert: 8=36(F=18,B=18)9=36(F=18,B=18) 7.510 s Jan 13 2014 MITeK Industries, Inc. Tue Jan 21 Ol:55:58 2014 Page 2 ID:OiJ W?j?z_BSI?38FLaRG3NztS60-H64sH I6n7MvVEOam6hfX_L261?6zJ9ejDHfPOUztCkX 4VARtlI1dG - Verlfg design pawarmeters and PEW NOTES ON THIS AND INCLUDED WTEKREPERENL'E PAGE it?II-7473 BEPORE USE. Design valid for use only with Wek 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 �p� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I VE * tle 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 vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 tf5outhernPine SP�lumbar isspecified, the design value: 3rethaseef;ective05 01j2013byALSC Job , Truss Truss Type Qty Ply Mccue T6117609 26309 -HJS Diagonal Hip Girder 3 1 Job Refere ce o 'o al East Coast Truss, Fort Pierce, FL. 34946 7.510 s an 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:57 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-IJeEVe7Pug1 MrY9ygOAmXYbHnPRA2cztSxPywwztCkW 2-9-15 3-11-6 3-0-12 2x3 11 3-11-6 6-11-12 7- 2 3-11-6 3-0-6 0- 6 Plate Offsets (X Y): 12:0-0-9 Edgel LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.69 TCDL 7.0 Lumber Increase 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 BCDL 5.0 Code FBC20101TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=333/0-10-7 (min. 0-1-8), 7=197/Mechanical Max Horz 2=219(LC 24) Max Uplift2=314(LC 8), 7=-156(LC 8) Max Grav 2=487(LC 28). 7=231(LC 28) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 450/700, 3-11=-286/115 BOT CHORD 2-13=-770/1507, 13-14=-170/268, 7-14=-170/268 WEBS 3-7=-270/186 Scale = 1:20.6 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.07 7-10 >999 240 MT20 244/190 Vert(TL) -0.08 7-10 >999 180 Horz(TL) 0.01 2 n/a n/a Weight: 34 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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(s) except Qt=lb) 2=314, 7=156. 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) 100 lb down and 79 lb up at 1-3-15, 100 lb down and 79 lb up at 1-3-15, and 85 lb down and 76 lb up at 4-1-14, and 85 lb down and 76 lb up at 4-1-14 on top chord, and 84 lb down and 55 lb up at 1-3-15, 84 lb down and 55 lb up at 1-3-15, and 16 lb down and 3 lb up at 4-1-14, and 16 lb down and 3 lb up at 4-1-14 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=1.25, Plate Increase=1.25 : % ElvS�.,Ca'i No 53681 STATE OF .'��: p R FL Cert. 6634 January 21,2014 Continued on bacle, 2 WAA.MNG - Verify design parameters cmd READ NOTES ON THIS AAFD IWCLUDED iffiTEK RE.F=.gCE P-4GE 01.7473 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 M'Te k' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern Pine �SP lumberisspecified,thedesignva:luesarethoseeffective,6 0 /'2013byALSC Job 4 Truss Truss Type 0ty Ply McCue T6117609 26309 -1-1J5 Diagonal Hip Girder 3 1 ob Reference o a East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 6-8=-10 Concentrated Loads (Ib) Vert: 11=36(F=18, B=18) 12=5(F=3, B=3) 13=36(F=18, B=18) 14=3(1`=-2, B=-2) Z,b1 u s Jan 13 ZU14 MI i eK Inausnes, Inc. I ue Jan zi U[:=:br ZU14 rage Z ID:OiJ W?j?z_8sl?38FLaRG3NztS60-IJeEVe7Pug1 MrY9ygOAmXYbHnPRA2cztSxPywwztCkW WARNING - Ve -.Ty design pama zeters aund READ NOTES ON THIS AND INCLUDED i2i TEK REF'ERF-WE P&GE Iffl-7473 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 balding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p A'�pe �_ erector.V� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � 9 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 2314. Tampa, FL 33610-4115 if§outhernP"ne�SP lumberisspecified,thedesignvaluesarethaseeffective4S 0112013byALK Job a Truss Truss Type Qty Ply McCue T6117610 26309 -HJ5A Diagonal Hip Girder 2 1 Job Reference o t'o al East Coast Truss, Fort Pierce, FL. 34945 r.etu s Jan is zum mi i eK maustries, Inc. i ue Jan zi ui:=ots Za14 rage i ID:OiJW?j?z_8sl?38FLaRG3NztS60-EVCci_81f 9DTik8E6h?3m7SWpnin3FOhb8WSNztCkV -2-9-15 3-8-10 5-1-10 6111-12 7- 2 2-9-15 3-8-10 1-5-0 6 Scale = 1:20.8 3x4 3-8-10 5-1-10 rr11-12 7- 2 3-8-10 1-5.0 1-10-2 0- 6 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.69 TCDL 7.0 Lumber Increase 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 BCDL 5.0 Code FBC201 O/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=34/Mechanical, 2=333/0-10-7 (min. 0-1-8), 7=144/Mechanical Max Harz 2=210(LC 8) Max Uplift5=-32(LC 24), 2=-319(LC 8), 7=-88(LC 8) Max Grav 5=38(LC 28), 2=476(LC 28). 7=176(LC 28) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1219/634, 3-13=-336/92, 3-14=-318/'132, 4-14=292/126 BOT CHORD 2-15=-692/1252, 9-15=-139/306, 9-16=-155/347, 8-16=-159/346 WEBS 4-7=285/169 DEFL in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.03 9-12 >999 240 MT20 244/190 Vert(TL) -0.03 9-12 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 35 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except end verticals. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5, 7 except Ut=lb) 2=319. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 79 lb up at 1-3-15, 100 lb down and 79 lb up at 1-3-15, and 96 lb down and 65 Ito up at 4-1-14, and 96 lb down and 65 lb up at 4-1-14 on top chord, and 84 lb down and 55 lb up at 1-3-15, 84 lb down and 55 lb up at 1-3-15, and 22 lb up at 4-1-14, and 22 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard `,,{{{1111II11111,f ���•C�\G% � \ G.E ...... 5���'j'�i Y -'�• No 53681 p 3, STATE ,OF .'lij itt 11111 FL Cert. 6634 January 21,2014 Continued on paqe 2 &WARNING - Veidfy design paramefe and READ NOTES ON THIS AND INCLUDED AHTEF RRFERF_V E PAGE FITI-7473 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 responsibilliy of the MiTek' l� iek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1'P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vol able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA314. Tampa, FL 33610-4115 ft5authern P ns�SP1unrber isSpecified, the design values are those effective 06 Ali 2013 byAL5C Job r Truss Truss Type Qty Ply McCue T6117610 26309 -HJ5A Diagonal Hip Girder 2 1 b Re er nce o lio a East Coast Truss, Fart Pierce, FL. 34946 LOAD CASE(S) Standard 1.) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 9-10=-10. 8-9=10. 6-8=-10 Concentrated Loads (lb) Vert: 13=36(F=18, B=18) 14=-11(F=-5, B=5) 15=36(F=18, B=18) 16=15(F=7, 13=7) 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:55:59 2014 Page 2 ID:OiJ WY?z_8s1?38FLaRG3NztS60-ihm_vK8gQHH45slLnpDEczgdGC7XVW 1VAwEu3_pztCkU WAPMNG - Verify design parameters cm RR4iI NOTES ON7111.9 END INCLUDED 16FEKREFERENCE PAGE NI71-7470 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 Nat 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 1 Vi Y 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 vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 IfSauthernPine SP)lumberisspecified',thedesianvaluesarethoseefective4O 01/20134yALSG Job I Truss Truss Type Qty Ply McCue T6117611 26309 A01G Hip Girder 1 1 ob a erence o tional East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MITeK Industries, Inc. -rue Jan 21 U/:56:U1 ZU14 rage 1 ID:OiJ VV?j?z_8s1?38FLaRG3NzlS6O-e4ulKOAwyvYoKASjvEFihOlwVOhU_CGSNYNA3iztCkS -2-0-0 7-0-0 12-2-3 17-4-6 8-4-6 22-8-3 27-0.0 21- 2-0-0 7-0-0 5-2-3 5-2-3 1-0.0 4-3-13 4313 -8- Z 0 3x4 = 4x8 = 1 x4 11 6x8 = 3x4 = 1 x4 11 3 20 21 4 22 23 24 5 6 7 25 26 8 27 44 = 1x4 11 5x8 = 48M1BSHS Scale = 1:53.4 2x4 II 5x5 = 28 29 9 10 M lV � Nl IF 7-0-0 12-2-3 i 17-4-6 18-4-6 22-8-3 27-6-0 7-0.0 5-2-3 �1-0.0 43-13 4-11-13 Plate Offsets (X Y): 13:0-5-4 0 2-Ol 15.0-4-0 0-2-41 f9.0-2-8 0-2-41 f11:0-2-8 0-3-01 f13:0-4-0 0-3-41 f15:0-2-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.41 13 >812 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.51 14-15 >647 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.15 11 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 151 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 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. 13-14,11-13: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except* be installed during truss erection, in accordance with Stabilizer 9-12: 2x4 SP No.2 REACTIONS (lb/size) 2=1710/0-7-10 (min. 0-2-0), 11=1656/1VIechanical Max Horz 2=258(LC 25) Max Uplift2=-1314(LC 8). 11=-1246(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3017/2195, 3-20=3305/2504, 20-21=-3305/2504, 4-21=-3305/2504, 4-22=-3332/2531, 22-23=-3332/2531, 23-24=3332/2531, 5-24=-3332/2531, 5-6=3986/3011, 6-7=-2691/2037, 7-25=-2691/2037, 25-26=2691/2037, 8-26=2691/2037, 8-27=-2691/2037, 27-28=-2691/2037, 28-29=2691/2037, 9-29=-2691/2037 BOT CHORD 2-16=2011/2614, 16-30=-2021/2632, 30-31=2021/2632, 15-31=-2021/2632, 15-32=2328/3094, 32-33=-2328/3094, 33-34=-2328/3094, 14-34=2328/3094, 13-14=-3117/4131, 13-35=-2969/3948, 35-36=-2969/3948, 12-36=2969/3948, 12-37=-284/367, 37-3B=-284/367, 38-39=284/367, 11-39=-284/367 WEBS r-10/ 411475/1 9-12294, 8420 032700, �G� 11, 8 128/536, 3=-185212458, 6-13=8472/653, 6-12=6/897, 4 9/420, �, 9-11=-1645/1299 -. •• •� NOTES 1) Unbalanced roof live loads have been considered for this design. ,�, - "•\ No 53681 •• 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; �` * ) Exp C; 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. -Q ; /r✓ r`� 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ' STATE responsibility of the fabricator to increase plate sizes to account for these factors. .�• .OF � G � � 5) All plates are MT20 plates unless otherwise indicated. 6) Plates for 0 degree rotation about its center. �� ,� •.• �` P •: i� •. 0 \ �, \ checked a plus or minus live loads. i lS • • • • • • ` 7) This truss has been designed for a 10.0 psf bottom, chord live load nonconcurrent with any other * 3-6-0 tall by 2-0-0 � ��.,5 00 8) This truss has been designedr a liveloadof 20: on the bottom chord in all areas where a rectangle wide will �O N Ao spsf e bottom d and fit between the 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1314, 11=1246. FL Cert. 6634 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. January 21,2014 Continued on a e 2 <.. TVAPUYfNG - Ve -ify clesign,perc vmetc v and P. F4n NOi�S ON t7ifS AND INCLUDED 19FEKRRFER&WE PAGE 1111-7473 BEFOP.E 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/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information �voi able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 1,5outhernPine,SP�lumberisspecified,thedesignvalue3arethoseeffective06 Q112013byAL5C Job i Truss Truss Type City Ply McCue T6117611 26309 A01 G Hip Girder 1 1 Job Reference o t'o a East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MITek Industries, Inc. Tue Jan 21 01:56:01 2014 Page 2 ID:OiJW?j?z Bsl?38FLaRG3NztS60-e4ulKOAwyvYoKASjvEFihOlwVOhU_CGSNYNA3iztCkS NOTES 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 Ib down and 162 lb up at 7-0-0, 140 lb down and 162 lb up at 9-0-12, 140 lb down and 162 lb up at 11-0-12, 140 lb down and 162 lb up at 13-0-12, 140 lb down and 162 lb up at 15-0-12, 140 lb down and 162 lb up at 17-0-12, 133 lb down and 135 lb up at 19-0-12, 135 lb down and 135 lb up at 21-0-12, 135 lb down and 135 lb up at 23-0-12, and 135 lb down and 135 lb up at 25-0-12, and 135 lb down and 135 lbup at 25-10-9 on top chord, and 370 lb down and 312 lb up at 7-0-0, 49 lb down at 9-0-12, 49 lb down at 11-0-12, 49 lb down at 13-0-12, 49 lb down at 15-0-12, 49 lb down at 17-0-12, 32 lb down and 24 lb up at 19-0-12, 32 lb down and 24 lb up at 21-0-12, 32 lb down and 24 lb up at 23-0-12, and 32 lb down and 24 lb up at 25-0-12, and 32 lb down and 24 lb up at 25-10-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-10=54, 14-17=10, 13-14=10, 11-13=10 Concentrated Loads (lb) Vert: 3=-84(F) 7=70(F) 16=-370(F) 5=-84(F) 20=-84(F) 21=-84(F) 23=-84(F) 24=84(F) 26=-70(F) 27=-70(F) 28=70(F) 29=-70(F) 30=-22(F) 31=22(F) 32=-22(F) 33=22(F) 34=-22(F) 35=-32(F) 36=32(F) 37=-32(F) 38=-32(F) 39=32(F) WARMING - Verify deslytt parameters and READ MOTES ON THIS AND INCLUDED D?iTEKREPERE-WE PAGE &371.7473 BEFORE USE. ry 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 responsibillity of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �{L {C* 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 val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314. Tampa, FL 33610-4115 1fSouthernPine SP lumberisspecified, the design values are those effective06,,Q1j2013byAL5G Job i Truss Truss Type Qty Ply McCue T6117612 26309 A02 Roof Special 1 1 o eee ce o do al East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MITek Industries, Inc. Tue Jan 21 67.56,0 22014 Page 1 I D:0 iJ W?j?z_8sl?38FLa RG3 NztS60-aTOVI hBATWoWZTc60fHAmpgJjgPfS6YIqssH7aztCkQ i -2-0-0 6-3-6 9-0.0 i 13-2-3 17-4-6 18-8-0 21-5-8 27-8-0 2-0.0 6-3-62-B-10 4-2-3 4-2-3 1-3-10 2-9-8 6-2-8 A 0 4x4 = 3x4 = 3x4 = 4x4 = 4 19 5 6 7 3x4 = US = 3x4 = 12.00 12 Scale = 1:54.3 9-0-0 17-4-6 i8-4-6 21-5-8 27•B-0 9-0-08-4-6 1-0.0 11-2 6-2-8 Plate Offsets (X.Y): 111:0-3-8,0-1-81. 112:0-3-0.0-2-41, 113:0-1-8.0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.19 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.33 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=869/Mechanical, 2=1003/0-7-10 (min. 0-1-8) Max Harz 2=252(LC 8) Max Uplift 10=541(LC 8). 2=-691(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/902, 3-4=-1317/842, 4-19=-1150/783, 5-19=-11501783, 5-6=-1232/833, 6-7=1477/988, 7-8=-1634/1038, 8-9=-1876/1163, 9-10=-832/550 BOT CHORD 2-15=-868/1290, 14-15=-828/1304, 13-14=-828/1304, 12-13=-1038/1656, 11-12=-1193/1918 WEBS 3-15=-265/244, 4-15=-253/421, 5-15=-304/180, 6-13=1015/676, 6-12=-575/904, 7-12=-398/639, 8-12=-603/383, 8-11=-620/455, 9-11=1193/1928 NOTES 1111111111/111' 1) Unbalanced roof live loads have been considered for this design. �� nn E� S, 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS left Lumber DOL=1.60 DOL=1.60 % ........ E /y ' (directional); cantilever and right exposed ; plate grip 3) Provide adequate drainage to prevent water ponding. `� �G , Ci S; • �� �� : .•' V F•••, �. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the %f* (v 0 53681 10 •� responsibility of the fabricator to increase plate sizes to account for these factors. 4 �' �t 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 r fit between the bottom chord and any other members. : �•': S TAT E J F .' 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=541, (V �� T ••• �`� O P;.• �� • �I� 2=691. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. R 1 • LOAD CASE(S) Standard 811 Al E "��` FL Cert. 6634 January 21,2014 ® WAP30M - Verify design pa anzet.a =d Pr?4 n NOTES ON THIS AND INCLUDED &IITEls. REFER&NICE PAGE i+471-7473 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 i1�iTek` 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 72314. Tampa, FL 336104115 If Southern Pine 5R lumber isspecified, the design'valuesare these effective 06101,2U13hyALSC Job j Truss Truss Type oty Ply McCue T6117613 26309 A03 Roof Special 1 1 Job Reference (optional) Fast Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:04 2014 Page 1 ID:0iJW7?z_8sl?38FLaRG3NztS6O-2fZtz1 CoEgwNBdBlaMoPJ1 NXXDjnBYxv3WbggOztCkP i 2-0.0 5-9-4 11-0-0 , 16-6-0 , 18-4-6 , 23-5-8 i 27-8-0 2.0.0 114 5-2-12 5-&0 1-8-6 5-1-2 4-2-8 Scale = 1:54.1 6.00 12 4x4 = 20 21 Sx5 = I IF 1x4 II 3x4 = 12.00 1124x10M18SHS i 3x4 = 3x8 = i 5-9-4 11-0-0 17-4-6 i8046 215-8 27-&0 5-a4 5-2-1z 6-4-6 1-0 0 11-2 4-2-8 Plate Offsets KY): 16:0-2-8.0-2-41 111:0-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.28 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.41 11-12 >800 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.11 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 157 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 10=871/Mechanical, 2=1002/0-7-10 (min. 0-1-8) Max Horz 2=199(LC 7) Max Uplift 10=536(LC 8), 2=-696(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1557/919, 3-4=1221/776, 4-5=1157/790, 5-20=1039/766, 20-21=-1039/766, 6-21=-1039/766, 6-7=-1239/885, 7-8=1664/1040, 8-9=-2468/1510, 9-10=-824/524 BOT CHORD 2-16=-841/1333, 15-16=-841/1333, 14-15=-589/1040, 13-14=-589/1040, 12-13=-1255/2109, 11-12=-1571/2555 WEBS 3-15=-404/295, 5-15=-108/284, B-13=-255/397, 7-13=1821/1172, 7-12=-1019/1745, 8-12=1130/727. 8-11=-693/490, 9-11=-1508/2468 NOTES {►{If��///// 1) Unbalanced roof live loads have been considered for this design. `{�`{,{{ 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; `� C `P •....... '� ' Exp C; 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. `�� ��J , (, E N S' • �� i� ` ; • CCU'•, 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the - nJ 0 5 3 6 81 •� \j responsibility of the fabricator to increase plate sizes to account for these factors. * 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. :• % * 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — -p ; ,ry /y7', r 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 0 wide will G'., STATE �/� fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. j � � T(•' A,/ P .•� �� •� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 0 R � 9 �j�`` ••��• 10=536,2=696. S ` 11) "Semi -rigid breaks including heels" Member end fixity model was used in the analysis and design of this truss. �/s �� N A; %%%% pitch LOAD CASE(S) Standard FL Cert. 6634 January 21,2014 ® WARMNG - Verify design paramela7s cad READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1&1-7470 BEFORE USE. 2, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. HT I 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, qualify control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA p2314. If Southern Pine SP lumberissoecified, the desiznvalues are those effective 06i01121313bvAL5C Tampa, FL 33610-4115 Job A Truss Truss Type Qty Ply McCue T6117614 26309 A04 Roof Special 1 1 Job Reference o do a East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:06 2014 Page 1 ID:OiJW?j?z_8sl?38FLaRG3NztS60-?2heOjE3mRA4QxLhinrtOSSs_1 UHfX7CXg4xkvztCkN -2-0.0 6-9-4 i 13-0-0 i 14-8-0 20.0.12 255-8 27-B-0 2-0-0 462-12 1-&0 5-412 5-412 2-2-8 4x8 = 6.00 12 4x4 = Scale = 1:53.1 3x4 —_ 1x4 I 3x4 = 3x8 = 3x4 4x4 = 3x4 = 3x6 II 3x4 = i 6-9-4 130-0 148-0 20.0.12 i 255-8 i 27-8-0 r LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI TC 0.46 BC 0.40 WB 0.58 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) 0.11 16-18 >999 240 Vert(TL) -0.18 16-18 >999 180 Horz(TL) 0.06 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 161 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=871/Mechanical, 2=1002/0-7-10 (min. 0-1-8) Max Horz 2=256(LC 7) Max Uplift 11=532(LC 8), 2=-699(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1541/914, 3-4=1101/717, 4-5=1019/739, 5-6=-912/727, 6-7=-1014/748, 7-8=1088/729, 8-9=1482/908, 9-10=-1335/812, 10-11=-836/510 BOT CHORD 2-18=-772/1325,17-18=-772/1325,16-17=-772/1325,15-16=-439/915,14-15=-743/1279, 13-14=-743/1279, 12-13=-879/1433 WEBS 3-16=-524/381, 5-16=-157/289, 6-15=-208/318, B-15=513/378, 9-12=787/535, 10-12=-921/1515 NOTES ttttittllt'1Id11� j*j 1) Unbalanced roof live loads have been considered for this design. ,%%`�� EL S. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; ,%N C `P ......../,9 '� ' Exp C; 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. `% \G , G E N 3 • �/ �i �� •' F•�•, �_, 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `N 0 53681 •• p responsibility of the fabricator to increase plate sizes to account for these factors.`N * 5) Plates checked for a plus or minus 0 degree rotation about its center. : i i 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j * — 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 for truss to truss STATE (7 F 4Q girder(s) connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=532, �� T •'. P .• �� �i � � O 1'D \ 2=699. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. R ,� ��I sS • • • • • • • \ �?��, LOAD CASE(S) Standard -.11110 N A; t� FL Cert. 6634 January 21,2014 WAP-V.RiG - Verify design parameters and READ NOTES ON MS AND INCLUDED 1 TEK REFER& E PAGE 191-74?3 BEPOPX U-S& Design valid for use only vdth M1ek 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 ��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/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information i able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-4115 1f5outhemPine�SP lumberisspecified,thedesianvaluesarethoseeffective06 01F2013byALSC Job I Truss Truss Type Qty Ply McCue T6117615 26309 A05 Scissor 7 1 o e erence East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2D14 Mi I eK Innustnes, Inc. I ue Jan 21 uCb5:u6 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-xQpOoPFJ 12QogEU3pCtLTtY8lr4P7PpU_8Z2portCkL I -2-0.0 7-1-14 13.10-0 20-6-2 i 27-8.0 2-0.0 7-1-14 6-8-2 6.8-2 7-1-14 4x4 = 6.00 12 Scale=1:51.6 0 A c5 8 3x6 = 3x6 I 7-1-14 1310-0 20.6-2 27-8-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.76 TCDL 7.0 Lumber Increase 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 8=881/0-7-10 (min. 0-1-8), 2=1001/0-7-10 (min. G-1-8) Max Horz 2=293(LC 7) Max Uplift8=-536(LC 8). 2=-701(LC 8) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.3911-13 >842 240 MT20 244/190 Vert(TL)-0.6311-13 >531 180 Horz(TL) 0.41 8 n/a n/a Weight: 121 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2749/1553, 3-4=-1989/1075, 4-5=-1907/1098, 5-6=190711099, 6-7=1990/1086, 7-8=2793/1623 BOTCHORD 2-13=-1310/2532, 12-13=-1318/2531, 11-12=1314/2542, 10-11 =-1 381/2506, 9-10=-1388/2496, 8-9=-1385/2498 WEBS 5-11=-690/1354, 7-11=-883/656, 3-11=-822/587 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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 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) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=536, 2=701. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,%% %s J 11111111It', PEL S. • M \G•E Ng �j .� No 53681 3. STATE .OF jjj� 1S . < p R 1 FL Cert. 6634 January 21,2014 AWARNING - Verify design parameters aad READ NOTES ON THIS AND INCLUDED Mi TEiK RP.FEREAJCE PAGE NII-7473 BEFORE USE. ■■■ Design valid for use only with h4rek 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 responsiblility of the M iTek' 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 4vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA?MI4. Tampa, FL 33610-0115 If Southern Pine SSP; lumber isspecified, the design values are those effective 06y 0112013 byALSC Jab r Truss Truss Type 0ty Ply McCue T6117616 26309 A06 Scissor 10 1 East coast Truss, Port Pierce, FL. 34946 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:09 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NzlS60-PdNmOIGx3MYfHO3GNwOaO44JIEPkssceDoJbLEztCkK z-o 0 7-1-14 13-10-0 20-6-z 27-8-0 zs B o 2-0-0 7-1.14 s-e 2 6-8.2 7-1-14 2-0-0 ' 3x6 51 4x4 = 6.00 12 US 7-1-14 13-10-0 20-6-2 i 27-8-0 i LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.75 TCDL 7.0 Lumber Increase 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 5.0 Code FBC201 OrrP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=997/0-7-10 (min. 0-1-8), 8=997/0-7-10 (min. 0-1-8) Max Horz 2=-302(LC 6) Max Uplift2=-695(LC 8), 8=-695(LC 8) Scale = 1:53.3 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.3712-14 >907 240 MT20 244/190 Vert(TL)-0.6212-14 >532 180 Horz(TL) 0.41 8 n/a n/a Weight: 125 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-5 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2733/1445, 3-4=-1972/959, 4-5=-1890/981, 5-6=1890/981, 6-7=1972/959, 7-8=2733/1445 BOT CHORD 2-14=-1124/2569, 13-14=-1132/2569, 12-13=112812579, 11-12=-1128/2448, 10-11=113212437,8-10=-1124/2437 WEBS 5-12=-583/1337, 7-12=-843/595, 3-12=-820/595 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=695 8=695. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ```,Illltlllf/ff�`, .�` PE�' S • M '�. No 53681 •'*. t .Tir STATE .OF OR 'IlD S',5;0% FL Cert. 6634 January 21,2014 j& WARNING - Veirify design parameters and READ NOTES ON THIS AND INCLUDED 19TEICREPERENCE PAGE 19II1.7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shovm, 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 responsibillily of the Welk' 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-B9 and BCSI Building Component 6904 Parke East Blvd. safety Information vatlIable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2114. Tampa, FL 33610-4115 115outhernPine�SP1lumberis:-pecified,thedesignvaluesarethoseeffective06 01/2013byAMC Job r Truss Truss Type Oty Ply McCue T6117617 26309 A07 Hip 1 1 ab a ere ce o 'o31) East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:10 2014 Page 1 ID:OiJW7j?z Bsl?38FLaRG3NztS60-tpx8D5HZgggWvYeSxdvpZldYoesSbMwnSS28tgztCkJ i -2-10 6-9-4 13-0-0 i 14-8-0 i 20-10-12 27-8-0 2-0-0 6-9-4 6-2-12 1-8-0 6-2-12 6-9-4 4x8 = 6.00 F12 4x4 = Scale = 1:52.0 3x4 = 1x4 II 3x4 — 3x8 = 3x4 — 1x4 II 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.11 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.18 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 149 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=998/0-7-10 (min. 0-1-8), 9=884/Mechanical Max Horz 2=278(LC 7) Max Uplift2=-696(LC 8), 9=-541(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1533/909, 34=1092/712, 4-5=1009/733, 5-6=-909/724, 6-7=1011/734, 7-8=1094/721, 8-9=1539/920 BOT CHORD 2-15=-707/1334, 14-15=-707/1334, 13-14=-707/1334, 12-13=-374/907, 11-12=719/1312, 10-11=-719/1312, 9-10=-902/1312 WEBS 3-13=-525/382, 5-13=-160/278, 6-12=-163/294, 8-12=533/394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 100 Ito uplift at joint(s) except (jt=lb) 2=696, 9=541. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `v,,�; 111`SIIIfI���I P S. M No 53681 STATE OF �11 N A� 1� ,`' FL Cert. 6634 January 21,2014 ® WARA77NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE MI- 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Isbased 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 voilIable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA R14. Tampa, FL 33610-4115 If Southern Pine�SPJ lumber is <-pecified, the design values are those effective 06/ 01/2013 byALSC Job ' Truss Truss Type Qty Ply McCue T6117618 26309 A08 Hip 1 1 ee a East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:11 2014 Page 1 ID:OiJ W?j?z_Bsl?38FLaRG3NztS60-L?UXRRIBbzoNXiDeU LQ25VAkj2CIKtixg6oiQ6zlCkl i -2-0-0 5-9.4 11-0.0 i 16-B-0 21-10-12 27-8-0 5-9-4 11_o_o 5-8-0 5-2-12 5-9-4 a 6.00 12 4x8 = 22 04 = Scale = 1:51.3 1x4 II S%4 3x8 = 1x4 II 3x4 = 3x4 = 3x4 = 3x4 = i 16-8-0 21-10.12 i 27-8-0 _:M i I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.11 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.16 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 9 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 142 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-14 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 aulde. REACTIONS (lb/size) 2=99810-7-10 (min. 0-1-8), 9=884/Mechanical Max Harz 2=240(LC 7) Max Uplift2=-697(LC 8), 9=-540(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1564/931, 3-4=1219/785, 4-5=1154/799, 5-22=1037/775, 6-22=-1037/775, 6-7=1155/801, 7-8=12201783, 8-9=1574/947 BOT CHORD 2-15=-739/1358, 14-15=-739/1358, 13-14=-478/1036, 12-13=-478/1036, 11-12=-478/1036, 10-11=-756/1351, 9-10=790/1351 WEBS 3-14=-414/300, 5-14=-116/281, 6-11 =-1 20/282, 8-11=426/318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 100 lb uplift at joint(s) except (jt=lb) 2=697, 9=540. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ``,�II111111►/���t, '9 J. No 53681 STATE .O F FL Cert. 6634 January 21,2014 INAP11%M - Verify design parameters and READ NOTES ON THIS AND INCLUDED bTiTEK REFERENCE PAGE D4U-7473 BEPOPE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 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/TPIT 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 Z7.ti14. Tampa, FL 33610-4115 If Southern Pine (SPI lumber isspecified, the design values are those effective 06! 0112m byALSC Job ' Truss Truss Type Qty Ply McCue T6117619 26309 A09 Roof Special 1 1 .loh Reference lootionall East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:13 2014 Page 1 ID:OiJ W7j7z_Bs1738FLaRG3NztS60-HOcHs6JS7b25mON 1 cIT WAwF4ksrAomzE8QHpU?ztCkG r -2-0-0 41 4 9-0-0 14-8-0 - 16-8-0 21-10-12 27-8-0 2-0.0 4-14 4-2-12 ` 5-8-0 r 2-0-0 5-2-12 5-9-4 6.00 4x4 = 4x4 = Scale = 1:52.3 3x4 = 3x8 = 3x4 � 3x4 = 3x4 = 3x4 = 3x4 = 9-0-0 14-B-0 i 20-1412 27-8-0 .... ,. a ,. Plate Offsets (XY): 12:0-2-0,Edgel, 16:0-5-4.0-2-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 7.0 Lumber Increase 1.25 BC 0.57 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 BCDL 5.0 Code FBC201 O/TP 12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=998/0-7-10 (min. 0-1-8), 10=884/Mechanical Max Horz 2=239(LC 7) Max Uplift2=-695(LC 8), 10=-543(LC 8) DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.1313-15 >999 240 MT20 244/190 Vert(TL)-0.2415-18 >999 180 Horz(TL) 0.06 10 n/a n/a Weight: 142 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. M7ek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer installation ouide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1573/991, 3-4=1337/842, 4-5=1288/855, 5-22=1159/822, 6-22=-1159/822, 6-7=1507/1072, 7-8=1411/1013, 8-9=1480/1000, 9-10=1574/959 BOT CHORD 2-15=-804/1373, 14-15=-675/1309, 13-14=-675/1309, 12-13=-488/1026, 11-12=-488/1026, 10-11=-780/1352 WEBS 3-15=-285/258, 5-15=-147/325, 6-13=-731/555, 7-13=-567/847, 7-11=-294/447, 9-11=-312/295 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; 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) 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 tolaccount for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.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 100 lb uplift at joint(s) except Qt=lb) 2=695, 10=543. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ``���r,tr,u urrrrr�i PEA S.M �.���G�••�G•E•/Vg • No 53681 STATE .OF ' i, �•, • 0 R 1�•• • ,� %% FL Cert. 6634 January 21,2014 A wAP,NING- - Verify design pa,-anreters and READ NOTES ONTRIS AND INCLUDED btf7`EX R =110E PACE DIII 7473 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 responsibilliy of the I VI iTe k` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Cflteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information cc�}val[[oble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1f5outhernPineSSP}lumberisspecified,thedesignvaluesarethoseeffective06 10112023byALSC Job • Truss Truss Type Qty Ply McCue T6117620 26309 A10 Roof Special 1 1 ob a eceotoal East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:15 2014 Page 1 ID:OiJW?j?z 8sl?38FLaRG3NztS60-Emk1GoLifClpOJXQIA% GLKP6fYMGbvWbkmvZurtCkE i -2-0-0 7-0-0 12-8-0 16-8-0 21.10.12 27-8-0 2-0.0 7-0-0 5-8-0 4-0.0 5-2-12 5-9-4 Scale = 1:51.3 4x4 = 3x4 = 1x4 II 3x4 = 3x4 — 3x4 — 3x4 = 3x8 = 0 i 12-8-0 19-10-12 i 27-8-0 0 5-8-0 7-2-12 Plate Offsets (X,Y): 13:0-5-4.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.17 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.29 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 133 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=1002/0-7-10 (min. 0-1-8), 8=881/Mechanical Max Horz 2=239(LC 7) Max Uplift 2=-701 (LC 8), 8=-537(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1482/867, 34=1643/1078, 4-5=1930/1304, 5-6=-13261928, 6-7=-13951915, 7-8=1563/957 BOT CHORD 2-13=-653/1385, 12-13=-652/1265, 11-12=-652/1265, 11-20=-480/1017, 10-20=-480/1017, 10-21=-480/1017, 9-21=-480/1017, 8-9=-766/1343 WEBS 3-11 =-283/517, 4-11 =-1 0881784, 5-11=-737/1118, 5-9=-224/428, 7-9=314/295 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; 1111 111111 1I11 I/j# Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��� �� S. ,t 3) Provide adequate drainage to prevent water ponding. ,� �P` , . • • • ✓%9 ' 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,�� ��j ,• G E N S' •, (j/ ' ••• responsibility of the fabricator to increase plate sizes to account for these factors. `� ; F �... !• 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for 10.0 bottom live load live loads. No 53681 •• a psf chord nonconcurrent with any other / 0 * * 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 BCDL = 5.Opsf. : ) _ i " ` 1 — chord and any other members, with 8) Refer to girder(s) for truss to truss connections. '0 : ; j;�a %1-y,1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=1b) 2=701, + STATE (V + 8=537. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,OF 4Q -'. '�iX� . 4 OR i Q, .' Z. ��` LOAD CASE(S) Standard ��'�sSt'A FL Cert. 6634 January 21,2014 WARNING - Va-ify design parameters and READ NOON THIS ARID INCLUDED bIITEF RP.FERENCE RAGE h111.7473 BEFORE USE. ■■ Design valid for use only with NaTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the iTek` 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. Sale ty Information vat able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 2314. 1f5outhernPineISPIIumberisspecified,tInedesianvaluesarethose effective06 0112013byAL5C Tam a, FL 33610-4115 p Job • Truss Truss Type Qty Ply McCue T6117621 26309 A11G Roof Special Girder 1 1 o e e e ce (optional) Last coast I Fuss, hart Nlerce, FL. 34'J45 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:17 2014 Page 1 I D:OiJ WY?z_8sl?38FLaRG3NztS60-A9sohUMyApZXFdgorbXSLm QhmT7mkWMp32FOdmztCkC 2-0-1 5 ao 10-8-0 16-8-0 21-10-12 27-aa 2-ao "1 5-8-0 6-0-0 5-2-12 ss a Scale = 1:51.3 4x4 = 3x6 = 3x6 11 3x4 = 4x4 3x8 = 1x4 11 3x4 = Special 4x4 = 5-0-0 10.8-0 16-8-0 21-10.12 27-8-0 IN 5-8-0 6-0-0 5-2-12 5-9-4 Plate Offsets (X.Y): 13:0-5-4 0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.35 13-14 >958 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.47 13-14 >705 180 BCLL 0.0 • Rep Stress Incr NO WE 0.61 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2010/T1312007 (Matrix-M) Weight: 135 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. 3-4: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 4-10 2-12: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=1769/0-7-10 (min. 0-2-1), 8=1072/Mechanical Max Herz 2=239(LC 24) Max Uplift2=-1264(LC 8), 8=-678(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3270/2172, 3-21=-3441/2304, 4-21=3441/2304, 4-5=-1640/1090, 5-6=-1570/1103, 6-7=1633/1090, 7-8=-1953/1225 BOT CHORD 2-14=-1845/2857, 14-22=-1878/2910, 13-22=1878/2910, 12-13=-2177/3449, 11-12=-2177/3449, 10-11=-2177/3449, 9-10=-1001/1686, 8-9=-1026/1686 WEBS 3-14=-594/925, 3-13=-833/978, 4-13=-378/419, 4-10=-2223/1550, 5-10=-716/1095, 7-10=-422/312 NOTES 1) Unbalanced roof live loads have been considered for this design. `,�111111ttt11j11 � 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; `� C `P ` '� ' Exp C; 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 pending. �� �G , Ci E N S • �� i� 4��'•, ©,, 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 7• ~ j�j O 53681 responsibility of the fabricator to increase plate sizes to account for these factors. ,►��E* \ '� 5) The solid section of the plate is required to be placed over the splice line at joint(s) 12, 11. 6) Plate(s) at joint(s) 3, 4, 5, 6, 2, 14, 13, 10, 7, 9 and 8 checked fora plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 and 11 checked for a plus or minus 4 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . G•'' STATE i� F 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.T(•� O P • ��,�� , 4.0 �jP 10) Refer to girder(s) for truss to truss connections. 11) Provide others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) except Qt=lb) i 0 `` R . • ,� 4,; mechanical connection (by plate 2=1264,8=678. &/p N A1- �:,`�� "Semi 11111 12) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t t 11110$ 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 122 lb up at 5-0-0 on top chord, and 217 lb down and 164 lb up at 5-0-0, and 708 lb down and 493 lb up at 5-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL. Cert. 6634 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). January 21,2014 Q.dA( GAISE E62andard WARMNG - VerVy design parameters and F..EAD NOTES ONYHIS END INCLUDED BfITRKREFERENCE PAGE 1rHI-7473 BEFORE USE. Design valid for use only with Wek 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 a ci responsibility of building designer - not truss designer. Brang shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I V I Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Qvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. liSouthernPine SP lumberisspedfied, the desiznvalues are those effective067 0112013byAL5C Tampa, FL 33610-4115 Job ' Truss Truss Type Oty Ply McCue T6117621 26309 A11G Roof Special Girder 1 1 o e erence o do a East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-3=54, 3-4=54, 4-5=-54, 5-8=-54, 15-18=-10 Concentrated Loads (lb) Vert: 3=-46(B) 14=-205(B) 22=-708(B) 7.510 is Jan 132014 MiTek Industries, Inc. Tue Jan 21 07:56:17 2014 Page 2 ID:OiJ V4?j?z_BsI738FLaRG3NzlS60-A9sohUMyApZXFdgorbXSLmOhml7mkWMp32FOdmztCkC a, WARNING • Verify design parameters and READ NOt EES ON 7WIS AND INCLUDED MITEK REFERENCE PAGE I ff19473 BEFORE USE. Design valid for use only with Wek 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 B 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/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IiSouthernPinea{SP�1umberis:pecified,tInedesign vaIuesarethe seeffective46 103/2013byALSC M2 MiTek` 6904 Parke East Blvd. Tampa, FL 33610-4115 Job r Truss Truss Type Qty Ply McCue T6117622 26309 B01G Hip Girder 1 1 efreneof East Coast Truss, Fort Pierce, FL. 34946 2-0-0 7-0-0 4-0-0 4x8 = 1x4 II 3 18 4 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:19 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-6YzY6AOCiRpEUxgByOawQBV?sGt?CXX6WMk7ifzlCkA 4-0-0 7-0-0 4x8 = 19 5 3x4 = 1x4 II 3x8 =-" ' 1x4 II 3x4 = i 7-0-0 i11-0.0 15-0-0 i 22-0-0 , 2-0-0 Scale = 1:43.9 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.18 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.22 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.08 6 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 104 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=1425/0-7-10 (min. 0-1-11), 6=1418/0-7-10 (min. 0-1-11) Max Horz 2=-168(LC 6) Max Uplift2=-1139(LC 8), 6=-1154(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2401/1820, 3-18=-2356/1926, 4-18=2356/1926, 4-19=2356/1926, 5-19=2356/1926, 5-6=2388/1852 BOT CHORD 2-11=-1417/2103, 11-20=-1428/2120, 10-20=142812120, 9-1 0=-1 457/2071, 9-21=-1457/2071, 8-21=-1457/2071, 6-8=1446/2053 WEBS 3-11=-255/434, 3-10=-356/447, 4-10=-426/422, 5-10=-308/462, 5-8=255/434 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1139, 6=1154. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 162 lb up at 7-0-0, 140 lb down and 162 lb up at 9-0-12, 140 lb down and 162 Ib up at 11-0-0, and 140 lb down and 162 lb up at 12-11-4, and 271 lb down and 264 lb up at 15-0-0 on top chord, and 370 lb down and 312 lb up at 7-0-0, 49 lb down at 9-0-12, 49 lb down at 11-0-0, and 49 lb down at 12-11-4, and 370 lb down and 312 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 January 21,2014 ® IVARNTNG - Vetify design parameters a_nd READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE T13T1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 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 Gvoilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine SP lumberissoecified,thedesig-nvaluesarethoseeffective015 01J2013byAL5C Jab Truss Truss Type Qty Ply7Job T6117622 26309 B01G Hip Girder 1 ferencefootionall East Coast Truss, Fort Pierce, FL 34946 7.510 s Jan 13 2014 MITek Industries, Inc. Tue Jan 21 07:56:20 2014 Page 2 ID:OiJW?j?z Bsl?38FLaRG3NztS60-akXwKWPrTkx564PNWj59zP2AcgDExznFI0TgE5zlCk9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-5=-54, 5-7=-54, 12-15=-10 Concentrated Loads (lb) Vert: 3=-84(B) 5=-67(B) 11=-370(B) 10=-22(B) 4=-84(B) 8=-370(B) 18=-84(B) 19=-84(B) 20=22(13) 21=-22(B) WAR.NIidG - Verify design pm-arnefers and RFaD NOTES Off THIS AND INCLUDES MIrEK REFERE.NL'E PAGE LyII7-7473 BEFORE USE. ■■■� Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek` 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 vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 231r4. Tampa, FL 33610-0115 I,SouthemPine�SPlumber is_pecified,the desij;nvalue-s are those effective0b 01r2fl13byALSC Job 0 Truss Truss Type Qty Ply T6117623 E 26309 602 Hip 1 1 ference footionah East Coast Truss, Fort Pierce, FL 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56.,21 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS6O-2w5JXrPTE23ykE_Z4Rc0VcaSf4axgRKPzgDEmxztCk8 r -2-0-0 6-3-6 9-0.0 i 130.0 i 15-8-10 22-0-0 240.0 r 2-0.0 r 6-3-6 2-&10 4-0.0 2-8-10 6-3-6 2-0.0 Scale = 1:43.9 4x4 = 4x8 = 3x4 = 3x8 = __ 3x4 = 3x4 = i 9-0-0 130-0 22-0-0 9-0-0 4-0-0 9-0-0 Plate Offsets (X Y): f2:0-2-0.Edge1 f5:0-5-4,0-2-01 f7:0-2-0 Edgel LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.12 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.23 9-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 108 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallatiQn REACTIONS (lb/size) 2=815/0-7-10 (min. 0-1-8), 7=816/0-7-10 (min. 0-1-8) guide. Max Horz 2=-205(LC 6) Max Uplift2=-583(LC 8), 7=583(1_C 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1108/681, 34=905/620, 4-5=775/580, 5-6=-904/620, 6-7=-1107/681 BOT CHORD 2-11=420/1001, 10-11=-253/774, 9-10=-253/774, 7-9=-420/1000 WEBS 3-11=-269/248, 5-9=145/257, 6-9=-270/248 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 water prevent ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. ,`� G�,P •, .E • Ci N y SF�'•,�Q, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �N,••�� 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 _ No 53681 1 •' fit between the bottom chord and any other members. * r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=583, : i 7=583. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ -p ; ,; •�,� ;. ` LOAD CASE(S) Standard STATE OF (j'• �� FL Cert. 6634 January 21,2014 IVAP-WNG - Verify design parameters and PE9D NOTES ON THIS AND INCLUDED riIITEKRSFERENCE PAGE MI-7470 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 wreb members only. Additional temporary bracing to insure stability during construction is the responsibility of the M 6Tek• 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 vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ISouth ern PineJSPIlumber is<pecified, the design values arethose eflective46 0112013byALSG Job Truss Qty Ply McCue26309 Fuss.Type T6117624 B03 n 5 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:22 2014 Page 1 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-X7fhkBQ5?MBpLOZme87d2g7T6Ur6Pq_YCJynI_ztCk7 i 15-1-12 22-0-0 -2-0.0 i 6-10.4 11-0-0 24-0-0 2-0-0 6-10-4 4.1-12 4-1-12 6.10.4 2-0.0 Scale = 1:43.1 4x4 = 6.00 12 4x4 = 1x4 11 1x4 n 4x4 — 6-10-4 -6-3 14-5- 3 1 1-1 22-0-0 6-10-4 7-1 6-11-11 7-1 6-10-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.96 TCDL 7.0 Lumber Increase 1.25 BC 0.77 BCLL 0.0 Rep Stress Incr YES WB 0.33 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=816/0-7-10 (min. 0-1-8), 10=816/0-7-10 (min. 0-1-8) Max Horz 2=241(LC 7) Max Uplift2=-583(LC 8), 10=-583(LC 8) Max Grav 2=878(LC 13). 10=878(LC 14) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.46 12-14 >574 240 MT20 2441190 Vert(TL)-0.7512-14 >353 180 M18SHS 2441190 Horz(TL) 0.03 10 n/a n/a Weight: 92 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allaticin guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1735/690, 34=853/548, 4-5=-811/556, 5-6=-194/427, 6-7=-194/428, 7-8=810/556, 8-9=-852/548, 9-1 0=-1 708/682 BOT CHORD 2-14=-1013/2492, 14-22=-249/937, 13-22=-249/937, 13-23=-249/937, 12-23=-249/937, 10-12=-976/2359 WEBS 5-15=-1332/845, 7-15=-1332/845 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=583, 10=583. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard No 53681, 13.%, STATE OF .' 441' �i ss 0IV A� E�%�`�� FL Cert. 6634 January 21,2014 WERMNG • VeH y design pa cmzet. m and REAP MOTES OM THIS END INCLUDED MTEK REFERENCE RA GE MSI-7473 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 a 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 responsibilrity 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 vol able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. Tama, FL 33610-4115 115outhern Pine SP lumber is specified, the design values are those effective 06y 01,f'2013 byALSG P * Truss Truss Type Qty PlyTJobeReference F26309 T6117625 804 Common 3 (optional) East Coast Truss, Fort Pierce, FL. 34946 5-9-4 1-1-0 - 4-1-12 4x4 = 6.00 12 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:24 2014 Page 1 ID:OiJW?j?z 8sl?38FLaRG3NztS60-TVnR9tSLXzRXbij8lZ957FCpLHXbtkJrgdRuNsztCk5 4-1-12 1-1-0 - 5-9-4 Scale = 1:39.5 I$ 12 20 11 21 10 3 = 7 0-0 1x ]I 3x8 M18SHS = 1x4 l 3x6 = 6-10-4 -6-3 14-5-13 1 1-1 22-0-0 6-10-4 -7-1 6-11-11 7-1 6-10-4 Plate Offsets MY): 111:0-4-O.Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.46 10-12 >572 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.75 10-12 >352 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress incr YES WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC201 OITP12007 (Matrix-M) Weight: 85 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) 1=704/Mechanical, 9=704/Mechanical Max Horz 1=203(LC 7) Max Uplift 1=-431(LC 8), 9=431(LC 8) Max Grav 1=774(LC 13), 9=774(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1954/1087, 2-3=-858/559, 3-4=816/567, 4-5=208/433, 5-6=208/435, 6-7=816/567, 7-8=-858/559, 8-9=-1931/1087 BOT CHORD 1-12=-1544/2802, 12-20=-346/921, 11-20=-346/921, 11-21=-346/921, 10-21=-346/921, 9-10=-1544/2689 WEBS 4-13=-1346/874, 6.13=-1346/874 Structural wood sheathing directly applied. Rigid ceiling directly applied or 9-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=431, 9=431. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ull,r��4f.* I q .:� No 53681 e 3 STATE .OF 4044/ 41 1111111 FL Cert. 6634 January 21,2014 2, WAR!MG - Verifyt design parameters and PS.AD NOTES ON THIS AAM INCLUDED A5FEKREFERE?,ICE PAGE Wl-7473 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' �T��, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding f VI fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSI Buflding Component 6904 Parke East Blvd. Safety Information Available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA z2314. Tampa, FL 33610-4115 1f5outhernpine Sp lumber isspecified, the deM.=nvaluesarethoseeffective 06 01%2013byALSC Trus Truss Truss Type Qty PlyTJobCReference Flob T6117626 Hip Girder 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:27 2014 Page 1 ID:OiJW?j?2_8sl?38FLaRG3NztS60-t4SaovUEqup6S9RjQijoltgPEVdu43AHMbgY BztCk2 i -2-0-0 2-8-10 i 3-8-10 5-0.0 10-4-0 11-7-6 i 12-7-6 15-4-0 16-6-8 2.0-0 2-8-10 1-0-0 1-3-6 5-4-0 1-3-6 1-0-0 2-8.10 48 = 4x4 = — 5 23 Scale: 31W--l' i 2-&10 3-g10 5-0.0 10-4-0 11-7-6 i 12-7-6 15-4-o 2-8-10 1-0.0 1-3-6 5-4-0 1-3-6 0.1 0 l 2-6-10 Plate Offsets (X.Y): (5:0-5-4 0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.13 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.18 13-14 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.46 Horz(TL) 0.11 9 n/a n/a BCDL 5.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 78 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) 2=83410-7-10 (min. 0-1-8), 9=786/0-7-10 (min. 0-1-8) Max Harz 2=128(LC 24) Max Uplift2=-646(LC 8), 9=-580(LC 8) Max Grav 2=834(LC 1), 9=789(LC 30) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1109/735, 3-4=2326/1440, 4-5=-1822/1197, 5-23=-1682/1155, 23-24=-1682/1155, 24-25=-1682/1155, 25-26=-1682/1155, 6-26=1682/1155, 6-7=-1792/1207, 7-8=2267/1477, 8-9=-11401770 BOT CHORD 2-16=-603/1122, 15-16=-667/1264, 14-15=-1107/2053, 14-27=-958/1766, 27-28=-958/1766, 13-28=-958/1766, 12-13=-1132/1939, 11-12=-713/1200, 9-11=-666/1198 WEBS 3-16=927/528, 3-15=701/1274, 4-15=-270/516, 4-14=-414/211, 5-14=-215/462, 6-13=222/425, 7-13=-392/231, 7-12=299/496, 8-12=695/1198, 8-11=875/546 Structural wood sheathing directly applied or 3-5-15 oc purlins. Rigid ceiling directly applied or 5-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45f; L=24f; eave=4ft; Cat. II; Exp C, 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=646, 9=580. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 106 lb up at 5-0-0, 123 lb down and 106 lb up at 7-0-12, and 123 lb down and 106 lb up at 8-3-4, and 128 lb down and 106 lb up at 10-4-0 on top chord, and 149 lb down and 104 lb up at 5-0-0, 0 lb down and 12 lb up at 7-0-12, and 0 lb down and 12 lb up at 8-3-4, and 149 Ib down and 104 lb up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %00111111111111111 No 53681 STATE JF :./1j �Z 10, OR •,'"'S "11110 N A� E����• FL Cert. 6634 January 21,2014 I WARIVM - VeHfy design parameters amid READ NOTES ON THIS AND INCLUDED I TEF REFERENCE PAGE 1191-7473 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 pp}� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTeiC� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �y� fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information gqvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. Tampa, FL 33610-0115 If5outhernPinel5P�lumberisspecified,thedesignvaluesarethoseeffective06 01,r2013byAL5C p Job 1 Truss Truss Type Oty Ply T6117626 TJob 26309 C01G Hip Girder 1 ference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:27 2014 Page 2 ID:OiJV?j?z_8sl?38FLaRG3NztS60-t4SaovUEqup6S9Rj0ijoltgPEVdu43AHMbgY_BztCk2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-6=-54, 6-10=54, 16-17=-10, 15-16=10, 12-15=10, 11-12=10, 11-20=-10 Concentrated Loads (lb) Vert: 5=-52(F) 6=-52(F) 14=-130(F) 13=130(F) 24=-52(F) 25=-52(F) 27=4(F) 28=4(F) LVARMAT I - Ver-ify design parameters an d READ NOTES ON TNIS AND INCLUDED M MK REFERENCE PAGE blfl-7473 BEFOPE USE. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is foran 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 i�iTek` 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 14. IfSouthernPine JSp1lumber isspecified, the design values are those effectivel7-fi 0312023byAL5C 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply McCue T6117627 26309 CO2G Hip Girder 1 2 ob Reference o io a East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:31 2014 Page 1 ID:OiJ W7j?z_Bsl?38FLaRG3NztS60-mri5dGXkt7KKwnlUfXnkvj?2i6y?CgmtHDem7yztCk_ i� 2-8-10 , 3-8-10 6-0.11 9-3-5 7-6 1 12-7-6 15 410 2-0.0 2-8-10 1-10 2-4-1 3-2-10 2-4-1 1-0.0 2-8-10 Scale = 1:29.7 48 = 20 4x4 = 3x4 � 3x6 6.00 12 4 7 4x4 � 5x5 8 2 6 14 7x6 i 13 21 lZ 12 22 1 9 - \�, 4 6x6 = HUS26 6x8 = T" 1 !d 1 I$ HUS26 6x8 M18SHS -` 15 1 12.00 12 HUS26 10 23 3x4 = HUS26 4x8 M18SHS -- 3x6 = Ix8 M18SHS % i 2-8-10 3-8-10 6-0-11 935 11-7-1 12-7-6 1 15-4-0 2-B•10 1-0.0 2-4-1 3-2-10 2-4-1 1-0.o 2-8-10 Plate Offsets (X.Y): I5:0-5-4 0-2-01.f8:0-2-B 0-2-121.f11:0-3-12 0-3-81 112:0-4-0 0-4-41 113:0-3-0 0-3-121.114:0-2-8 0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.26 11-12 >715 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.35 11-12 >533 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.68 Horz(TL) 0.20 9 n/a n/a BCDL 5.0 Code FBC20101rP12007 (Matrix-M) Weight: 185 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x6 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. 2-15,9-10: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-14,8-11: 2x4 SP No.2 REACTIONS (lb/size) 9=3107/0-7-10 (min. 0-1-13), 2=2212/0-7-10 (min. D-1-8) Max Harz 2=142(LC 24) Max Uplift9=-2040(LC 8). 2=1593(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4498/2984, 3-4=-8676/5812, 4-5=-6516/4459, 5-20=6646/4511, 6-20=-6646/4511, 6-7=7176/4828, 7-8=-1187317830, 8-9=-6639/4382 BOT CHORD 2-15=-2590/3967, 14-15=-2810/4323, 13-14=4944/7473, 13-21=-3980/5990, 12-21=-3980/5990, 12-22=-6529/9999, 11-22=6529/9999, 10-11=4322/6631, 10-23=-3849/5890,9-23=-3849/5B90 WEBS 3-15=2623/1762, 3-14=2903/4343, 4-14=990/1593, 4-13=1764/1157, 5-13=1615/2301, 5-12=523/863, 6-12=-1996/2990, 7-12=3818/2489, 7-11=-2258/3545, 8-11=-3528/5415, 8-10=-3314/2188 NOTES Continued on page 2 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 10-8 2x4 - 1 row at D-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 9=2040,2=1593. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `,,`IIII1111Ifill 'I S. M No 53681 3. STATE OF .••�� E N A�.�`` FL Cert. 6634 January 21,2014 A WARNING - Ver-ify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mil-7473 BEFOP.E 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 iTek' 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 gvat able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 14. Tampa, FL 33610-4115 115outhernPine{SP�lumberisspecified,thedesignvaluesarethoseeffective06 01(2013byAL5C Job Truss Truss Type Qty Ply McCue T6117627 26309 CO2G Hip Girder 1 2 b e e e Ce O tlOna East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:31 2014 Page 2 ID:OiJ W?j?z_8sI?38FLaRG3NztS60-mri5dGXkt7KXwnlUfXnkvj?2i6y?OgmlHDem7yztCk_ NOTES 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chord. 14) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=54, 5-6=-54, 6-9=-54, 2-15=-10, 14-15=-10, 11-14=-10, 10-11=-10. 9-10=10 Concentrated Loads (lb) Vert: 12=859(131) 21=1646(B) 22=-861(B) 23=-861(B) AWAR147M - Verify design parameters and READ NOTES ON THIS AND INCLUDED W 77KREFERENCE PAGE riff(-7473 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. 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 iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 4voilable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 1r4. Tampa, FL 33610-4116 1f5outhernPtne{SPJlumberisspecified,the-desieff gnvaluesarethoseective06 0112013byAL5C Job Truss Truss Type Qty Ply McCue T6117628 26309 DO1G Hip Girder 1 1 Job Reference (o do Masi ouasl I russ, run Ylerce, rL. 341)40 2.0-0 5-0-0 5-4-0 4x8 = 3 16 17 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 7.0 Lumber Increase 1.25 BC 0.40 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) 1-blu s Jan 13 2u14 MI I eK Industries, Inc. I ue Jan 2l ut:b5:32 2014 Page t ID:OiJM.?z_8sl?38FLaRG3NztS60-E2GTrcYMeQSOYwKhDFIzSxXGBWMEIQg1VtNJePztgz 5-0-0 1-2-8 44 = DEFL in (lac) Udefl Ud PLATES GRIP Vert(LL) 0.07 7-9 >999 240 MT20 244/190 Vert(TL) -0.11 7-9 >999 180 Horz(TL) 0.03 5 n/a n/a 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) 2=90310-7-10 (min. 0-1-8), 5=856/0-7-10 (min. 0-1-8) Max Horz 2=128(LC 24) Max Uplift2=717(1-C 8), 5=-654(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1397/985, 3-16=-1220/945, 16-17=-1220/945, 17-18=-12201945, 18-19=-1220/945, 4-19=-1220/945, 4-5=1401/993 BOT CHORD 2-9=747/1248, 9-20=-754/1264, 8-20=-754/1264, 7-8=-754/1264, 5-7=-751/1202 WEBS 3-9=1141318, 4-7=-132/317 Scale = 1:31.4 Weight: 68 lb FT = 0% Structural wood sheathing directly applied or 4-2-0 cc purlins. Rigid ceiling directly applied or 6-9-11 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=717, 5=654. 9) "Sernkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 116 lb up at 5-0-0, 112 lb down and 116 Ito up at 7-0-12, and 112 lb down and 116 lb up at 8-3-4, and 117 lb down and 116 lb up at 10-4-0 on top chord, and 214 lb down and 164 lb up at 5-0-0, 26 lb down at 7-0-12, and 26 lb down at 8-3-4, and 214 lb down and 164 lb up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �PEL S. M GEN No 53681 • STATE ,OF �14/` 10 11118111111111, FL Cert. 6634 January 21,2014 Continued on oaae 2 AWARMNG - Verify design parameters and READ A10TI ES OMTHIS END INCLUDED 1i4fTEKREFERENCE PAGE M-7473 BEFORE USE. ■■■ Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk' 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 vail!able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 I15authernPine�SPjlumber issperified,thedes! =nvalue_arethcaeeffective06 0112013byAL5C Job Truss Truss Type Qty Ply McCue I T6117628 26309 D01G Hip Girder 1 1 b ee ce o ti East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 1D-13=-10 Concentrated Loads (lb) Vert: 3=42(F) 4=42(1`) 8=-13(F) 9=-201(F) 7=-201(F) 17=-42(F) 18=42(F) 20=-13(F) 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:32 2014 Page 2 ID:OiJ W?j?z_8sl?38FLaRG3NztS60-E2GTrcYMeQSOYwKhDFIzSxXGBWMEIQg1 VtNJePztCjz ®WARNING - Verify design pm-ameter and PEAD N07�S ON7WIS AND INCLUDED MITEKREFERE.NCE PAGE PHI-7473 EEFOP-E 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 buss 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 i%k` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tam a, FL 33610.4115 if Southern Pine�SPtumber isspecified, the design values are those effective 46/01; 2413 by ALSO P Job Truss Truss Type Oty Ply McCue T6117629 26309 002G Hip Girder 1 n L ob eee c o i East Coast Truss, Fort Pierce, FL 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:33 2014 Page 1 I D:0 iJVPj?z_8sl?38F LaRG3NzlS 60-iEgr2yZ?PkaFA4vtnyq C_84Rxwf6UowAkX7sArztgy 6-0-11 9-3-5 15-4-0 6-0-11 3-2-10 6-0-11 4x8 = 1 42 12 13 4x4 = Scale = 1:25.6 3x8 = nuaza nuoz0 3x10 II ax3 — 6x6 = nuaLo nuozo nuaco 3x8 = HUS26 LOADING (psf) SPACING 21-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 7.0 Lumber Increase 1.25 BC 0.62 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 BCDL 5.0 Code FBC20101rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 REACTIONS (lb/size) 1 =3332/0-7-1 0 (min. 0-1-15), 4=359310-7-10 (min. 0-2-2) Max Horz 1=112(LC 24) Max Uplift 1 =-2085(LC 8), 4=-2260(LC 8) DEFL in (loc) Well Ud PLATES GRIP Vert(LL) 0.17 7-9 >999 240 MT20 244/190 Vert(TL) -0.24 7-9 >783 180 Horz(TL) 0.05 4 n/a n/a Weight: 149 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5693/3535, 2-12=-5072/3276, 12-13=5072/3276, 3-13=-5072/3276, 3-4=5627/3513 BOT CHORD 1-14=3066/5011, 14-15=-3066/5011, 7-15=-3066/5011, 6-7=-3134/5123, 5.6=3134/5123, 5-16=-3047/4964, 16-17=-3047/4964, 4-17=-3047/4964 WEBS 2-7=1396/2316, 3-5=-1364/2240 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 G-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-9-0 Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; 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. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2085, 4=2260. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc max. starting at 2-3-4 from the left end to 14-3-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 0teL rSrrrrr��i No 53681 STATE OF CD • w ' rr1111111 FL Cert. 6634 January 21,2014 LWARNMG - Verify design parameters and READ NOTES ON THIS END INCLUDED IrliTEICREFEREMCCE PAGE MII-7473 BEFORE USE. ■r Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the M iTek` 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 val able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 If Southern Pine�SP� lumber isspecified, the design values are those effective 06/01;r2013 byALSC p Job Truss Truss Type Qry Ply T611762926309 Fj.bcgeference D02G Hip Gifdef 1L (optional) Last coast i russ, Tort Tierce, t-L. 3494b LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 3-4=-54, 1-4=-10 Concentrated Loads (lb) Vert: 6=-871 (B) 7=-874(B) 11 =-694(B) 14=-874(B) 15=-874(B) 16=-1 062(B) 17=-694(B) 7.510 s Jan 13 2014 Mire' Industries, Inc. I ue Jan zi W:56:34 2014 Page 2 ID:OiJW?j?z Bsl?38FLaRG3NztS60-AQNDGIZdA2i6nEU3LgLRXMdbhJ?LDF9JzBsQjHztgx ® LkLRNING - Veyi MY design parameters and PEAL) NOTES ON THMg AND INCLUDE?} MEEK REFERENCE P-4GE 7t1II.7478 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the p �'�e �• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0115 It Sauthern Pine ISPI lumber issgecified, the design values are those efiective 06 101('2013 by AL5C Job Truss Qty PlyTJob 7--ssType T6117630 26309 E01G p Giber 1 rence (optional) tasl Roast I nuss, hop Pierce. FL. 34945 7.510 s Jan 13 2014 MITeK Inauslries, Inc. Tue Jan 21 07:65:35 2014 Page 1 ID:OiJ W?j?z_Bsl?38FLaRG3NztS60-edxbTeaFxLgzPO3GuNsg3Z9rzjSPyolTBrczFjztCjw -2-0-0 2-6-0 3-8-0 6-0-0 2-0-0 2-&0 1-0-0 2-6-0 1-2-8 44 = 48 = Scale = 1:18.5 2-8-0 3-Cr0 6-0-0 2-6-0 1-ao 2-&0 Plate Offsets (X Y): 12:0-4-0 0-0-41 f4:0-5-0 0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 29 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatba guide, REACTIONS (lb/size) 2=286/0-8-0 (min. 0-1-8), 5=229/0-8-0 (min. 0-1-8) Max Harz 2=82(LC 7) Max Uplift2=-298(LC 8), 5=-217(LC 8) Max Grav 2=346(LC 36), 5=289(LC 37) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=429/131, 4-5=294/133 BOT CHORD 2-8=140/506, 8-16=119/317, 7-16=-119/317, 5-7=-119/312 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; 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) 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. % `"C `P , .. • • M,qn /� 5) Plates checked for a plus or minus 0 degree rotation about its center. `�% NG , (, ENS • • v/ �i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' F 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 `^ No 0 53681 fit between the bottom chord and any other members. _ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=298,3. 5=217. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :AZ Z r 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 54 lb up at 3-0-0, r :53- :� STATE ;OF and 104 lb down and 63 lb up at 3-6-0 on top chord, and 70 lb down and 39 lb up at 2-6-0, and 2 lb down and 42 Ito up at 3-0-0, and CJ 70 lb down and 39 lb up at 3-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i� ``s 0 R 1 Dead d CASE(S) RoofLiveStandard IN Lumber Increase=1.25, Plate Increase=1.25 ��5 �O IN Al �, ` % Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-6=-54, 9-12=-10 FL Cert. 6634 January 21,2014 a,WARNING - VeHfy design pa aneete s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 161-7473 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 B the responsibillity of the iViiTe i(t 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 gqvoiffable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 If SouthernPinegSPFlumberis pecified, the deflgnvaluesarethose ef#ective46 01/2913byALSC Job Truss Truss Type Oty Ply McCue T6117630 26309 E01G Hip Girder 1 1 East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=1 1 (F) 8=9(F) 7=9(F) 15=16(F) 16=4(F) 7.510 s Jan 13 2014 MITek Industries, Inc. Tue Jan 21 07:56:35 2014 Page 2 ID:OiJ VV?j7z_8sl?38FLaRG3NztS60-edxbTeaFxLgzP03GuNsg3Z9rzjSPyolTBrczFjztgw ® LVAI'-.NING - Veirify design parameters and READ NOTES ON THIS AND INCLUDED bffTEK REFERENCE PAGE Affl-7473 BEFORE USE, ■■■■ Design valid for use only with M1ek connectors. This design 6 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 �l /� iTek` 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 iVi 10bricotion, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ivai able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 3361D-4115 1f5authernPine}SPlumberisspecified, the designrraluesarethaneefxectivet76 10112013by,A,LSC Job Truss Truss Type Qty Ply McCue T6117631 26309 MG5 Monopitch Girder 1 n L ob e e io East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:36 2014 Page 1 ID:OiJW?j?z_8sI?38FLaRG3NztS60-6p\ _g_btifyg1YdSS5Nvcni1 N7hxhFYcQVLXnAztCjv 5-0-0 5-0-0 Scale = 1:17.3 3x4 = 2,,4 11 5-0-0 5-00 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI TC 0.27 BC 0.55 WB 0.00 (Matrix-M) DEFL in Vert(LL) 0.06 Vert(TL) -0.08 Horz(TL) 0.00 (loc) Udell Ud 3-5 >977 240 3-5 >717 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=980/0-7-10 (min. 0-1-8), 3=718/Mechanical Max Horz 1=130(LC 8) Max Uplift I =-583(LC 8), 3=-483(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131"xW) nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1 Od (0.131"xY) nails as follows: 2x6 - 2 rows staggered 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. tj% J11111 1 1!111 5) Plates checked for a plus or minus 0 degree rotation about its center. designed for 10.0 bottom live load live loads. `�� �L S M 6) This truss has been a psf chord nonconcurrent with any other ,�% �P ...... •' 9�1 7) ' This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `� tJ C E N •; J*� fit between the bottom chord and any other members. �� ��•••• �� `S�••'•% 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=583, + *":• 1 No 53681 .: 3=483. j 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at ) 3-0.12 to back face bottom 1-0-12 from the left end to to connect truss(es) of chord. STATE F 12) Fill all nail holes where hanger is in contact with lumber. ;rJ G"• LOAD CASE(S) Standard A` •'� p R O P• ���;�` •! 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loas(2 • • • • • \ ,% 5 N A1111 I�54, 10 � Verta 1 1-3=-10 '`,,`�� Concentrated Loads (lb) Vert: 5=-694(B) 6=-694(B) FL Cert. 6634 January 21,2014 WARNING - Yee ,fy design parameters as d F.E9D NOTES O%THIS AND INCLUDED WTEK REFERENCE PAGE kHI-7473 BEFORE USE. Design valid for use only with M-Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p y(�e�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' V' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 231r4. If Southern Pine�SP� lumber is>pecified, the deMgn values are those effective 06 All, 2013 byAL5C Tampa, FL 33610-4115 Job Truss Truss Type City Ply McCue T6117632 26309 V4 Valley 2 1 o e e e ce o tional East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:39 2014 Page 1 ID:OiJW?j?2_8sl?38FLaRG3NztS60-XOB6J?dl?aKPu?M17DxcEPKcl KgQub126TaBOVztCjs i 2-0-0 i 4-0-0 i 2-0-0 2-0-0 2x4 = Scale = 1:7.8 z i 6.o0 12 T 2x3 i 2x3 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 5.0 Code FBC2010frP12007 LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TIC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.11 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 10 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IT recommends that Stabilizers and required cross bracing be, nstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=88/3-11-0 (min. 0-1-8), 3=88/3-11-0 (min. 0-1-8) Max Horz 1=-26(LC 6) Max Upliftl=-54(LC 8), 3=54(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard E IV q No 53681, • STATE .OF � • G '• ; 4t �'�sS �� N AL E�.��• flilllit FL Cert. 6634 January 21,2014 WAPUNYM - Veydfy design parameters and PEAR NOTES O%THIS APED INCLUDED.bTiTEIZREFERENCE PAGE hlft-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component.�� Applicability of design parameters and proper incorporation of component is responsb0ity 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 vai able from Truss Plate institute, 781 N. Lee Street, Suite 312, Alex andria, VA 14. Tampa, FL 33610-4115 If Southern Pine SP� lumber is pecified,thedesignvaluesarethoseeffective06 4ia2413iayi+LSL Job Truss Truss Type aty Ply McCue . T6117633 26309 V8 Valley 1 1 ob eee ce o C a East Coast Truss, Fort Pierce, FL. 34946 7,510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:40 2014 Page 1 ID:OiJ W7j?z_8sl?38FLaRG3NztS60-?alU WLeOmuSG W9xDhwSrmdtkJk9Bd2xCL7JkwxztCjr i 4-0-0 8-0-0 i 4-0-0 4-0-0 3x4 = 2x3 i 2x3 I- Scale = 1:15.3 0. 8 7-11-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=10017-11-0 (min. 0-1-8), 3=10017-11-0 (min. 0-1-8), 4=23217-11-0 (min. 0-1-8) Max Harz 1=-62(LC 6) Max Uplift 1=70(LC 8), 3=-70(LC 8), 4=124(LC 8) Max Grav 1=101(LC 17), 3=105(LC 14), 4=232(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except of=lb) 4=124. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,`,"jjII1111111,1 .�% p,e`L S • M,q �'' EN No 53681 •r • GSTATE •• _ • ` 10 N A EC1��%to 111111111101 FL Cert. 6634 January 21,2014 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERE-MCE FBGE h171-7473 BEFORE USE. ■■■ Design valid for use only with MuTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B 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 vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 231r4. Tampa, FL 3361 D-4115 If SouthernPine�SP�lumberisspecified,thedesignvalue3arethaseeffectiveti6 01r2a13byAL5C Truss Truss Type Qty Ply McCue [Iob T6117634 309 V12 Valley 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:38 2014 Page 1 ID:OiJ W?j?z_Bsl?38FLaRG3NztS60-3Cdk5fc7EGCYGmgaVP NhCn10xQJ995vupgds2ztgt 6-0-0 12-0-0 6-0-0 6-D-0 v 0 44 = 4 3x4 i 1x4 II 3x4 Scale = 1:20.9 0-8 11-11-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 39 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 Fbe Tek recommends that Stabilizers and required cross bracing installedduring truss erection, in accordance with Stabilizer tallation Quide. REACTIONS (lb/size) 1=159/11-11-0 (min. 0-1-8), 3=159/11-11-0 (min. 0-1-8), 4=370/11-11-0 (min. 0-1-8) Max Harz 1=-99(LC 6) Max Uplift )=-112(LC 8), 3=-112(LC 8), 4=-198(LC 8) Max Grav 1=161(LC 17), 3=167(LC 14), 4=370(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=279/208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=112, 3=112,4=198. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PEA S. M No 53681 ; G STATE OF .��/: ;0 N A' {ti 00 FL Cert. 6634 January 21,2014 WARiYING Perdfg design parameters and PRdn NODS ONTRIS AND 11YCLUDED bETZKREFEP,EFTCE PAGE MPI-7473 BEFORE USE. 2�, 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 �A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the id9 iTek` 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 voi able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 1f Sauthet0 P)ne�SP(umber is specified, the design values are those effe[tive ^v6/10112'013 byAL5C Job Truss Type Qty Ply McCue �TVMruss T6117635 26309 Valley 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:41 2014 Page 1 I D:OiJ W?j?z_Bsi?38FLaRG3NztS60-TnlskhfOXBa77J WPFez4JgPyk8WIMVnLan3HSNztgq 2-0-0 2.0-0 Scale = 1:7.9 2x3 ':- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.04 TCDL 7.0 Lumber Increase 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC201O/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=44/1-11-8 (min. 0-1-8), 2=37/1-11-8 (min. 0-1-8), 3=7/1-11-8 (min. 0-1-8) Max Horz 1=37(LC 8) Max Uplift 1 =-1 8(LC 8), 2=40(LC 8) Max Grav 1=44(LC 13), 2=42(LC 13). 3=21(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EN .• -:� No 53681 STATE .OF 41 � O R 1 FL Cert. 6634 January 21,2014 I WARNING - Verify design parameters as d READ NOTES ON THIS AND INCLUDED MITEN_ REFERENCE PAGE MII.7473 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 IVt iTek` erector. Additional permanent bracing of the overall structure is the responsibirity 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 Gvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 If SouthernPine{5P{Iumberisspecified,thedesignvalue;arethoseeffective06 01;2013byALSC p t,-A Job Truss Truss Type Qty Ply McCue T6117636 26309 VM4 Valley 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.510 s Jan 13 2014 MiTek Industries, Inc. Tue Jan 21 07:56:41 2014 Page 1 ID:OiJ WY?z_Bsl?38FLaRG3NztS60-TnlskhfOXBa77J WPFez4JgPuC8UHMVnLan3HSNztgq 4-D-0 4-D-0 Scale = 1:13.0 2 v 0 2x3 - 2x3 ll LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 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 REACTIONS (lb/size) 1=103/3-11-8 (min. 0-1-8), 3=103/3-11-8 (min. 0-1-8) auede. Max Horz 1=87(LC 8) Max Uplift1=41(LC 8), 3=85(LC 8) Max Grav 1=104(LC 13), 3=115(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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) Gable continuous bottom chord bearing. requires 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % p , M,q 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ........ fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ,♦*.♦ ♦ �G , G E S' ° • �� i� ♦♦ ••° F •••° 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '�,\ No 53681 •'' LOAD CASE(S) Standard STATE G • <v '0,;ss /0 N A' FL Cert. 6634 January 21,2014 I WARNING - Verify design pm-ametcr and P.EAD N07ES ON THIS AND INCLUDED JWITEK REFERENCE PAGE IY17-7473 BEFORE USE. Design valid for use only with Wok 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 stabifty 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 gqvoi11oble from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610-0115 If Southern Pine SP ctive06 SPFlumberisspecified,thedesignvaluesarethoseeffeoli2023byALSC i I _ Numbering System . A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -1�16 , Oil For 4 x 2 orientation, locate plates 0-'na' 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. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1-2 C2-3 c34 4 WEBS 0 DO! m I U U a- O ~ C7-8 C6-7 CS-6 BOTTOM CHORDS 8 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. O 3. Never exceed the design loading shown and never = stack materials on inadequately braced trusses. U a_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. © 2012 MiTek@ All Rights Reserved 140 'M iewle ke MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 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 pre minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. T STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT.: Bob and Eileen McCue PROPERTY ADDRESS: Seminole Rd r; LOT: 4 PROPERTY ID # BLOCK: Fort Pierce, FL 34951 1323-800-0005-000-6 SUBDIVISION PERMIT #:56-SF-I523202 APPLICATION #:AP1137110 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR931187 Seminole Acres [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM 'MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY; THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. J. SYSTEM DESIGN AND SPECIFICATIONS T [ 900 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY I ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 500 ] SQUARE FEET Drainfield SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [xl MOUND [' ] I CONFIGURATION: [ ] TRENCH [x] BED [ ] N F LOCATION OF BENCHMARK: Capped Iron Rod I ELEVATION OF PROPOSED SYSTEM SITE [ 0.00 ]I INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 14.0011 INCHES FT ][ ABOVE BELOW] BENCHMARK/REFERENCE POINT L D E O T H E R 1LL iLEwuly.Eo: L6Z.UUJ-LNUtiLS L;AUAVEi'1'1VLN L j Lm'nro The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 300 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. SPECIFICATIONS BY: .� rew� Gatewood' TITLE: Environmental Specialist II APPROVED BY: j TITLE: Environmental Specialist II ./ Andrew R Gatewood DATE ISSUED: 02/26/2014 EXPIRATION DATE: - DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC v 1.1.4 A"P1137110 SE920998 St. Lucie CHD 08/26/2015 Page 1 of 3 I NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. 1 TATE OF FLORIDA PERMIT APPLICATION TO CONSTRUCT, REPAIR, MODIFY, OR ABANDON A WELL Permit No. Q Southwest Florida Unique ID PLEASE FILL OUT ALLAPPLICABLE FIELDS w W ❑ Northwest (*Denotes Required Fields Where,Applicable) Permit Stipulations Required (See Attached) ❑ St. Johns River The water well contractor is responsible for completing ❑ South Florida this form and forwarding the permit application to the 62-524 Quad No. Delineation No. ❑ Suwannee River appropriate delegated authority where applicable. cae ❑DEP CUP/WUP Application No. ❑ Delegated Authority (If Applicable) ABOVE THIS LINE - FOR OFFICIAL USE ONLY 64) C/ G�/ lU iris Z�,Z D � * wrier,, Legal N'ame if Corporation *Address *City -/*State *ZIP 'Telephone Number 2. � 01-11—/s�9/iLD� /yf/1 &1A10/� �' .Well Location -Address, Road Name or Number, City ` 3. 13 Z3 9,00 00d! 000 6 Y *Parcel ID No. PIN) orAltemate Ke (Circle One _ Lot Block �► Unit *Section or Land Grant wn 'p ge *C ty Su divoeck if 62-524: _Yes _ No 5 *Water Well Contr c r License Number * e Number E-mail Address 6. *Water Woil Rnntractnrl< ArlrirPCg City State ZIP 7. *Type of Work: Construction -V _Repair _Modification 8. *Number of Proposed Wells _Abandonment *Reason for Repair, Modification, or Abandonment d Use(s) of Well(s):Date Stamp Landscape Irrigation _Agricultural Irrigation ;�Gcsupply _Site Investigation _Recreation Area Irrigation _Livestock _Monitoring Nursery Irrigation _Public Water Supply (Limited Use/DOH) Commercial/Industrial _Test Earth -Coupled Geothermal _Public Water Supply (Community or Non-Community/DEP) _Golf Course Irrigation _HVAC Supply _Class I Injection _HVAC Return Class V Injection: _Recharge _Commercial/Industrial Disposal _Aquifer Storage and Recovery _Drainage Remediation: _Recovery Air Sparge _Other (Describe) Official Use Only _Other (Describe) - (Note: Not all types of wells are permitted by a given permitting authority) 10.*Distance from Septic System if 5200 ft.7 11. Facility Description �'' � 12. Estimated Start Date / 13 "Estimated Well Depth �_ft. *Estimated Casing Depth ft. *Primary Casing Diameter -" In. Open Hole: From73,T0 k5ft. 14. Estimated Screen Interval: From To ft. 15.*Primary Casing Material: Black Steel Galvanized PVC Stainless Steel Not Cased Other: 16. Secondary Casing: Telescope Casing Liner Surface Casing Diameter in. 17. Secondary Casing Material: Black Steel Galvanized PVC Stainless Steel Other 18 *Method of Construction, Repair, or Abandonment: Auger Cable Tool - Jetted.., Rotary Sonic Combination (Two or More Methods) Hand Driven (Well Point, Sand Point) Hydraulic Point (Direct Push) Horizontal Drilling Plugged by Approved Method Other (Describe) 19. Proposed Grouting Interval for the Primary, Secondary, and A ' ional Casing: From To Seal Material �Bentonite eat Cement Other ) From To Seal•Material �Bentonite t Cement Other ) From To Seal Material (_Bentonite eat Cement Other ) From To. Seal Material Bentonite Neat Cement Other ) 20. Indicate total number of existing wells on site - List number of existing unused wells on site 21..*Is this well or any existing well orwaterwithdr on the owner's contiguous property covered under a Consumptive/Water Use Permit (CUP/WUP) or CUP/WUP Application? Yes. No If yes, complete the following: CUP/WUP No. District'Well IQ No. 22. Latitude Longitude j 23. Data Obtained From: GPS Map Survey Datum:/Ion, D 7 NAD 83 WGS 84 I hereby codify Net [will comply wlth the applicable rules of Tile 40, Flodda Administrative Code, and that a water 1 certify that I aproperty, that the Information provided Is accurate, and that I am aware of my use permit or ertlftclal recharge pertnit, If nestled, has been or will be obtained prior b commencement of well responsibilitiesr Florida statutes, th main n or properly abandon this well; or, I certify that I am conshucdon. I further certify that all Information provided Ip this application Is accurate and that I will obtain the agent for the Information provided Is ac is, and that I have Informed the owner of their necessary approval from other federal, state, or local governments, If applicable. I agree to provide a well responslbllitiesa. Owner is to all g personnel of this WMD or Delegated Authority access co Illation report to the District within 30 days after completion of the cnshuction, repair, motllfication, or to the well site slreclIon, rap , modlll . o bandonment authodzed by t is permlL abandonment auih zed by lhls permit. or the permit expiration, whichever occurs first *Signature of Contractor *License No. *Signgt of Owner or Agent; ,.::::.. `Dot„ Z Z6 26- j Sd H roll ist Approval. Approval Granted By _ Issue Date Expiration Date �� y g Initials Fee Received $ Receipt No. Check No. THIS PERMIT IS NOT VALID UNTIL PROPERLY SIGNED BY AN AUTHORIZED OFFICER OR REPRESENTATIVE OF THE WMD OR DELEGATED AUTHORITY. THE PERMIT SHALL BE AVAILABLE AT THE WELL SITE DURING ALL CONSTRUCTION, REPAIR, MODIFICATION, OR ABANDONMENT ACTIVITIES. . DEP Form: 62-532.900(1) Incorporated in 627532.400(1), F.A.C. Effective Date: October 7, 2010 ...:�a'S=sue:.: ;.:_'...- Page 1 of 2 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida department of Business and Professional Regulation - Residential Performance Method Project Name. MCCUE RESIDENCE Budder Name: Street Ill FT PIERCE Permit Offtee: City, State, Zip: FORT PIERCE.;. FL., Permit :Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or mating New (From Plans) 97 Wag Types(15,O4.0 sgfl) Insulation Area 2. Single family or multiple family shoe Lamar a Concrete Block - EA Insui, Exterior R=4.1 1328.00 W b. Concrete Block - EA Insul, Adjacent R=11.0 176:00 W 3. Number of units, K multiple family 1 c. NIA R= ft' 4..Number of Bedrooms 3 d. NIA R- fe 10. Ceding Types (1882.0 sglt) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1882.00 ft' 6. Conditioned floor area above grade (ft') 1882 b. N/A R= ft' c. N/A R= fN Conditioned floor area below grade (ft') 0 11. Ducts R fN 7. W indo ws(228.0 sgfL) Description Area a. Sup: Attic. Rat Attic, AH: Main 6 175 a U-Factor: Dbi; U=OA9 228.00 ft2 SHGC: SHGC=0.32 b. U-Factor: N/A its 12. Coding systems kBtulhr Efficiency a Central Unit 36.0 SEER:16.00 SHGC: c. U-Factor. NIA fe SHGC: 13. Heating systems kBtuihr Efficiency d. U-Factor. NIA fe a. Electric Strip Heat 27.0 COP.1.00 SHGC: Area Weighted, Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.320 14. Hot water systems a. ElecMc Cap. 40 gallons 8. Floor Types (1882,0 sgft.) Insulation Area EF: 0.920 a Slab -On -Grade Edge Insulation R=O.0 1882.00 ft' b. Conservation features b: NIA R= fe None a N/A R= ft' 15. Credits Pstat Total Proposed Modified Loads, 27.71 Area: 0.121 ���� Glass/Floor Total Standard Reference Loads: 38.84 I hereby certify that the plans and specifications covered by Review of the plans and D�'fa this calculation are in compliance with the Florida Energy specifications covered by this calculation Indicates compliance p� Code, y with the Florida Energy Code. PREPARED BY:. Before construction is completed this building be. inspected for w DATE: - will compliance with Section 553.908 r e I hereby certify t this buiidin s des g is in compliance Florida Statutes. with the Florida Energy Cod eb W6� OWNER/AGENT _ BUILDING OFFICIAL: DATE: DATE. 11=0141*43 PM EnargyGaugeS USA - FlaRes201.0 Section 405A.1 Compliant Software Page 1 of 5 PROJECT Titre: Building Type: Oww. # of Units: Builder Name:. Permit Offke. Jurisdiction: Family Types NewlEWsting: Comment MCCUE RESIDENCE User 1. ShMe-family New (From Plans) Bedrooms: 3. Conditioned Area 1882 Total Stories. 1 Worst Cage: No Rotate Angle: 0 Cross Ventilation. Whole House Fan: Address Type: Street Address Lot # BloddSubDivision: PlatBooic Street 11'l FT PIERCE County. ST. LUCIE COUNT City, State, Zip: FORT PIERCE, FL, CLIMATE Design Location IECC ' Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Healing Design Daffy Temp Winter Summer Degree Days Moisture Range FL, Fart Puce FL ST_J-UCIE CO_1NTL 2 39 90 70 75 722 62 LOW BLOCKS Number Name Area Volume 1 Blockl 1882 15056 SPACES Number Name Area Volume Kitchen Occupants Bedrooms infff ID Finished Coded Heated 1 Main 1882 15056 Yes 1 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimater RVdue Area Tile Wood Carpet 1 Slab -On -Grade Edge insulatio Main 188 ft 0 1882 fN — 0 0 1 ROOF # Type Root Gable Rod Materials Area Area Color solar Absor. SA Em1tt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Metal 2039 ft' 0 tv Medium 0.96 No D.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1882 IF N N CEIUNG # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Aft (Vented) Main 30 1882 ft' 0.11 Wood 1/22l20141:43 PM EnergyGauga USA - FlaRe62010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below _ 1 _ 2 _ 3 _ 4 5 N E S W E Exterior Concrete Block* - Ext Insul Main Exterior Concrete Birk - Ext Insul Main Exterior Concrete Block - Ext Insul Main Exterior Concrete Block - Ext Insul Main Garage Concrete Block - Ext Insul Main 4,0999 60 a 4,0999 12 8 4.0999 60 8 4.0999 34 8 11 22 8 480 W 96 ft= 480 ft' 272 ft 176 ft' 0 0 0.75 0 0 0.75 0 0 0.75 0 0 0.75 0 0 0.75 0 0 0 0 .0 DOORS # Omt Door Type Space Storms U-Value Ft Width Height In Ft In Area 1 S Wood Main None 0.460000 3 6 8 20 fF WINDOWS Orientation .Shawn. Is the entered, Proposed orientation. # wall OtV ID Frame Panes NFRC U-Factor SHGC fang Area Depth Separation Int Shade Screening. 1 2 3 4 5 N 1 Metal Double (Clear) Yes N 1 Metal Double (Clear) Yes N 1 Metal Double (Clear) Yes S 3 Metal Double (Clear) Yes N 1 Metal' Double (Clear) Yes OAS 0.32 0.49 0.32 0.49 0.32 0.49 0.32 OAS 0.32 18 ft' 2 ft 0 in 60 fF 2 ft 0 In 30 ft' 2 ft 0 in 90 W 2 ft 0 in 30 fF 2 ft 0 in 6 ft 0 In None 6 ft 0 In None 8 ft 0 In Nave 6 ft D In None 6 ft D in None None Norte None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter A%% Wall Height Exposed Wall Insulation 1 484 ff? 484 ft' 22 ft 8 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgtA ACH ACH 50 1 W hddmse Best Guess 0.000500 2468.2 135.60 254.83 0.3650 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 27 kBtu/hr 1 Sys#1 COOLING SYSTEM # System Type Subtype Efftolency Capacity Air Flow SHR Block Duds 1 Central Unit Now SEER: 16 36 kBW/hr 1080 cfm 0.75 1 Sys#1 1/22120141:43 PM EnorgyGauge® USA - FlaRes2010 Section 405A.1 Compliant Software Page 21 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use WPM Conservation 1 Electric None Main 0:92 40 gal 60 gal 120 deg Nate SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert .# Company Name System Model # Collector Model # Area Volume FEF None None fe DUCTS / — Supply — — Return— Ail Percent HVAC # V # Location R-Value Area Locatln Area Leakage Type Handler CFM 25 Leakage ON RLF Heat Cool 1 Attic 6 175 ft° Attic 18 ft' Default Leakage Main (Default) (Default) % 1 1 TEMPERATURES Pmgramahle ThermostattjY Callliing Fans: W MMaarr ' W nJ11Jul n n ]eebb O Noovv ee D Ve ng Jaann l J eb M t J Jun Jul l�l i Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (wD) 80 78 78 78 78 78 78 78 78 PM soso 78 7788 Cooling (W EH) AM 78 78 78 78 76 78 78 78 78 78 78 78 . PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) 68 68 68 68 66 66 PPMM 68 68 6688 68 so 6868 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11=0141A3 PM EnergyGauga® USA - Flalkes2010 Section 405A:1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 111 FT PIERCE PERMIT* FORT PIERCE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402A To be caulked, gasketed, weatherstrippedor otherwise sealed. Recessed lighting IC-rated'as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: .gasketed doors& outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must. prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 603.2.7.2 of this code. 403.3.3 Building framing .cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe. risers. Comply with efficiencies in Table 403A.3.2. Provide switch or dearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R 2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum. ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Fools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4116/13).. Heat pump pod heaters minimum COP-- 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion coolingheating aci or g imp ty requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 112212014 1:43 PM EnaVyGauge® USA - FiaRea2010 Section 405A.1 Compliant Sd hme Page 5 ar 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 71 The lower the EnergyPerformance Index, the more efficient the home. 111 FT PIERCE, FORT PIERCE, FL, 1: New construction or existing New (Fran Plans) 9.. Wall Types Insulation Area 2. Single family or multiple family S'rrigle-famly a Concrete Stock - Ext Insut, Exterior R=4.1 1328.00 fe b. Concrete Block - Ext.lnsul, Adjacent R=11.0 176.60 fe 3. Number of units, M multiple family 1 c. WA R= fe 4. Number of Sedrooms 3 d. NIA R= ft, 5. is this a worst case? No 10, Ceving Types insulation Area a Under Attic (Vented) R—W.0 1882.00 W B. Conditbned floor area (ft=j 1882 b. NIA R= fP 7. Windows*' Description Area c. NIA R= ft' a. U-Factor: ON, U=0.49 228,00 ft' 11. Ducts a Sup: Attlo, Rat Attic, AH: Main R fe 6 175 SHGC: SHGC=0.32 b. U-Factor: NIA ft' SHGC: 12. Coding systems kBw ty Efficlency c. U-Factor NIA ft= a Central Unit 36.0 SEER:16.00 SHGC: d. U-Factor: NIA fe 13. Heating ng systems kBtulhr ERlolency a Electric Strip Heat 27.0 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. Area'WdghtedAverege SHGC: 0,320 8. Floor Types Insulation Area 14.. Hot water systems Cap. 40 gallons a. SW"nrGrede Edge insulation R=0.0 1882.00 fY a Electric ER 0.92 b. NA R= fp. b. Conservation features c. N/A R= � None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above a rgy saving features which will be installed (or exceeded) in this home before final InspecW. Otherwise, a new EPL Display Card7vvillcompleted based on installed Code com I t feBuilder Signature: Date: Address of New Home: City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauga USA - FWReM10 Section 405A.1 Compliant Software Job: -�- wrightsoft Project Summary By: Jan 22, 2014 Entire House QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: QUICKCALCS@AOL.COM For. MCCUE RESIDENCE 111 FORT PIERCE, FORT PIERCE, FL Notes: Weather. Fort Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF 70 OF Outside db Inside db 90 OF 75 OF Inside db Design TD 28 OF Design TD 15 OF L Daily range Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 19956 Btuh 6155 Btuh Structure Ducts 17497 Btuh 8740 Btuh Ducts Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh 0 Btuh Humidification 0 Btuh Blower Piping Equipment load 0 Btuh 26110 Btuh Use manufacturer's data n 0.95 Rate/swing multiplier Infiltration Equipment sensible load 24925 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 0 um 2907 Btuh Fireplaces Ducts 2399 Btuh Heating Cooling 1882 1882 Central vent (0 cfm) Equipment latent load 0 Btuh 5306 Btuh Area (ft') Volume (ft3) Air changes/hour 15128 15128 0.38 0.20 Equipment total load 30231 Btuh Equiv. AVF (cfm) 96 50 Req. total capacity at 0.70 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Make Rheem Trade RHEEM 14AJM SERIES Trade Model Cond 14AJM36 Coil RHLL-HM3821++RCSL-H*3821 AHRI ref AHRI ref 3805983 Efficiency 100 EFF kW Efficiency 13.0 EER, 16 Sensible cooling SEER 26320 Btuh Heating input Heating output 0 0 Btuh Latent cooling 11280 Btuh 37600 Btuh Temperature rise 0 OF 1253 cfm Total cooling Actual air flow 1253 cfm Actual air flow Air flow factor 0.048 cfm/Btu h Air flow factor 0.048 cfm/Btuh 0 in H2O Static pressure 0 in H2O Static pressure Load sensible heat ratio 0.83 Space thermostat sadlmlk values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Jan-22 13:28:56 A� * wrightsoft- Right -Suite® Universal 2013 13.0.01 RSU08101 Page 1 AM ...n%DocumentsMrightsoft HVAC\MCCUE RES]DENCE.rup Calc = MJ8 Front Door faces: N Job: -r - wrightsoft Right-J® Worksheet Date: Entire House By: QUICK CALCS, INC. T')A=97GA P-il- OLACKCALCSoOAOL.COM 8th c -il W wrjPubSoft` Right-Sufte® Universal 2013 13.0.01 RSU08101 ...n\Documents%Wrightsolt WAC\MCCUE RESIDENCE.rup Cale = MJ8 Front Door faces: N Jan 22, 2014 2014-Jan-22 13:28:56 Page 1 -�}+- wrightsofr Right-J® Worksheet Job: : Entire House By: QUICK CALCS, INC. ml-- C1 aeoea 779AAAR749 Faic 7724666796 Email: QUICKCALCS@AOL.COM -rk wrightsoft' Right -Suite® Universal 2013 13.0.01 RSU08101 ... n%Documents\Wrightson WAC%MCCUE.RESIDENCE.rup Calc = MJ8 Front Door faces: of Manual J 8th Ed. Jan 22, 2014 2014-Jan-22 13:28:56 Page 2 wrightsoft Right-M Worksheet Entire House QUICK CALCS, INC. 317 ST LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: QUICKCALCS@AOL.COM Job: Date: Jan 22, 2014 By: N 77] 61 AED —,-1- -20 -71 1 Envelope loss/gain 736 482 1032 623 121 .) Infiltration 133 37 199 56 b) Room ventilation 0 0 0 0 131 Inten-d gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 1 1 1200 Subtotal (lines 6 to 13) 869 520 12301 1879 Less wdernal load 0 0 0 0 Less transfer 0 0 0 0 14 Redistribution Subtotal 0 869 0 520 0 1230 0 1879 15 Duct loads 1 31% 501/6 268 260 31% 50% 379 939 Total room load 11371 7791 1610 21Bj17 Air required (cfm) 55 37 77 135 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. _rk wwright--scoft- 2014-Jan-22 13:28:56 A& Right -Suite® Universal 2013 13.0.01 RSU08101 Page 3 ... nkDocuments%Wdghtsoft HVAC%MCCUE RESI DENC E. nip Calc=MJB Front Door faces: N wrightsofr RighW@ Worksheet Entire House QUICK CALCS, INC. cr I i ­1C I k, CnPT DIPPrIF: Pi MUS Phone: 7724666799 Fax 7724666796 Email: QUICKCALCS@AOL.COM Job: Date: Jan 22, 2014 By: LW DINING ROOM I Roan name 0 ft izo ft 2 E)Posed wall 8.0 ft heat/cool 8.0 ft heat/cool 3 Room height 20 X zo ft 1.0 x 152-0 ft 4 Room dimensions. 4.0 ft2 1520 ft2 5 Room area Ty construction U­value Or HTM (Bt ft k,, (ft2) or perimeter (ft) Load (Btuh) Area (ftj or perimeter (ft) Load (Btuh) number (BtuWft-F) Heat Cool Gross NIP/S Heat cool Gross N/P/S Heat cool 6 0 01 0 "".00 lu 0 0 .... ... .. . 0 -.0 0 W0 .5. .... 96 66 w O 52 . 6=8 41 41,. 71:, 1, "Iml 2551 0 .152 101111111 I n u.. 01 1 .301 6 c)AED excursion 4 6 1387 1086 Envelope loss/gain a 0 199 56 12 a) Infiltration 0 0 0 0 b) Room ventilation 13 Internal gains: Occupants @ 230 0 0 0 0 0 0 Appliances/other 4 6 1586 1142 Subtotal (lines 6 to 13) 0 0 0 0d Less e)dwload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4 6 1586 1142 14 Subtotal 31% 50./. 11 31 31% 50% 489 571 15 Duct loads 61 101 1 20751 1713 roan load Tot al 0 0 100 82 Air required (cftn) Calculations approved by ACCA -to meet all requirements of Manual J 8th Ed. _rk wriolhit-woft- 2014-Jan-22 13:28:55 Right -Suite® Universal 2013 13.0.01 RSUD8101 Page 4 A& ... niDocumnts%WdghtsoftWAC\MCCUERESIDENCE.rup Caic=MJB Front Door faces: N -F�I- wrightsoft Ri9 hW@ Worksheet Job: Date: Jan 22, 2014 Entire House By: QUICK CALCS, INC. .., on oicorc cr gAQAR Ph-- 7724666799 Fax 7724666796 Email: QUICKCALCS ,AOL.COM _rp- wrightsof't` Right -Suite® Universal 2013 13.0.01 RSU08101 ... n%Documents%Wrightsoft WVACIMCCUE RESIDENCE.rup Calc = MJB Front Doorfaces: 8th 2014-Jan-22 13:28:56 Page 5 wrightsoft' Right-JO Worksheet Entire House QUICK CALCS, INC. —7 mlcorV C1 %AQAA Ph—' 779ASRR799 Fax 7724666796 Email: QUICKCALCS@AOL.COM Job: Date: Jan 22,2014 By: BATH LAUNDRY 1 Room name Oft 0 ft 2 Exposed wall 8.0 ft heat/cool 8.0 ft head/cool 3 height 11.0 X 5.0 ft 11.0 X 6.0 ft 4 Room dimensions 2 55.0 ft 66.0 ft2 5 Room area Ty Construction U-value Or HTM 2) Area (ft2) (ft) Load (Bt h) (ft2) or perimeter (ft) or Load (13tuh) number (BtulVfta-*F) (EBk3tu or perimeter Heat Cool Gross NjPJS Heat Col Gross N/p/S Heat cool X W 6 �3A � r 3t °o o 0 "0 � � �, o TrrOra � xr.�2 a� � u { q :.. ' , � .u..��. l.. , �.. , � . � _5�6 ,' . Z.0 .,�.... 0 �.�^... . .. s.�;.,.. 0 11 w ..... ...... W. . 91, .. .. .. . ... -Z' 0 ril I 0143 W 4AXzap J u U 0 0 - 0 0770 21. 56 47.10 . ..... . ..... 102 IS0 ' 0.032, 0.90 1.0 55 55 j . 69, woe., - �0sz ..... . -A .0 0 -5 -241 6 c) AED em=lcn Envelope loss/gain 151 1391 181 148 0 0 a 0 12 a) KiltratiOn 0 0 0 0 b) Room ventilation 13 Internal gains: Occupants @ 230 0 0 0 0 1 0 500 Appliances/other Subtotal oines 6 to 13) 151 139 181 648 Less eAerned load 0 0 0 0 0 0 0 Less transfer 0 0 Redistribution 51 39 181 w 14 Subtotal 31% 50% 471 69 31% 500% 56 324 15 Duct loads 1981 208 237 972 Toted room load L 9 101 11 46 Air required (dm) I Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Jan -22 13:28:56 A��k -rk vurrighto4oft' Right -Suite® Universal 2013 13. 0. 01 RSUD81 01 Page 6 ... n%DocunientsxwrightsolWAC\MCCUERESIDENCE.rup Calc=MJB FrontDoorfaces: N - - wrightsofr Right- J® Worksheet Entire ,House QUICK CALCS, INC. 317 ST. LUCIE I.M. FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: QUICKCALCS@,AOL.COM Job. Date: Jan 22, 2014 By: 1 Roan name BEDROOM 2 CLST 3 2 FVosed wall 13.0 ft 8.0 ft 3 Room height 8.0 ft headcod 8.0 ft headcod 4 Roan dimensions 1&0 x 11.0 ft 2.0 x 11.0 ft 5 Roan area 143.0 ft° 22.0 ftz Ty Construction U-value Or HTM Area (W) Load Area (ft� Load number (Btuh/ft;°F) ((Btu or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cod Gross N/P/S Heat Cool Gross WIS Heat Cool 6 13A 0143 ' n 400 2 55 A k104 89 355 225 0_ 0 0 y 0 A7, n 21w `i931= :7 •. 0,770 :n 21 � 19,�1 .,w,.,: � ..::.,,...0 ,`...t,.-A .t- Q 0; .., ,'0 ,,. 0 '.;Q 56 W 13A-0gcs 0143 e 4 q0 2 5S 0 0 0 0 48 4i 192 122 e s , 0 16; 16 64 41 0143 . $ ..... :4 00 61 c) AED excursion Errdopeloss/gain 1175 717 599 241 12 a) infiltration 215 61 133 37 b) Room ventilation 0 0 0 0 13 internal gains: Occupants @ 230 2 460 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1391 12381 732 278 Less eQerrral load 0 0 0 0 Less transfer 0 0 0 0 0 0 0 0 14 Redistribution Subtotal 1391 1238 732 Z78 15 Duct loads 31% 50% 429 618 31% 50% 226 139 Total roan load I 1819 1 18M 9% 1 417 Air required (cfm) 1 87 89 46 20 Calculations'approved byACCA to meet all requirements of Manual J 8th Ed. .4 A � wrightsoft- 2014-Jan-22 13:28:56 Right -Suite® Universal 2013 13.0.01 RSU08101 Page 7 ... n\Documents%Wdghtsoft WAC\MCCUE RESIDENCE.rup Calc = MJB Front Door faces: N , - wrightsoft Right-JO Worksheet Enure House QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@AOL.COM Job: Date: Jan 22, 2014 By: 1 2 3 4 5 Room name F)osed Wall Roan height Room dimensions Room area CLST 2 7.0 ft 8.0 ft heat/cool 2.0 x 11.0 ft 22-0 ft' HALL 0 ft 8.0 ft heat/cool 4.0 x 10.0 ft 40.0 ft' Ty Construction number U-value (BtuWft;°F) Or HTM (BtuWft� Area (ftj or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cod Gross N/P/S Heat Cod I Gross N/P/S Heat cool 6 Fy1 ,?. �37irdogs. ' r ;: -.., 4.143' n d00x„255 i8 16 y _ `.^... `�� _.. _ 0' �' �. 111(1-14 61 c)AED excursion -10 -2 Envelope losstgain 560 231 36 65 12 a) Infiltration 116 33 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @' 230 0 0 0 0 Applianceslother 0 0 Subtotal Qines 6 to 13) 676 2641 1 36 65 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 676 264 36 65 15 Duct loads 31% 1W/n 208 132 31% 50% 11 32 Total roan Iced 885 3% 47 97 Air required (cfm) 1 1 42 19 2 5 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. rk wrPghtsoft' 2014Jan-22 1 Right-Sufte® Universal 2013 13.0.01 RSU08101 Page 8 ...nlDocumentslWrightsoft HVAC\MCCUE RESIDENCE.rup Calc = MJ8 Front Door faces: N