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HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 28567 - 28567 Morren Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Shoreline RV Project Name: Morren Residence Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: Lot 868 City: Nettles Island State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 46 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,-section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# ITruss Name Date 1 IT7082428 -CJ1 5/18/015 118 IT7082445 IA01G 5/18/015 12 I T7082429 I -CJ3 15/18/015 119 I T7082446 I A02 5/18/015 13 I T7082430 I -CJ36 15/18/015 120 I T7082447 I A03 ' 15/18/015 I 14 I T7082431 I -CJ5 15/18/015 121 117082448 I A04 15/18/015 1 15 I T7082432 I -EJ2 15/18/015 122 I T7082449 I A05 5/18/015 I 16 I T7082433 I -EJ2A 15/18/015 123 I T7082450 I A06 1 5/18/015 I 17 I T7082434 I -EJ3 15/18/015 124 I T7082451 I A07 15/18/015 I 18 I T7082435 I -EJ4 15/18/015 125 I T7082452 I A08 15/18/015 ] 19 I T7082436 I -EJ7 15/18/015 126 I T7082453 I A09 15/18/015 I 110 I T7082437 I -EJ7A 15/18/015 127 I T7082454 I A10 15/18/015 I Ill I T7082438 I -EJ7B 15/18/015 128 I T7082455 I A11 15/18/015 I 112 I T7082439 -EJ7C 15/18/015 129 I T7082456 I Al2 15/18/015 I 113 I T7082440 I -EJ71) 15/18/015 130 I T7082457 I A13 15/18/015 I 114 I T7082441 I -HJ2 15/18/015 131 I T7082458 I A14 15/18/015 I 115 I T7082442 I ~HJ3 15/18/015 132 I T7082459 I A15 15/18/015 I 116 I T7082443 I -HJ4 15/18/015 133 I T7082460 I A16G 15/18/015 117 I T7082444 I -HJ7 15/18/015 134 I T7082461 I B01 15/18/015 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 0%1111111 Uii1i % Qv I N •` pP.• :�� , .•��G E NSF . � �i 6�W8182 '�O:•. STATE OF C. -"fs 10 N A� "0 FLC 6-- _ Velez, Joaquin 1 of 2 i RE: 28567 - 28567 Morren Residence Site Information: Customer Info: Shoreline RV Project Name: Morren Residence Model: Lot/Block: Subdivision: Address: Lot 868 City: Nettles Island State: Florida No. Seal# JTruss Name Date 35 IT7082462 IB02 5/18/015 �36 IT7082463 I FG01 5/18/015 37 IT7082464 IFG02 5/18/015 38 IT7082465 IFG03 5/18/018 39 T708: M01 G 5/18/015 140 IT7082467 I M02 5/18/015 �41 I T7082468 I M03 5/18/015 142 IT7082469 I M04 I5/18/015 �43 IT7082470 I M05 5/18/015 44 IT7082471 M06 5/18/015 �45 IT7082472 1 V5 5/18/015 �46 IT7082473 I V14 5/18/015 2 of 2 Job Truss Truss Type Ply Morten Residence �28567 T7082428 28567 -CJ1 Jack -Open �Qty` 2 1 ce t' East Coast Truss, Fort Pierce, FL. 34946 2x3 = 1-0-0 /.b3U s Jul 11 ZU14 NII I eK Inausines, Inc. Men May To io:30: o Zuio rage 1 ID:KgsrNvdlklYssGcpZJ_QLRzU zg-ejRWYizR6VgkdSrvND_2ffvovo51uffgaycl5MzFEa2 Provide bearing connections) to resist horizontal reactions) shown. Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) • -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=27/Mechanical, 2=82/Mechanical Max Uplift 3=-34(LC B), 2=67(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat, 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factofs. 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. �11111111111 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 Qv N will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections.OP• ��� • G E N S • ��� �i �i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 67 lb uplift at••��,� F•••• joint 2. 8) Non Standard bearing condition. Review required. a, y * N 68182 •: 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -p ; T F • w •� .• rc 1 P ;;� 40 �nnl nll�` FL Cert. 6634 May 18,2015 WARNING - 11e111y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. building designer- truss designer. Bracing shown I L E COP Applicability of design parameters and proper incorporation of component is responsibility of not 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 TI fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tamps, FL 33610 Job Truss Truss Type Qty Ply Morten Residence �28567 T7082429 28567 —CJ3 Jack -Open 2 1 Job Reference(optional) .( East Coast Truss, Fort Pierce, FL. 34945 1.0JV s Jul ii Zui9 MI1 ex inauslnes, I... alen may i6 IU{5T.3v 4u w ray. , ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-Bh5Ztsb7J_gaKBfm4vieLapTD9PO)GhdSoxJlzFEXx I 1 1-8.0 1-4-0 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks o- 5 4x4 r 0-10-14 0.9-2 3-0-0 1-4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BQT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=23/Mechanical, 5=286/0-8-0, 4=14/Mechanical Max Harz 5=108(LC 8) Max Uplift 3=-33(LC 5), 5=-203(LC 8) Max Grav 3=48(LC 13), 5=286(LC 1), 4=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-5=-280/121 WEBS 2-5=-250/175 Scale: PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% Structural wood sheathing directly applied or 3-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 203 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211e/2015 BEFORE USE, building component. Design valid For use only with MITek connectors. This design 4s based only upon parameters shown, and Is for an Individual1 ng p Applicability of design parameters and proper Incorporatlon of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 —] May 18,2015 i k COP 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Morren Residence T7082430 28557 -CJ3B Jack -Open 1 1 �28567 East coast I NSs, Fort Maros, t-L. 34M r.— i — I I .— rvi„ en Muua u,ou, ,,— ,.,— ,r,nr y.. ID:KgsrNvdlklYssGcpZJ QLRzU_zg-rGLWznyJUuKSIfNQ_fxVJSHn9v3CJgRzITKzrzFEXU 1-6-14 1.4-11 4x4 = Scale = 1:11.9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.20 BC 0.07 WB 0.05 (Matrix-M) DEFL, in Vert(LL) -0.00 Vert(TL) -0.00 HOrz(TL) -0.01 (loc) I/deft Ud 5 >999 240 5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc puriins. BOT CHORD 2x4 SP No.3 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 Installation guide. REACTIONS. (lb/size) 3=20/Mechanical, 5=285/0-8-0, 4=13/Mechanical Max Horz 5=105(LC 8) Max Uplift 3=-32(LC 5), 5=-204(LC 8) Max Grav 3=45(LC 13). 5=285(LC 1), 4=26(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOTCHORD 1-5=-281/127 WEBS 2-5=250/175 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ,,♦�� Qv (v V�/�� 3 Plates checked fora 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. �♦ GE 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. * N 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 204 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� LOAD CASE(S) Standard Q'. T F 1(y .0 FL Cent. 6634 May 18,2015 I& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I-7477 rev. 02/16/2015 BEFORE USE. Design valid for use onlywith 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 NNE CO Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Marren Residence • �Qty �28567 T7082431 28567 -CJ5 Jack -Open 2 1 Job Referenceo east coast i Fuss, ran Fierce, FL. agaaa .! 1-6-14 0-8-0 5 4x4 Ieau 5Jul NIY Iv,l,nn muuxnoa, u,c. rvwu y ,v w. w., ..,,.. ,o , ID:KgsrNvdlklYssGcpZJ QLRzU_zg-nvRiyHAE?kkm4ZK4b9myaTa_aWCGPgmfwRTOFzFEXB LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.01 4-5 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 1 Code FBC2010/TPI2007 I (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=124/Mechanical, 5=385/0-8-0, 4=34/Mechanical Max Horz 5=181(LC 8) Max Uplift 3=-11 O(LC 8), 5=-228(LC 8) Max Grav 3=151(LC 13), 5=385(LC 1), 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-363/242 Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 3 and 228 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard JL WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with Mick connectors. This design Is based only upon parameters shown, and is for an Individual building component. APPIlcablIItY of designparameters rsa d proper Incorporation of component Is responsibility of building designer not tr uss designer. Bracingshown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSR-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2015 tk Ivd COPY em Job Truss Truss Type Qty Ply Morren Residence T7082432 28567 -EJ2 Jack -Open 1 1 �28567 eee 'o East Coast Truss, Fort Pierce, FL. 3494E (.Diu a Jul I I ZV I4 mIIeM1 mu- maa, Inc. mull nay Iv IV.JV.JV <v,v raec , ID:KgsrNvdlklYssGcpZJ QLRzU_zg-CmCG97QnitFwUeswmM7eOhPSAdNhyTCiG1HXi5zFEWt 1 1-6-14 0-3-9 ' 1x4 II 4 Scale = 1:9.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.05 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER- BRACING- TQP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 20 SP No.3 BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 3=-44/Mechanical, 4=236/0-7-15, 4=23610-7-15 Max Horz 4=67(LC 8) Max Uplift 3=-44(LC 1), 4=184(LC 8) Max Grav 3=23(LC 4), 4=236(LC 1), 4=236(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-10-6 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 184 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 May 18,2015 I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporatlon 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 tobdcation, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Morren Residence �28567 T7082433 28567 -EJ2A Jack -Open 1 1 Job Reference 'o test poast I russ, ron coerce, t-L.44U4b 1x4 II 5 /.JJV SJul 11 LU 14.11,.1 IIIVY5l11C5, 1—. ry ., rvmr Iv ,aav,aI <V,e raao , ID:KgsrNvdlklYssGcpZJ_QLRzU zg-BQsS8cfigjeEGZpZNrz5fhhjOlrGv38VdUN2tUzFEWa 1.6-14 1-9-7 0-2-9 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TC4L 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-54/Mechanical, 3=-22/Mechanical, 5=271/0-6-0 Max Horz 5=65(LC 8) Max Uplift 4=-54(LC 1), 3=22(LC 1), 5=-204(LC 8) Max Grav 4=41(LC 8), 3=13(LC 4), 5=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.0 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% Structural wood sheathing directly applied or 1-9-7 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 4, 22 lb uplift at joint 3 and 204 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design n valid for use only with M ek connectors.Th is design is based on Nu onpa rameters shown, and Is for an individual vidualbuilding component. onent. - designer. roc( shown of truss des r. Bracing Applicability of design parameters and proper incorporation of component is responsibility of binding designern g g Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllliry of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 :1 May 18,2015 MiLE CO 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Morten Residence �28567 T70B2434 28567 —EJ3 Manapitch 1 1 0 (optional) East coast Truss, Fort Pierce, FL. 34946 a 1.6-14 r.aJU s Jul 11 Za14 MI I arc mumbines, Ing. ,Ylun may ,o ,U.— i r 4uJ ray. , ID:KgsrNvdlklYssGcpZJ_QLRzU zg-ZH30KSuF6s9OfeLPY2KoTvW6VMgQb61REbD5aKzFEWG 5 44 Scale = 1:11.1 0-10-14 0-8-0 2-7-11 1-0-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-6/Mechanical, 5=280/0-B-0, 4=10/Mechanical Max Horz 5=95(LC 8) Max Uplift 3=-23(LC 5), 5=-208(LC 8) Max Grav 3=29(LC 6), 5=280(LC 1), 4=20(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-5=-281/146 Structural wood sheathing directly applied or 2-7-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 3 and 208 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. I building component. shown, and isfo r an Individual I I i e o upon parameters wn. ek connectors. design s based o 9 P Desi n valid for use on with IJJi con rs 9 N 9 N P P Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2015 M 6804 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Morren Residence T70B2435 28567 -EJ4 Monopitch 1 �28567 1 4 East Coast Truss, Fart Pierce, FL. 34946 /.Diu s Jul 11 Lu 19 NIIIuk IIWun, I...III.. I..ml1.1ey to io r veui rnev, ID:KgsrNvdlklYssGcpZJ QLRzU_zg-RJgyke8QAJpPhsSSHyCjgKuhypsSOcwX3MpipczFEVx I I 1-6-14 1-10-10 n Scale.= 1:13.2 4x4 0-10-14 0-8-0 1-10-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-8 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3=52/Mechanical, 5=303/0-8-0, 4=18/Mechanical Max Horz 5=125(LC 8) Max Uplift 3=-52(LC 8), 5=-204(LC 8) Max Grav 3=75(LC 13), 5=303(LC 1). 4=36(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-5=-272/84 WEBS 2-5=-265/182 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus'O 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 52 lb uplift at joint 3 and 204 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard JLWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev, 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parametersand proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. FL Cert. 6634 May 18,2015 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply, 28567 Morten Residence 17082436 28567 -EJ7 Jack -Open 9 1 ob Reference (optional East Coast Truss, Fort Pierce, FL. 34945 6-10-14 6-10-14 r.aue s am i i 25 iq nn,—,uuumnoo,,o. m-, or,-". ID:KgsrNvdlklYssGcpZJ_QLRzU zg-JQgv9DYrbQsQdnJFXOSoo8F7EvKXC2_Fg63w4YzFll7 Scale = 1:22.4 1x4 II 0-10-14 6.10-14 0-10-14 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.09 6-7 >780 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.12 6-7 >543 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=108/Mechanical, 5=155/Mechanical, 7=490/0-8-0 Max Horz 7=251(LC 8) Max Uplift4=-56(LC 8), 5=-112(LC 8), 7=-236(LC 8) Max Grav4=122(LC 13), 5=178(LC 13), 7=490(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=549/400 BOT CHORD 1-7=595/800 WEBS 2-7=-482/340 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,j111 r r r r1I��I 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,,,�� 4v' responsibility of the fabricator to increase plate sizes to account for these factors. c 3) Plates checked for a plus or minus 0 degree rotation about its center. '% �� Ci•E•N,9 ' `4� ♦i♦ 4) This truss has been designed for a 10.0 psf bottom chord live load no nconcurrent 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 i fit between the bottom chord and any other members. N 68182 � * � • � � „ 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 4 except Qt=lb) 5=112_— 7=236. cc Z 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. T O F ♦♦ .•�c ,OP .N % �%%% FL Cert. 6634 :1 May 18,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 BEFORE USE. Design valid for use only with Wei: 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 responslbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 28567 Morren Residence T7082437 28567 -EJ7A Jack -Open 5 1 Job Refere ce o t'o a East Coast Truss, Fort Pierce, FL. 34945 r.wu s Jui i i zu in M, i eX muusmes, mc. nw, may ,o , 1.1�.< 4=e= , ID: KgsrNvdlklYssGcpZJ_QLRzU_zg-JQgv9DYrbQsQdnJFXOSooBF84vLOC2CFg63w4YzFll7 i 14 6-10-14 _ 1.6.14 5-4-0 Scale = 1:22.1 4X4 i 0-10-14 1-8.14 00r 10_14 &0 0 I 6-10-14 5-4-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/deft Lid TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.07 6-7 >862 240 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.10 6-7 >604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=107/Mechanical, 7=503/0-8-0, 5=143/Mechanical Max Harz 7=251(LC 8) Max Uplift4=-57(LC 8), 7=-260(LC 8), 5=-105(LC 8) Max Grav4=122(LC 13), 7=503(LC 1), 5=166(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=358/306 BOT CHORD 1-7=455/525 WEBS 2-7=-432/293 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation uide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1111111111111 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,O's v, N 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. ��� C�E N,9 �•.`� �i� 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 i ' fit between the bottom chord and any other members. +` * � N 68182� • 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 7=260® 5=105. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum 44/ sheetrock be applied directly to the bottom chord. i O �• T F (U '10 0 ,pP:•N <<►n1a11j11 FL Cert. 6634 7 May 18,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with 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 Cop Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibillity of theM iTerector. 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 v . Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 331 N Job Truss Truss Type Qty Ply Monen Residence T70B2438 Teference 28567 -EJ7B Roof Special 1 East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 M7ek Industries, Inc. Mon May 1615:35:09 2015 Page 1 • ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-1HCgFEWss6OvdJPbzG_atguyJlnmco5BhprPJZFEVS , , 1 5-9-15 1-0-15 4x4 :z 3.00 112 I Scale = 1:21.8 7 1x4 11 5 1x4 II 0-10-14 4-11-1 1 0-15 6-10-14 Plate Offsets (X Y)-- I3.0-2-1 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TO 0.61 Vert(LL) 0.08 6-7 >829 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.13 6-7 >525 180 BOLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 4=93/Mechanical, 5=169/Mechanical, 7=491/0-8-0 Max Harz 7=196(LC 8) Max Uplift 4=-31(LC 8), 5=-112(LC 8), 7=-261(LC 8) Max Grav 4=93(LC 1). 5=189(LC 13), 7=491(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=534/340 BOT CHORD 1-7=-503/779 WEBS 2-7=473/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. \\\\\ 111 I If �� ll; Exp D; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber `,\\ GUIN V It DOL=1.60 plate grip DOL=1.60 �� P.•.......... F� 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ,�� ,� \ G E •.`� �� the responsibility of the fabricator to increase plate sizes to account for these factors. .'•�, k ' r 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. . • N 6 8182 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 d * •, will fit between the bottom chord and any other members, e 7) Refer to girder(s) for truss to truss connections, .� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 4, 112 lb uplift at joint ®� •• T O F 5 and 261 lb uplift at joint 7. O�. 441 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. •. 1 p.•• N LOAD CASE(S) Standard ,i's N fill 111►1\\ FL Cert. 6634 May 18,2015 I WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing showin Co� is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the R1111LE erector. Additional permanent bracing of the overall structure 1s the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Morren Residence T7082439 28567 -EJ7C Roof Special 1 1 [8567 o e e o 0 east coast i russ, tort tierce, rL. s4e4tu I.-5—II LY I 1•II OM1 1lluumuca, a—mw,nor,.,e .w,v,—. I D: KgsrN vd I klYssGcpZJ_Q LRzU_zg-h sS dK9t21 I Mvt41 _oYHnF_Nui7Ad3j M MsiL ux8zFEV7 4x4 ZZ7 3.00112 U4 11 i 0-10-14 3-9-3 , _ 2-2-13 Scale = 1:18.5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CS1, TC 0.48 SC 0.76 WB 0.08 (Matrix-S) DEFL. in Vert(LL) 0.09 Vert(TL) -0.15 Horz(TL) 0.13 (loc) I/dell Ud 8-9 >782 240 8-9 >455 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=155/Mechanical, 6=106/Mechanical, 9=492/0-8-0 Max Horz 9=133(LC 8) Max Uplift 5=-82(LC 8), 6=-44(LC 8), 9=-279(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-505/254 BOT CHORD 1-9=-376/742 WEBS 2-9=-370/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=2411t; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ♦♦♦�/111111/���, 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 the fabricator to increase sizes to account for these factors. ,��0 out I • E �/ S ' • `� �i� responsibility of plate 0 degree its �o '� t. G �. F•'•t 4) Plates checked for a plus or minus rotation about center. �� .' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • N 68182 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * : will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 5, 44 lb uplift at joint 6 and 279 lb uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /2" gypsum T O t • ��� sheetrock be applied directly to the bottom chord. 10 e Q� .• �� LOAD CASE(S) Standard ,��� ss• �' " ♦♦� �� N A� f� �O � � �♦♦ rFL Cert. 6634 May 18,2015 I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69 P r Ea 8 vd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. T pa, Job Truss Truss Type Qty, Ply Morren Residence [8567 T7082440 28567 -EJ7D Roof Special 1 1 o e o East Coast Truss, Fort Pierce, FL. 34946 1x4 ll 1.53U a JUI 11 ZU14 mi I eK InUusmes, inc. man May 1 c 15:3a:UU zwo rage 1 ID:KgsrNvdlklYssGcpZJ QLRzU_zg-25nyygBrsVBnWfjC5AgxBdHfXtmQDgdcw7g2hszFEUf 4x4 ZZ 3.00112 Scale=1:15.6 6-10- 4 r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.33 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09, Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 29 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5=273/Mechanical, 6=38/Mechanical, 8=443/0-8-0 Max Horz 8=-69(LC 6) Max Uplift 5=-140(LC 8), 8=-267(LC 8) Max Grav 5=273(LC 1), 6=59(LC 3), 8=443(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=334/142, 3-4=-273/130 BOT CHORD 1-8=291/251, 7-8=-98/251 WEBS 2-8=-271/187, 4-7=-97/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. ��� C, E AI S `� ♦♦♦ 4) Plates checked for a plus or minus 0 degree rotation about its center. �� .••�.� F•'•• 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 ` * : N 68182 will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 5 and 267 lb uplift at ^ ; joint 8. r 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum O T ` 0 F • : ��� sheetrock be applied directly to the bottom chord. ♦ �` P`•• LOAD CASE(S) Standard ♦♦,♦i� ss• �' • • 1 O • `�',,, E%%%% FL Cert. 6634 May 18,2015 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02116/2015 BEFORE USE. Design valid for use only Win MRek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown R.. Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the ' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6 P Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 28567 Marren Residence T7082441 28567 -HJ2 Jack -Open 1 1 Job Reference factional) . East Coast Truss, Fort Pierce, FL. 34946 2-4-4 1x4 II 5 /ASu s Jul l l zul4 mi iek mausmus, mG. Mvii muy io n.,o.m c� ie yo , ID:KgsrNvdlklYssGcpZJ_QLRzU zg-j?V2nFbjtLE?UE2gCWOVQmtmi6TMPQnhN4HbgtzFlHy Scale = 1:10.4 1-7-7 0-8-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.10 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=19/Mechanical, 4=-17/Mechanical, 5=250/0-8-5 Max Horz 5=81(LC 8) Max Uplift3=-22(LC 5), 4=17(1_C 1), 5=-176(LC 8) Max Grav 3=34(LC 13), 4=17(LC 8), 5=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D;,Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, it is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=176. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. e 611612015 BEFORE USE. I E E E ANCE PAGE Ml1.7477 rev. e Parameters READ NOTES ON THISAND INCLUDEDMT KR F R WARNING -Veril design n aram a d E Y 8 P a building component. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual g p Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2015 N 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morten Residence noez4az 28567 -HJ3 Jack -Open 1 1 Job eference o t'o al East Coast Truss, Fort Pierce, FL. 34945 r.Ddu s uw i i [urn mi 1 eR muu m.. , c m nay ro 1 ,.1u. <w rayo , ID:KgsrNvdlklYssGcpzJ_QLRzU zg-BB3Q7bbMefMs6Od1mEXkz Qw1WoWBtnrbkl8CJzFIHx i 1-8.11 3-3.5_ 1-8.11 1-6-11 Scale = 1:10.5 1x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.16 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=47/Mechanical, 4=-20/Mechanical, 5=343/0-11-5 Max Horz 5=84(LC 8) Max Uplift3=-46(LC 5), 4=-34(LC 17), 5=-257(LC B) Max Grav 3=74(LC 28), 4=44(LC 24), 5=343(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural woad sheathing directly applied or 3-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sec6nd gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,�I/11I1 f � 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %% U IN V 144,, 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�Q fit between the bottom chord and any other members. ,�•.% 0 •. •` Ci E N 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 Ot=lb) 5=257. - * • N 68182 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 22 lb up at 3-2-9 orE top chord, and 17 lb down and 17 lb up at 3-2-9 on bottom chord. The design/selection of such connection device(s) Is thecc responsibility of others. � ro • ' 411 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��Q :• T 0 F .. i10 �•� LOAD CASE(S) Standard P' ��� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 �j� l�sl • •' ,% Uniform LoadVert:1(3=�90,4-6=-20 Concentrated Loads (lb) Vert: 3=-19(F) 4=3(F) FL Cent. 6634 May 18,2015 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. OV1612015 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 responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIterla, DSB-89 and BCSI Building Component N-.6k.. BlvSafety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, 0 Job Truss Truss Type Qty Ply 28567 Monen Residence T7082443 28567 -HJ4 Diagonal Hip Girder 1 1 job e e ence o 'o al tcastCoastlruss, ronmarce,M.J4s4b rQu.,,�,,,4v,,,.,,,o,.,,,,.,.�,,,o ID: KgsrNvdlklYssGcpZJ_QLRzU_zg-BB307bbMefMs6Od1 mEXkz_Qsl WpQBtl rbkl8CJzFIHx 2-0-6 2-7-1 Scale = 1:13.3 5 4x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=79/Mechanical, 5=393/0-9-10, 4=16/Mechanical Max Harz 5=126(LC 8) Max Uplift3=-60(LC 8), 5= 281(LC 8) Max Grav 3=96(LC 13), 5=393(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=174/312 BOT CHORD 1-5=-379/219 WEBS 2-5=-363/262 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation qUide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the '1111111111// �1 V N 1j# Q 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. �� 1� �r •• C, E hl FC�,�� �� 4 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an 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 i N 68182 •'� 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 (jt=lb) 5=281. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. "O ��� :� T F 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 27 lb up at 3-10-9 on , a O bottom chord. The design/selection of such connection device(s) is the responsibility of others. �,► .� iC` P ♦� �i�•.'� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `♦♦ S ., �. • • LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 11fill 111l%% Uniform Loads (plf) Vert: 1-3=-90, 5.6=-20, 4-5=-20 Concentrated Loads (lb) FL Cert. 6634 Vert: 9=13(B) May 18,2015 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. truss designer. Bracing LE COr 091 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not 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 tobdcation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morten Residence • noezaaa 28567 -HJ7 Diagonal Hip Girder 1 1 Job Seference (optional) East Coast Truss, Fan Pierce, FL. 34y46 (.-. y Jui,, — mj.k eluu3uiGi, 1—. — rv,ay, u,,. io. o, ID:KgsrNvdlklYssGcpZJ QLRzU_zg-fOdoCxc PzUjjYCDJx2zVBz4lw6PtG_gOmhlmzFlHw LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 2-1-3 3-7-14 3-11-6 5x5 SPACING• 2-0-0 CSI. Plates Increase 1.25 TC 0.25 Lumber Increase 1.33 BC 0.18 Rep Stress Incr NO WB 0.24 Code FBC20101TPI2007 (Matrix-M) REACTIONS. (lb/size) 8=652/0-10-3, 6=400/Mechanical Max Horz 8=267(LC 5) Max Upiift8=-403(LC 6), 6=-205(LC 8) Max Grav 8=652(LC 1), 6=428(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-589/214 BOT CHORD 8-12=-285/120, 7-12=-279/124, 7-13=-271/576, 6-13=-267/585 WEBS 2-8=-563/352, 2-7=-315/6B2, 3-6=-531/268 DEFL. in (loc) I/deft Lid Vert(LL) -0.01 7 >999 240 Vert(TL) -0.03 6-7 >999 180 Horz(TL) 0.00 6 n/a n/a Scale = 1:22.2 4 5 PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=403, 6=205. 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) 5 lb down and 29 lb up at 4-1-14, and 25 lb down and 18 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 8-9=-20, 6-8=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. buildin Design valid for use onry with MTIndividualek connectors. This design Is based only upon parameters shown, and is for ang component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ,`,0jjitlltl111j*,It %% Qv I N VF N 68182 r�•�•. T OF % � d � ♦ FL Cert. 6634 May 18,2015 I.dd �PY ® 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morten Residence noezaaa 28567 -HJ7 Diagonal Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=15(B) 13=-5(8) /.OJu soul 11 "14 ml I OK aw, InavSlflea, l, marl may io i r. m.51 <v w ray. c ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-fOdoCxc PzUjjYCDJx2zVBz4lw8PtG_gOmhlmzFlHw ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7472 rev. 0211612015 BEFORE USE. -- Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 • Job Truss Truss Type Qly Ply 28567 Morten Residence T7082445 28567 A01G Hip Girder 1 Job Reference io do al east lQasl l Fuss, .Vn....... rL. JYSYo,•----.._,,,.._.�...._.....___...-_, ...-. ...-.. ... _, .-.. ID:KgsrNvdlklYssGcpZJ_QLRzU zg-UY 3T hl7pEsRTfNgC9NISCOgKOYHoctCKDOyPzFIHq 1�3' 14 r 6 10 14 12 S 13 1fi-7-10 22-0-14 27-4-7 32-9-11 1 38-6-1$ 40-9-7 1-6-14-14 5-4-0 5-6.15 4-1-13 5-3.9 5-5-5 3-8-3 4-3.8 Scale = 1:72.2 6.00 12 6x6 = 4x8 = 3 32 33 34 4 35 4x10 i 2 1 ] 2446 47 48 23 1v4 I 25 3x4 =5x5 = 3.00 12 6x8 M18SHS = 2x4 11 4x4 = 37 538 6 46 = 39 7 40 41 42 21 20 52 53 54 19 55 56 7x8 = 4x10 = 2x4 11 4x4 = 48 = ex6 = 8 43 9 44 4510 18 q 58 59 4x4 = 1x4 II 5.2o Lit 18 60 81 15 82 14 63 5x8 = 5x5 = 3x4 = 3x6 11 1 e-1a 0 10-1 7-4-0 12-5-13 16-7-10 1 -7-1 22-0-14 27�1-7 32.9-11 36-5-11 39-10-5 0-9-7 0-10-1 5-B-2 5-1-13 4-1-13 -0-0 4.5-0 5-5-5 3.6-3 3-4-7 •11- 0-8-0 Plate Offsets (X Y)r2:0 3 l3 0 2 Ol r3 0 3 0 0 2 71 110:0 3 0 0 2 81 114.0 3 7 0 0 51 116:0 4 0 0 3-01 122:0-2-12 0-3-41 124:0-2-12 0-2-81 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.75 21 >608 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -1.17 21 >388 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WB 1.00 Horz(TL) 0.38 14 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 716 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,10-13: 2x4 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 20-22 22-24: 2x4 SP No.1, 5-20: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` 19-22: 2x4 SP No.2 REACTIONS. (lb/size) 25=3659/0-8-0, 14=360810-9-4 Max Horz 25=-205(LC 6) Max Uplift25=2119(LC 8), 14=1983(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1523/832, 2-3=-8896/4940, 3-32=-8607/4887, 32-33=-8607/4887, 33-34=-8608/4887, 4-34=-8611/4886, 4-35=-16197/9315, 35-36=16197/9315, 36-37=-16197/9315, 37-38=-16197/9315, 5-38=-16197/9315, 5-6=-15841/9113, 6-39=-15841/9113, 7-39=-15841/9113, 7-40=-9680/5686, 40-41=-9680/5686, 41-42=-9680/5686, 42-43=-9680/5686,8-43=-9680/5686,8-9=-5502/3262,9-44=-5503/3264, 44-45=-5500/3264, 10-45=-5498/3265, 10-11=-5928/3441, 11-12=-5069/2855, tlV� 111 BOT CHORD 1 253-1117/2052,25-46=-792/552,24-46=-648/465,24-47=-7678/13819, ,��I .%�12-1=-15191869, p N Q••�•••'• 47-48=-7678/13819,23-48=-7678/13819,23-49=-7678/13819,49-50=-7678/13819, % ,�;.�\�i E N 50-51=-7678/13819, 22-51=-7678/13819, 5-22=-283/159, 20-53=-324/560, ♦,`♦, 53-54=-324/560, 19-54=-324/560, 19-55=-4692/8385, 55.56=-4692/8385, ♦ ' �,, 56-57=-4692/8385, 18-57=-4692/8385, 17-18=-4692/8385, 17-58=-4692/8385, N 68182 58-59=-4692/8385, 16-59=-4692/8385, 16-60=-2509/4580, 60-61=-2509/4580, 15-61=-2509/4580, 15-62=-301/187, 62-63=-301/187, 14-63=-301/187, 13-14=-1117/1963 0 WEBS 2-25=-3589/2104, 2-24=-4634/8406, 3-24=-2008/3585, 4-24=-5723/3260, 4-23=-293/497, .� ~ •� " 4-22=-1483/2648, 19-22=-5394/9620, 7-22=-3776/6821, 7-19=-3510/1959, 8-19=-887/1590, 8-18=-286/483, 8-16=-3490/2002, 10-16=-1130/1924, 11-16=-565/1067, e .� '. T O F : 441 11-15=-984/593, 12-14=-3377/1902, 12-15=-2758/5002 �0 •• 4 •; NOTES- ,��� '••. ,Q� \�,``♦ lows: 1) 3-ply truss to be connected together with nails as at '� 0-9-0 oc, 2x6 2 ro.131"x3") es staggered at 0-9-0 Co. Top chords connected as follows: 2x4 1 row ws 9►� �,j1 Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply FL Ceti. 6634 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. May 18,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. WINN Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ris for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the [�erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardingI. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component EastBd.Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 10 . . OPY Job Truss Truss Type Qty Ply 28567 Morten Residence T7082445 1 28567 A01G Hip Girder 1 q JJob Reference (optional 10 East Coast Truss, Fort Pierce, FL. 34945 7.53U s JUI l l ZU14 Mrrex Inausines, Ina, Mon May la 11:1u:J/ Zu10 Page Z ID:KgsrNvdlklYssGcpZJ QLRzU zg-UY_3T_hl7pEsRTfNgC9NISCOgKOYHoctCKDOyPzFIHq NOTES- 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 Ib uplift at Joints) except Qt=lb) 25=2119, 14=1983. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 Ib down and 89 Ib up at 6-10-14, 149 Ib down and 89 Ib up at 8-11-10, 149 Ib down and 89 Ib up at 10-11-10, 149 Ib down and 89 Ib up at 12-11-10, 149 Ib down and 89 Ib up at 14-11-10, 149 Ib down and 89 Ib up at 16-11-15, 149 Ib down and 89 Ib up at 18-11-15, 149 Ib down and 89 Ib up at 20-11-15, 149 Ib down and 89 Ib up at 22-11-15, 149 Ib down and 89 Ib up at 24-11-15, 149 Ib down and 89 Ib up at 26-11-15, 149 Ib down and 89 Ib up at 28-11-15, and 149 Ib down and 89 Ib up at 30-11-15, and 149 Ib down and 118 Ib up at 32-9-12 on top chord, and 494 Ib down and 358 Ib up at 6-10-14, 130 lb down and 125 Ib up at 8-11-10, 130 Ib down and 125 Ib up at 10-11-10, 130 Ib down and 125 Ib up at 12-11-10, 130 Ib down and 125 lb up at 14-11-10, 141 Ib down and 132 Ib up at 16-11-15, 141 Ib down and 132 Ib up at 18-11-15, 141 Ib down and 132 Ib up at 20-11-15, 141 Ib down and 132 Ib up at 22-11-15, 141 Ib down and 132 Ib up at 24-11-15, 141 Ib down and 132 Ib up at 26-11-15, 141 Ib down and 132 Ib up at 28-11-15, 141 Ib down and 132 Ib up at 30-11-15, 141 Ib down and 132 Ib up at 32-11-15, 93 Ib down and 63 Ib up at 34-10-6, and 180 Ib down and 113 Ib up at 36-10-6, and 40 Ib down and 29 Ib up at 38-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-10=-90, 10-13=-90, 25-26=-20, 24-25=-20, 22-24=-20, 20-21=20, 20-29=-20 Concentrated Loads (lb) Vert: 3=-17(F) 6=1 B(F) 10=-18(F) 9=18(F) 33=-17(F) 34=-17(F) 35=-17(F) 36=-17(F) 37=-18(F) 39=-18(F) 40=-18(F) 42=-1 B(F) 43=18(F) 44=-18(F) 46=-494(F) 47=-123(F) 48=-123(F) 49=-123(F) 50=-123(F) 51=-135(F) 53=-135(F) 54=-135(F) 55=-135(F) 56=-135(F) 57=-135(F) 58=-135(F) 59=-135(F) 60=-135(F) 61=-93(F) 62=-180(F) 63=-40(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1l rev. 0211012015 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 ff"Ie"; 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 Componentkizo BISafety Information available from Truss Plate Institute, 781 N, Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 28567 Marren Residence T7082466 28567 MOM Roof Special Girder 1 1 Job Reference tional test coast i russ, ran tierce, M. snago LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 9-12=20 Concentrated Loads (lb) Vert: 3=80(F) 7=32(F) ID:KgsrNvdlklYssGcpZJJ QLRzU~zg-NalOtAxw2GutSimPP6115uah8oMHiWOy15pdCizFIHV ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. ' u I 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 responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Ig"Copy 6904 Parke East Blvd. Tampa, FL 33610 r Job Truss Truss Type Qty Ply 28567 Morten Residence noazas7 28567 M02 Roof Special Structural Gable. 1 1 Job BeferQnce (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MIT eK Industries, Inc. Mon May 1e r1:19;58 2015 rage 1 ID:KgsrNvdlklYssGcpZl_QLRzU zg-NalOtAxw2GutSimPP6115uajto02iXxyl5pdCizFIHV 3-0-6 1 2x4 11 Scale=1:12.3 2x4 = 3x4 = 1i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-5: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 4=269/1-11-7, 5=48/1-11-7 Max Horz 5=-135(LC 6) Max Uplift4=-126(LC 9), 5=-71(LC 4) Max Grav4=269(LC 1), 5=91(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 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 tali 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) 5 except (jt=lb) 4=126. 8) Non Standard bearing condition. Review required. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 �] May 18,2015 0 6 arks ast BlvPY . Tampa, FL 33610 _1 Job Truss Truss Type Qty Ply 28567 Morren Residence T7082468 28567 M03 GABLE 1 1 Job Re ere ce o t'ona tast vast i russ, run VIM% rL. Jvaao ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-rmJO4WyYpZOk4rLbypYXe57mECc?RzN6GIYAk8zFIHU 5-1-13 3x4 = 2x4 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.33 Rep Stress Incr YES Code FBC201O/TP12007 CSI. TC 0.60 BC 0.50 WB 0.09 (Matrix) LUMBER - TOP CHORD 2x4 SP No,2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No,3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=267/0-3-8, 4=267/0-3-8 Max Horz 3=-361(LC 4) Max Uplift3=-102(LC 8), 4=-224(LC 4) Max Grav 3=298(LC 13), 4=357(LC 14) 5-1-13 5-1-13 DEFL. in (loc) I/defl Lid Vert(LL) -0.04 3-4 >999 240 Vert(TL) -0.09 3-4 >647 180 Horz(TL) 0.00 4 n/a n/a Scale = 1:27.4 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-15 oc 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 1-4=-266/156 ,,111111111/1�If BOT CHORD 3-4=-3461205 ��� U N WEBS 2-4=-1761258 oPa•.••••.. .��''i� NOTES- `� ' .• G E N g ••• 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=oft; Cat. 11; �� �•�� i Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 r .• N 66182 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about Its center. o T 0 F 4) Gable studs spaced at 2-0-0 Co. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �00 v • .•.<` 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 % �i� \ �,.'• \ % fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 3=102, 4=224. 111if11111/` 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 May 18,2015 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, OV1612015 BEFORE USE. Design valid for use only with t.L7ek connectors. This design is based only upon parameters shown, and Is for on individual building component. f Yl l l Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 A. Job Truss Truss Type Qty Ply 28567 Monen Residence noazas9 28567 M04 GABLE 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon May 16 11:19:59 2015 Page 1 ID:KgsrNvdlklYssGcpZJ QLRzU_zg-rmJ04WyYpZOk4rLbypYXe57roCicRz66GIYAk8zFIHU i 2-11-B 5.9-10 i 2-11-6 2-10-3 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-6,3-4: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=303/0-3-8, 4=303/0-3-8 Max Harz 6=434(LC 7) Max Uplift 6=-197(LC 4), 4=-198(LC 5) Max Grav 6=388(LC 14), 4=388(LC 13) 4x4 = 5.47 12 5.82 L12 3x4 r` 4 2x4 II 3x8 - 2x4 II i 2-11-8 5-9-10 CSI. DEFL. in (loc) I/defl L/d TC 0.31 Vert(LL) -0.00 5-6 >999 240 BC 0.07 Vert(TL) -0.01 5-6 >999 - 180 WB 0.10 Horz(TL) -0.00 4 n/a n/a (Matrix) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-365/203, 3-4=-367/204 BOT CHORD 5-6=-394/308 WEBS 1-5=197/282, 3-5=-198/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. Scale=1:39.9 PLATES GRIP MT20 244/190 Weight: 65 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; 'liII I I I II1,fi, Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,,,�� plate grip DOL=1.60 Q` 3) Truss designed for wind loads in the plane, of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,�� Q Ci E N S •. �� �j� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. �� '.••�,� �•'.• 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. .� N 68182 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 Joints) except Qt=lb) 6=197. " 4=198. �53 :• T O F 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦,, iC` P �� /lrinlll� FL Cert. 6634 May 18,2015 ®WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7477 rev. 0211612015 BEFORE USE. Design valid for use only with Mlrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parametersand proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity, of the Ret erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component t BICd 0 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Moman Residence T7082470 26567 M05 GABLE 1 1 Job Refere ce o tionai A. East Coast Truss, Fort Pierce, FL. 34945 3* 2x4 II 5-1-14 7.5W a Jul 11 2014 ma eK Industries, Inc. Mon May to 112u;uu zu10 cage 1 ID:KgsrNvdlklYssGcpZJ_QLRzU zg-JztmlrzAat8bi7woWX3mAJfxzcyDAQcFVPIkGazFIHT 3x4 = Scale = 1:26.8 Plate Offsets (X Y) 18:0 1 7 0 0 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.04 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) -0.09 3-4 >646 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 39 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=267/0-3-8, 3=267/0-3-8 Max Horz 4=362(LC 5) Max Uplift4=-102(LC 8), 3=-225(LC 5) Max Grav 4=299(LC 14), 3=357(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4--250/116, 2-3=-267/157 BOT CHORD 3-4=-347/206 WEBS 1-3=-176/259 Structural wood sheathing directly applied or 5-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=102, 3=225. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. OVI MO15 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an Indivldual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. % ' ,It►Ili111111r �,•Qv I N VF ��.,, �.� pP•. <F •, N 68182 ?�•� T OF :•t1i 0000 (� •• <C/ rrlI lilt%, FL Cert. 6634 May 18,2015 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty , 28567 Morren Residence T7082471 28567 M06 Roof Special Structural Gable 11-7 1 lJob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Mon May 18 11:20:00 2015 Page 1 ID:KgsrNvdlklYssGcpZJ_QLRzU zg-JztmlrzAat8bi7woWX3mAJf4Pc3XARFFVPIkGazFIHT 2-11-11 2-11-11 2x4 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.06 TCDL 15.0 Lumber Increase 1.33 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-4: 2x4 SP No.2 REACTIONS. (lb/size) 5=259/1-11-7, 4=52/1-11-7 Max Horz 5=133(LC 7) Max Uplift5=-190(LC 8), 4=-68(LC 5) Max Grav 5=259(LC 1), 4=92(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 4 n/a n/a Scale=1:12.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4 Gable studs spaced at 2-0-0 Go. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.•� G•E•N 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 �� •• �, S�l`'•.�,�� 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) 4 except Ot=lb) N 68182 5=190. * ' 8) Non Standard bearing condition. Review required. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .� • fit• T F :• • • ,S 4 nnln++ FL Cert. 6634 May 18,2015 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7477 rev. 0211612015 BEFORE USE. Design valid for use only with 1.4lfek connectors. This design Is based only upon parameters shown, and is for an individual building component. VaF Copy Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Ok Job Truss Truss Type Qty, Ply 28567 Monen Residence n082472 28567 VS Valley 1 1 ob e e ce o 'o tall Uoasl 1 russ, Yon vierce, t•L. J4s40 7.530 s Jul 112014 MITax Incustnes, Inc, Mon May I 11:Zo:e'1 Z01b Fage 1 ID:KgsrNvdlklYssGcpZl_QLRzU_zg-FL?WiX_Q6UOJxJ4Aey6EGkINSPiDeLTYyjngLTzFIHR 3-10-7 5.0.3 , 3-10-7 1-1-12 LOADING (psi) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=171/5-0-3, 3=171/5-0-3 Max Horz 1=57(LC 8) Max Uplift l=-70(LC 8), 3=-84(LC 8) Max Grav 1=173(LC 13), 3=171(LC 1) 2x4 = Scale=1:13.6 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.21 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-3 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. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02(1612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilityof designparameters propererincorpora Incorporation fcon component tlsresponsibili responsibility 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 responsiblfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I N OP' G•E N *� N 68182rr ?�•• T OF '•44/` .00 0� �% FL Cert. 6634 May 18,2015 COPY Job Truss Truss Type Qty Ply 28567 Morten Residence no6za73 28567 V14 Valley 1 1 Job Reference(optional) Iasi Gdast I ruse, hOrt Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Mon May Iis I1:ZU:U1 ZU15 Page 1 ID: KgsrNvdlklYssGcpZ4_QLRzU_zg-n9RBVBzoLAGSK9V 4Eb7jWC2201wvtTPk31Hp0zFIHS i 8-11.7 13.11-0 8-11.7 4-11-9 - Scale = 1:25.2 3x4 = 5.47 112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 42 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 REACTIONS. All bearings 13-11-0 (lb) - Max Horz 1=-154(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 4=-108(LC 8), 6=-360(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 1=283(LC 1), 6=714(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=323/168, 2-3=-279/142, 34=-267/86 WEBS 2-6=573/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 11111111111II plate grip DOL=1.60 ,♦11 U j�J VF� I f 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦♦♦ PQ• � I • , i� responsibility of the fabricator to increase plate sizes to account for these factors. ♦♦ 4 % E j� S •• `�1 �� 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦♦ ,: ��,� F•'.• �40 5) Gable requires continuous bottom chord bearing. 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 66182 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, 5 except Qt=lb) 4=108, 6=360. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 4, 5, 6. T 0 F • : �� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, i�� • . Q •• ♦♦ N AL ��,` �♦ II 1111111111111 FL Cert. 6634 May 18,2015 WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02H5/2015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �, Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilQty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ar a St C�d. Solety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. T , F 3361 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -'�l6 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 MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 O x U a O R BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY -END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 A General Safety Not Failure to Follow Could Cause Property Damage or Personal Injury l . 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 ai may require bracing, or alternative Tor I bracing should be considered. '3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance wf5- ANSI/TPI 1 Quarity Criteria. Job Truss Truss Type Qty Ply nen Residence T7082461 lJoZefere[ge 28567 Sol Roof Special 1 1 (optional) East Coast Truss, Fart Pierce, FL, 34946 r.adu s dui , , w w F'4 en umumuoa, m... W.. n,or ,. , . e- ID:KgsrNvdlklYssGcpZJ QLRzU_zg-UpVW1ouP_lNS_4SeAGzMx2QslBsfmgVN7TrP3wzFIHZ 5-D-4 9-8.15 14.7-2 19.8-13 5.0-4 4-B•12 4-10-3 5-1-11 Scale = 1:35.7 44 = 4x10 II 3x8 = 4x10 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/deft Ud TCLL 30.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.12 8 >999 240 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.27 8-19 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.08 7 n/a file BCDL 10.0 Code FBC201O/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0, Right 2x8 SP No.2 1-6-0 REACTIONS. (lb/size) 1=1093/0-9-14, 7=1092/0-9-12 Max Horz 1=-260(LC 6) Max Uplift 1 =-493(LC 8), 7=-492(LC 8) PLATES GRIP MT20 2441190 Weight: 94 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 =-653/247, 1-2=-764/322, 2-3=-15001732, 3-4=-1176/611, 4-5=-1173/610, 5-6=-1519/742, 6-7=783/339 BOT CHORD 1-9=-528/1329, 1-8=528/1329, 7-8=-541/1280 WEBS 3-8=393/272, 4-8=-191/451, 5-8=-418/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=493, 7=492. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 BEFORE USE. 'v u building component. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an Individual al g p 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 10 Insure stability during construction is the responsibilllty, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,orljf I I II Ur�I �%`0 i N 68182 53 T OF '•� nrnn+�� FL Cert. 6634 May 18,2015 IN. COPY 6904 Parke East Blvd. Tampa, FL 33610 IN 11 Job Truss Truss Type Qty Ply 28567 Morren Residence T7082462 28567 B02 Roof Special 1 1 ob Re a ence o 'o a1) East coast Iruss, tort merce, v - ;Mft • v • v i^ I —. .... .Y ID: KgsrNvdlklYssGcpZJ_QLRzU zg-z74tE8v11LVJbE1gj_UbTFy4dbACV70WL7azbNzFIHY i 5-3.3 , 9.11-8 14-9.5 __, 20-2-2 5-3-3 4.8.5 4.9.13 5-4-13 3x4 = 1x4 ixa 4x4 = Scale = 1:35.0 I$ 0.11 5 5 3-3 9 11 8 149-5 19-2-8 i 2Q-2;2_ 0-11-5 4313 4.1.1 4-9-13 4-5.3 0-11-10 Plate Offsets (X Y) (13:0 2 8 0 0 81 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.11 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) -0.22 9-11 >948 180 BCLL 0.0 Rep Stress [nor YES WB 0.24 HOrz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatim REACTIONS. (lb/size) 13=1106/0-8-9, 8=1114/0-8-12 Max Horz 13=-263(LC 6) Max Uplift 13=566(1_C 8), 8=-499(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1250/709, 2-3=1516/681., 3-4=-1197/612, 4-5=-1193/610, 5-6=-1525/693, 6-7=-1266/791 BOT CHORD 1-1 3=-1 051/1280, 12-13=-482/1355, 11-12=-482/1355, 10-11=-496/1294, 9-10=-496/1294, 8-9=-496/1294, 7-8=-1147/1294 WEBS 3-11=-417/229, 4-11=-221/458, 5-11=-432/244, 2-13=-687/424, 6-8=-687/394 NOTES- 1) Unbalanced roof live loads have been considered for this design. %%0111111111 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; 00 N V Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 e� plate grip DOL=1.60 eee �Q.•• G E N ••' �` �i� 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ve ,,••� S16- •? 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. v • • N 68182 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 3-6-01all by 2-0-0 wide will fit between the bottom chord and any other members.CIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 13=566, s •'. T 0 F :• 8=499. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/2" gypsum .0 .• Q e� sheetrock be applied directly to the bottom chord.%�. ••• ee �I�, tss • .., . • • f �� %e 111 MOO* FL Cert. 6634 �] May 18,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7477 rev. 0211612015 BEFORE USE. _- Design valid for use onlywith 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 responsibillity of the F Ifflt PY erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 0Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 Job I Truss Truss Type Qty Ply 28567 Marren Residence T7082463 28567 F001 Flat Girder 1 1 Job Reference o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Inaustrles, Inc. Man May le n: ia:ao 2016 rage i ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-RCeFSUwfWedADOcOHh?gOTVB37dwEdhganKW7pzFIHX 5-2-5 r 5-2-5 4x4 = 2x4 I I Scale = 1:10.2 2x4 n LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.85 TCDL 15.0 Lumber Increase 1.33 BC 0.33 BCLL 0.0 " Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC20101TP12007 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.03 3-4 >999 240 Vert(TL) -0.09 3-4 >680 180 Horz(TL) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=707/0-3-7, 3=707/Mechanical Max Horz 4=-82(LC 4) Max Uplift4=-326(LC 4), 3=-326(LC 5) Max Grav 4=808(LC 13), 3=820(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14=759/341, 2-3=-765/333 PLATES GRIP MT20 244/190 Weight: 28 ib FT = 0% Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 Ot=lb) 4=326, 3=326. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-269, 3-4=-20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11711.7473 rev. 0211612015 BEFORE USE. Desi9 n va id foruse on with MRek connectors. This design Is bused on Nu on parameters shown and Is for an in dividual building component. onent. - s designer. Bracin sown Applicability of design parameters and proper Incorporation of component Is responsibility of building designer not truss Bracingshown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillIty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2015 0PY ar a East vd. Tampa, FL 33610 I Jab Truss Truss Type Qty Ply 28567 Morten Residence T7082464 28567 FG02 Flat Girder 1 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34945 l.oau 5 dui i I cu it mi i nk rnuu5u ios, aw. rvwu n.ar , , ,. .05., , ID:KgsrNvdlklYssGcpZJ QLRzU_zg-RCeFSUwfWedADOcOHh?gOTVGb?cJEdcgenKW7pzFIHX 5-10-2 5-10.2 Scale = 1:11.4 5x5 = 2x4 II 3x6 11 4x4 = 5-10-2 0-0-1 Plate Offsets (X Y) 11.0 2 8 0 2 121 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.06 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.43 Vert(TL) -0.14 3-4 >467 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=844I0-3-13, 3=844/0-3-7 Max Horz 4=-82(LC 4) Max Uplift4=-387(LC 4), 3=-387(LC 5) Max Grav 4=974(LC 13), 3=984(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-918/403, 2-3=-924/396 Structural wood sheathing directly applied or 5-10-2 oc purlins, except end verticals. 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 guide NOTES- 1) Wind: ASQE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 4=387, 3=387. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=284, 3-4=-20 L WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11711.7473 rev. 02116,2015 BEFORE USE. Designvalid for use on N with NTek connectors. This design Is based on Nu on parameters shown, and Isforan Individual ual building component. onent. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. g Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2016 1111LOPY Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Marren Residence T7082465 28567 FG03 Flat Girder 1 1 o efe a ce o lio a East Coast Truss, Fort Pierce, FL, 34946 r.0ou a — I I —19 -I GM1 1I1YYanloq In". ".5 ,nay ,,, , n- ID:KgsrNvdlklYssGcpZJ_QLRzU zg-vOCdfgwHHymOrYBDrOW3Zg1MgOz9z4xppR33fFzFIHW 5.2-4 5-2-4 4x4 = 2x4 I I Scale = 1:10.2 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.85 TCDL 15.0 Lumber Increase 1.33 BC 0.33 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) -0.03 3-4 >999 240 Vert(TL) -0.09 3-4 >682 180 Horz(TL) -0.00 3 nla n/a LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=706/0-3-5, 3=706/Mechanical Max Horz 4=-82(LC 4) Max Uplift4=-326(LC 4), 3=-326(LC 5) Max Grav 4=807(LC 13), 3=819(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-758/340, 2-3=-764/332 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% Structural wood sheathing directly applied or 5-2-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. M17ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 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) 4=326, 3=326. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-269, 3-4=-20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. -not truss designer. er. Bracing shown n t Applicability of design parameters and proper incorporation of component is responsibility of building designer 9 g is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. t111n1111rr11� .�`'�a��N E N i N 68182 �.: T OF :•w` �0 N A11 0% �FL Cert. 6634 May 18,2015 ast 0 P Tampa, FL 33610 Jab Truss Truss Type Qty Ply 28567 Monen Residence T7062466 28567 MO1G Roof Special Girder 1 1 J Job Reference (OptionsI _ nn 111ov 1A 9n1F Pana 1 Castlioasl ImSa, r•on 11W.., -QLQLRzRz -__-- ID:KgsrNvdlklYssGcpZGcpZJ U zg-NalOtAxw2GutSimPP6115uah8oMHiW0y15pdCizFIHV 2.4-5 6-10-13 _ 2-4-5 4.6-8 Scale = 1:13.4 4x4 3.00 112 1x4 118 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid TCLL 30.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 7 >999 240 TCDL 15.0 Lumber Increase 1,33 BC 0.14 Vert(TL) 0.00 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.09 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=103/0-8-0, 6=543/1-6-10 Max Horz 8=-57(LC 30) Max UpliftB=-144(LC 8), 6=-394(LC 5) Max Grav 8=176(LC 39), 6=578(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-310/421 BOT CHORD 6-7=-376/312, 5-6=-376/312 WEBS 4-6=-441/269, 4-7=-180/265 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% BRACING• TOP CHORD Structural wood sheathing directly applied or 6-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 2-0-0 oc. - 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=144, 6=394. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 159 lb up at 2-4-6 on top chord, and 37 lb down and 62 lb up at 2-4-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 12) 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 `011%111111lilt', Pave N � GvE N,9 �i0 i N 68182 cc Z 0:. T F r � •,,��Ss,,O 1►i1111►► F7TL CerL 6634 May 18,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllllty of the 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 904 arks E 70py I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. m 33 1K Job Truss Truss Type Qty Ply 20567 Morren Residence T7082456 28567 Al2 Roof Special 1 1 Job Reference(optional) „"rao. Inn AAnn Mnv 1R 11.1A•507015 Paae1 tasl uoasl i Fuss, run ria % r,. avaco • •--- - -- - - -- - - I D: KgsrNvdlklYssG cpZJ_Q L RzU_zg-c2H_BRnixotOV i9txQuOmC FHAaTcgiOn CrtCwgzFIH d 3-311 4 0 10 e'+ 14 8.r-2 12-4s 3-3-11 1-5-15 1-6Jf 2-0-0 4-0-3 3-6-11 5-10-5 Scale = 1:41.0 3.64 Fj2 4x4 157 16 5x5 :�- 11 ' 3x4 = 2x4 II 5x5 = 3x4 II 2.3912 2.72 12 0 8-4 7-9 1-8-e 4-9-10 4-11 1 12 13-7-0 16-11-0 23.2.1 22 N11 •4 1-0-0 3-1-1 0- -14 7-0.14 3-7-0 1-0-0 4-10-5 4-10-5 0-0-1 1-0.2 0-0.11 Plate Offsets (X Y) 17:0 2 12 0 1 81 19 0 2 8 0 2 121 112.0 5 8 0 2 41 113.0 2 12 0 2 41 114:0-2-8 0-2-41 116.0-1-14 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.19 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77 Vert(TL) -0.50 13-14 >513 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 124 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. Except: 6-10: 2x4 SP No.3 10-0-0 cc bracing: 10-12 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ude REACTIONS. (lb/size) 16=1174/0-7-6, 9=1382/0-9-4 Max Horz 16=246(1_C 6) Max Uplift 16=524(LC 8), 9=-608(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1396/647, 2-3=2950/1370, 3-4=-2870/1386, 4-5=-2441/1066, 5-6=-2569/1086, 6-7=267511144,7-8=-327/146,1-16=-1168/631 BOT CHORD 15-16=-206/302, 14-15=-1116/2857, 13-14=-1069/2799, 12-13=-973/2538, 6-12=-326/199, 8-9=-187/434 WEBS 4-13=-600/365, 6-13=-390/244, 7-12=-913/2345, 7-9=-13031652, 2-14=0/277, 1-15=-479/1259, 2-15=-18511747, 5-13=-490/1286 ,,��11111111!/!! NOTES-U balanced roof live loads have been considered for this design. �%%% Qv 1 N 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; ��� ()P '.•' G E IV • • " Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �� ' ••�,� SAC`• 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 N 68182 r 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. .9 1 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. �� '. T O F • : <vW Z 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �0� • , iC Q _ �� of bearing surface. 1 �.\••• �% 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=524, ���� SSi • • • \ �% 9=6 0truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and gypsum N ! /O 9) This sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with 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 or general g Is the responsibility of the �0 �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component F-314. asl Biv .Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria• VA 22314. Job Truss Truss Type Qly Ply 28567 Marren Residence T7082457 28567 A13 Roof Special 1 1 Job Reference (ootionah East (:oast ( mSs, i-on Nlerce, M. 34e41i raw n am i i cu i» m i cn n,ueau w, „ o. mvu ,rmr ... . .. ....... .�,.. , ,.e.. ID: KgsrNvdlklYssGcpZJ_QLRzU_zg4EgMPnsXin7dk3U8PfJPoU_opZBDwQVclSczFIHc 3-1-15 0-0-1 3-11-4 I. 3-11.6 3-11-3 3-11-3 1A-12 Scale = 1:36.3 3.64 12 4x4 2.39 12 0-9-6 0-8A 3.1-15 3 -1 11-5.2 15-4-10 18-0-15 19-3-13 1 -B- 20-8-9 0-8-4 24-8 0A-1 7.10.7 3-11-8 2-8-5 1.2.14 0-0.1 1 0.1.2 Plate Offsets (X Y) 13:0 2 8 0 3-01 19'0 2 8 0 2 41 110:0 5 0 0 0 41 111'0-6-0 0-2-21 112.0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.18 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.55 10-11 >410 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing 6-8: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 12=1033/0-7-6, 8=1242/0-9-4 Max Horz 12=187(LC 7) Max Uplift 12=468(LC 8), 8=-558(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2526/1082, 2-3=-2592/1208, 3-4=-2072/910, 4-5=-2161/928, 5-6=-2030/899, 6-7=-277/123 BOT CHORD 11-12=-304/139, 10-1 1=-1 042/2566, 9-10=-714/1833, 8-9=-411/199, 7-8=-161/376 WEBS 2-11=-353/253, 3-10=-695/437, 4-10=-410/1063, 5-10=-160/301, 6.8=-1125/559, 5-9=-403/207, 6-9=-891/2180, 1-12=-998/448, 1-11=-1089/2598 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1t111111111111111, � 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; � U' N V I40,0, Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,,� PQ• • , , , F� �� plate grip DOL=1.60 v� C E N S •• �� �i 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the , �,� �C'•,• ,� 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. * N 68182 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 joints) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. : •• T 0 F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=468, '�j, •• iC` P •. �� 8=558. 0.•� �� 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/" gypsum 4# .100..l�Sl • •' %% sheetrock be applied directly to the bottom chord. ��� N A1- �� fill r11111�� FL Cert. 6634 May 18,2015 • & WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 0211612015 BEFORE USE.. Design valid for use only with Wei< connectors. This design is based onlyupon parameters shown, and is for an Individual building component. Applicability of design parametersand proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the co 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 Criterla, DSB-89 and BCSI Building Component 69 Pa Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 t Job Truss Truss Type Qty Ply 28567 Marren Residence T7082458 28567 A14 ROOF SPECIAL 1 1 job Re a nce o t'o East Coast Truss, Fort Pierce, FL. 34946 r.aau s J01 i 1 zu14 Mu ert muusmns, in, 1---y , o , ,.. a..''.,. .,. , ID:KgsrNvdlklYssGcpZJ QLRzU z9 -YQOkc6l9TQ7kknJF2rwusdKZzNF01h54f9M1 2zFIHb 1.5-2 ON!.3-10-11 3-10.11 -7-13 5-11-8 -6-13 1-2-2 Scale = 1:33.2 2.26 12 3x4 = 5x5 4x6 = 5x5 = 1.82 12 2.60 112 5x5 = 3x4 = 2.38 12 0-9-6 0.84 1-5-2 •0.15 5-11-11 9-11-0 10-5-10 10 16.5-10 17-2.11 18-2-9 i, 0.84 7-11 o-7.14 3-10-11 3-11-9 -5-e 6-0-0 0-9-1 0-11-14 0-1-2 0-1-0 Plate Offsets (X Y) f1.0 0 12 0 1 11 f2:0 1 14 0 2 51 f5.0 2 8 0 0 51 f9.0 2 12 0-2-81 f11:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.13 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.25 9-10 >792 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. 1-11,9-11: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except' be installed during truss erection, in accordance with Stabilizer 6-8: 2x6 SP No.2 Installation REACTIONS. (lb/size) 1=896/0-8-4, 8=1107/0-8-13 Max Horz 1=159(LC 7) Max Uplift 1=-403(LC 8), 8=-498(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2099/936, 2-3=2684/1183, 3-4=-1837/816, 4-5=1743/826, 5-6=1939/804, 6-7=408/203 BOT CHORD 1-11=-862/1998, 10-11=-921/2100, 9-10=1031/2543, 7-8=-241/479 WEBS 2-11=-459/289, 2-10=-110/435, 5-9=-248/768, 6-9=-523/1592, 6-8=-1125/637, 3-9=-911/448 NOTES- dered for this design. 2) Wind:ASCE 7-10; Vu1) Unbalanced roof live oad7Omph (3 seconds have been igust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; ,�111111f1111 0\3 � N V, ll�j� Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 .%', �QP............ ♦ �� plate grip 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. 0 degree its N 6818 2 * ; •: 7� 4) Plates checked for a plus or minus rotation about 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 - C fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity �: 7 �, T 0 F 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=1b) 1=403, , ,C Q Q:• ���� �• % 8=498. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'W gypsum ��i S1 :. 1 . ` �,, S p N AL E�,.� sheetrock be applied directly to the bottom chord. 111111111�1� tL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 18,2015 Job Truss Truss Type Qty Ply 28567 Morten Residence T7082459 28567 A15 Roof Special 1 1 job Reference (optionall 1-astcoast1russ, ronmerce,M.°geno ,..G_QLRU....,,-.....---....._...._.JF2r._..dsNlgl-- ID:KgsrNvdlklYssGcpZ.l_QLRzU_zg-YQOkc6l9TQ7kknJF2rwusdKdsNlglj94f9M1_2zFIHb 2. , 6.9.3 9-2-15 13-4-5 15.1-4 2-4-8 4-4-11 2-5-12 4-1-8 1-8-15 2.26 12 010 5x6 = 1.82 12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.36 TCDL 15.0 Lumber Increase 1.33 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=875/0-9-4, 7=786/0-8-13 Max Horz 7=121(LC 7) Max. Uplift 10=-531(LC 8), 7=-341(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/407, 3-4=-8701392, 4-5=-990/381 BOT CHORD 9-10=-271/289, 8-9=275/973 WEBS 2-10=-809/494, 2-9=555/1226, 4-8=40/261, 5-8=-251/902, 5-7=-719/383 4x4 2.60112 Scale = 1:26.8 DEFL. in (too) I/deft Ud PLATES GRIP Vert(LL) -0.04 9 >999 240 MT20 244/190 Vert(TL) -0.08 9 >999 180 Horz(TL) -0.03 10 n/a n1a Weight: 69 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guideInstallation NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 l 111111111 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 ,.tttil ��� QV I N , VF .......... �E responsibility of the fabricator to increase plate sizes to account for these factors.�P' 4) Plates checked for a or minus 0 degree rotation about its center. • ' C' �•'.• �i plus ��� ,•� \,� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. by 2-0-0 N 68182 lo 6) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 10=531 7=341. 8) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and''/° gypsum b :• T 0 F sheetrock be applied directly to the bottom chord. ♦ O i00 '4 •• �`% FL Cert. 6634 May 18,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116Q018 BEFORE USE. Design valid for use only with MRek 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 Fovol COPY Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morren Residence T7082460 28567 A16G Roof Special Girder 1 1 _ _ _ _ _ Job Reference (optional) • 1G 11 1D 44 'Ja15 Pa 1 East Coast Truss, Fort Pierce, FL. a4a4b ,. �� , �,+, ,,,a^ , "L; ,,,". „' • • • •" • •. •- ID: KgsrNvdlklYssGcpZJ_QLRzU_zg-Ody7gStnEjFbMwuScZR70gtocneolD?Dup5sWUzFIHa a n it 7-4-G 8-7-11 _ 11-4-10 �- 3-0-11 4.3.11 2-3-5 1-8-15 Scale = 1:19.9 2.28 F12 4x4 10 1.13112 2.60112 4x4 = 4x61.M 12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.36 TCDL 15.0 Lumber Increase 1.33 BC 0.16 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=678/0-9-4, 7=553/0-8-13 Max Horz 7=79(LC 7) Max Uplift 10=-457(LC 8), 7=-238(LC 8) FORCES. (lb) -Max. CompdMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/317, 3-4=-411/156, 4-5=-430/159 BOT CHORD 1-10=-273/272, 9-10=-452/374 WEBS 3-9=-376/247, 3-8=-210/327, 5-8=-157/546, 5-7=-457/216, 2-10=-558/296, 2-9=246/582 DEFL, in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 8-9 >999 240 MT20 244/190 Vert(TL) -0.04 8-9 >999 180 Horz(TL) -0.00 10 n/a n/a Weight: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ns alia o guide, I$ NOTES- 1) Unbalanced 2) Wind: f ASCE 7-10; Vultlive aconsideredds have been 170mph (3 second gu t) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=24ft; eave=4ft; Cat. II; , t ,,r,$4 I N V ,1.# Q �i Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �� 0 •� •E F4�� 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 q P 9 P P 9 9 �--' GN & v •' �- F�'•, �i responsibility of the fabricator to increase plate sizes to account for these factors. N 68182 4) Plates checked for a plus or minus 0 degree rotation about its center. * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -d 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb) 10=457, i .• T O F /j 7=238. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. s �i� • •� �` Q;•• �� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 95 lb up at 7-4-6 oj� 9IS, on top chord, and 9 lb down and 16 Ib up at 7-3-14 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). �1% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 FL Cert. 6634 May 18,2015 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, OV1612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parametersshown, and Is for an Individual building component. COP) Applicability of design parameters and proper Incorporation of component is responsbility of building designer- not truss designer. Bracing shown F,4TLE is for lateral support of individual web members only. Additional temporarybracing to Insure stability during construction Is the responsibility of the 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply 28567 Morren Residence T7082460 28567 A16G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=90, 3-4=-90, 4-6=-90, Concentrated Loads (1b) Vert: 4=16(B) 8=6(B) 10-11=-20, 9-10=-20, 8-9=-20, 7-8=-20, 7-14=-20 I.WU3-111 LU141VII I UK IIIU-1 IV*, II IU. Iv1U11.IVInY 10 11. 17-4U... ID: KgsrNvdlklYssGcpZJ_QLRzU zg-Ody7gStnEjFbMwuScZR70gtocneo1D?Dup5sWUzFIHa WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use any with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morten Residence T7082451 28567 A07 Roof Spacial 1 1 job Reference.. o do a East Coast Truss, Fort Pierce, FL. 34945 'Xr, ID:KgsrNvdlklYssGcpZJ_QLRzU zg-F4T58jnm6GFIPiGvatIF38YLXZjL9Qp22Z9REyzFIHi 1-7-0 6-7-13 6-7-13 0-6- 712-0 4-7-0 4-7-0 1-4-12 6.00 12 Sx8 2x4 II 5.20 112 Scale = 1:61.9 20 18 15 14 - 14 4x8 II 2x4 II 3x12 = 4x4 = 5x5 =3x4 = 4x4 1 7 5 33.1-8 17-0 8213 15-412 16.4-12 22-6.12 31-8-0 3$if 1-7-0 6.7-8 7-1-14 1.0-0 8-2-o 9-2-0 0-" �" 0-05 102 Plate Offsets (X Y)r1 0 2 4 0 3 111 r2 0 2 5 0 2 41 r4'0 2 0 Edoel r5'0 5 10 0 2 81 r12'0 2-8 0-3-01 r17'0-4-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.37 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -0.87 17-19 >435 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 197 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 6-15: 2x4 SP No.3 10-0-0 cc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-17, 9-12 14-17: 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x8 SP No.2 1-6-5 Installation guide. REACTIONS, (lb/size) 1=1761/0-8-0, 12=1906/0-9-4 Max Horz 1=-452(LC 6) Max Uplift 1=-784(LC 8), 12=-848(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-5401237, 1-2=-302/70, 2-3=4114/1761, 3-4=-325711323, 4-5=-3116/1357, 5-6=-4101/1815, 6-7=-4236/1752, 7-8=-2592/1293, 8-9=-2742/1273, 9-10=-384/144, 10-11 =-302/1 18 BOT CHORD 1-21=-82112131, 1-20=-821/2131, 19-20=859/2228, 18-19=-1383/3810, 17-18=-137313835,6-17=-359/190,13-14=-1028/2433,12-13=-1028/2433, WEBS 2'20=-440/26552-19=-512/1693, 3-17=-1015/620, 5-17=-1128/2763, 14-17=-1063/2849, ��,,,,Q .IJ . N'r�% ,,-le 7-17=-239/1452, 7-14=-1333/544, 9-12=-2606/1202, 10-12=-433/351 �,, `. • • ......... • •E N • • ��` �< I NOTES- ��`, '�••�\G S�:•• � i 1) Unbalanced roof live loads have been considered for this design. N 68182 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=33ft; eave=4ft; Cat. 11; ; • • : 11r Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60= plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 'fl • :'� responsibility of the fabricator to increase plate sizes to account for these factors. i T 0 F 4) Plates checked for a plus or minus 0 degree rotation about its center. ; • , ,�. 4� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .0i� `Q Q.•• ��,� 6) • This truss has been designed for a live load of 20.Opsf on the bottowill � m chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��, �1S • • • `C? `� fit between the bottom chord and any other members. ��� 0 N A1- ��% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=784, 12=848. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be. applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Morten Residence - T7082452 28567 A08 Roof Special 1 1 job efere ce o 'o I tast vast i russ, ron rierce, rL. z4a4o- ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-jG1TM3oOtaNaOsr5ibpUcM4ZPz53uunBHDv_nOzFIHh SEJ 5-2-11 2-9E 0-5 6-0-11 1.6E 7-7-1 1.4-12 Scale=1:56.5 3.64 12 5x6 % 5.20 Lj?_, 6.00 12 5x5 % 5 2x4 II 3xE 18 15 14 I'd 21 2x4 II 4x10 = 3x4 = 5x5 = 3x4 = 3x8 = 0-7.11 14-11.13 30E-11 -7 8-7-7 12-7E 13-11.13 20.0.8 25-1-0 2&1-15 2 7E 4-10-8 1.1-3 8-D-1 1_4-4 1-0-0 5-. 5-0.12 4-0.11 OW 0-0-5 1-0-2 Plate Offsets (X Y)f5:0 3 0 0 1 141 f12.0 2 8 0 3 O1 f17:0-2 12 0 3 O1 f20:0 4 0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.29 16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.81 Vert(TL) -0.58 16 >594 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.36 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 187 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. Except: 6-15: 2x4 SP No.3 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1776/0-9-4, 21=1592/0-7-6 Max Horz 21=471(LC 6) Max Uplift12=-789(LC 8), 21=-708(LC 8) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3067/1323, 2-3=-3045/1489, 3-4=-2932/1527, 4-5=-2865/1318, 5-6=-3901/1732, 6-7=-3904/1648, 7-8=-4005/1616, B-9=-2480/1165, 9-10=-269/78, 10-11=-280/105, 1-21=-1569/724 BOT CHORD 20-21=-371/570, 19-20=-820/2706, 18-19=-812/2724, 17-18=-728/2747, 6-17=309/225, 13-14=-929/2182,12-13=-929/2182,11-12=-131/375 WEBS 8-107=-278/1453,t8-84 —13 0/550, 9-12—2436/5152, 10 1/2=a 27/284, 2 20=590/415, ��%%At, � N l 111VF � 1-20=-936/2485 lam,, or`•• G. .N I E TES- 1) Unbalanced roof live loads have been considered for this design. �,` ' �••�\ S�•• '� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=31ft; eave=4ft; Cat. II; N 68182 Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60� plate grip DOL=1.60 ; 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. '9 4) The solid section of the plate is required to be placed over the splice line at joint(s) 13. ��O T 0 F 4 Z. 5) Plate(s) at joint(s) 3, 4, 5, 7, 19, 17, 6, 15, 20, 18, 8, 9, 14, 12, 10, 21, 1, 2 and 11 checked for a plus or minus 0 degree rotation about its �j,, 1 O P \� center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. �j� SS1 ' • • • f�� �� 8) This truss tdesigned lie : l ve load nonconcurrent with any re live truss has been designed for a load of 20psf onthe bottom chord in all areas where a Thisrectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. FL Cert. 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=789, 21=708. May 18,2015 WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. design Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown CO Applicability of parameters and proper Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the A pi •� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �N� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Monen Residence noazasz 28567 A08 Roof Special 1 1 Job Reference (optional East Coast Truss, i-on Pierce, I-L. ;M1415 ID:KgsrNvdlklYssGcpZJ_QLRzU zg-jG1TM3oOtaNaOsr5ibpUcM4ZPz53uunBHDv_nOzFIHh NOTES- 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Y=° gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MII.7479 M. 0211612015 BEFORE USE. Design valid for use only with Mick connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Bracing shown I designer truss designer. of build n9 rcomponent is responsibility e and roe Incorporation of 9 I parameters I9 Applicability of design p proper rp Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I 0 •� Eas DBI C 0 P Ya AFL Job Truss Truss Type city Ply 28567 Morren Residence T7082453 28567 A09 Roof Special 1 1 1 Job e e e ce (optional ta61 load i Mss, r on fierce, r'L. J4e40 ,..,........ . OelVRe701FIKj9ZdfOMQ9dLjLWteYJgzFIHg 6 11 1'1 5-17 14-ti> 7 21-5-2 i28-112 i 6.3-1 7-2-12 1-9-10 8-1-11 8-1-11 1.4-12 Scale = 1:52.5 4.8 M18SHS % 3.64 12 5.20 112 3x8 v 8 17 13 2x4 II 5x8 3x4 = 3x6 II 3x4 = = 3x8 = 2.93 12 0-7-11 -796.2.16 13.0-2 15-3-7 16.3-7 28-11-9 21-5-2 27-6-13 27 11 7 •70- 6-7-4 6.9-3 2-3.5 1-0-0 5-1-11 6.1-11 -1 1-0-2 0-0-5 Plate Offsets (X Y) r3.0 5 4 0 2 O1 r5.0 3 0 Edoel r9.0 3 5 0 0 41 rl1.0 2 8 0 2 41 114:0 6-12 0-4-01 r15.0-2-8 0-2-41 r16.0-3-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.45 13 >734 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.92 13 >356 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.53 9 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-S) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 12-14 14-15: 2x4 SP No.1 WEBS 1 Row at midpt 4-15 WEBS 2x4 SP No.3 'Except* MiTek recommends that Stabilizers and required cross bracing 6-14: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Iblsize) 17=1498/0-7-6, 9=1694/0-9-4 Max Horz 17=-415(LC 6) Max Uplift l7=-668(LC 8). 9=-751(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2726/1171, 2-3=-3025/1289, 3-4=-286811273, 4-5=-5565/2232, 5-6=-568812217, 6-7=-2460/1104, 7-8=-5361218, 1-17=-1471/689 BOT CHORD 16-17=-329/520, 15-16=-83712465, 14-15=-1704/5183, 4-14=-933/2725, 8-9=-275/713 WEBS 2-16=-4121237, 2-15=-62/596, 3-15=-549/1429, 4-15=-3072/1172, 11-14=-991/2512, 6-14=-88313030, 6-11 =-1 6511728, 7-11=-791/2089, 7-9=-1652/864, 1-16=771/2167 NOTES- III111I11l/!!! ,���` Qv I N V� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=29ft; eave=4ft; Cat. II; �� Q ` • • • • Ex D; Encl., GC I=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the N 68182 do • •' * 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. :� T O 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 � O fit between the bottom chord and any other members. 8) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 0i •� Q _�� �.0 \ �.• �\ `�� of bearing surface. 100 lb at joint(s) except (jt=1b) 17=668, �iI ss� ' • �` 1I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift 41 �` 9=751. !l1111111111 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz' gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02(1612015 BEFORE USE. Design valid for use any with Wek 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 responsibillity of the erector, 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 690 rk�ea—sy BIv . Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa�FC 3 s o Job Truss Truss Type Qty Ply 28567 Marren Residence T7082454 28567 A10 Roof Special 1 1 Job Beference (optional) East Coast Truss, Fan Pierce, FL. 34946 f.aou s "ii , LV 14 IYII I PM1 mu..eiou, i mvu. my ,u , ,.,a.+� w w woe. , ID:KgsrNvdlklYssGcpZJ QLRzU_zg-gf9EmlpePBdIG97UposyhnAvPmoKMnJUkXO5rHzFIHf 1 9 12 5 10.10 10 0 7 1a-6-1'+ 1Q-811 25.11-3 _, 27-3.15 1-8-12 4.1-13 4-1-13 6-3-3 1-0-12 3.84 12 5x5 5.20 112 1x4 II II 6.00 3x4 Scale=1:49.7 20 3x8 16 3x6 II 3x4 II 2.72 12 2x4 11 5x8 = 3x4 = 3x4 = 0.84 27-3-15 -7-9 1-8-12 5-10-10 10-0-7 13.7-13 4-7-13 19-6-0 25-11.3 26,313 -7-9 1-0-8 4.1.13 4-1-13 3-7-6 1-0-0 - 5.0-3 6-3-3 0 -1 0-0-11 1-0.2 Plate Offsets (X Y) r6:0 2 8 0 2 41 r17:0 2 0 0 3 01 r18:0 2 8 0 2-41 r20:0 1 14 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.25 16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.51 16 >606 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.29 12 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight: 161 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 7-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 20=1414/0-7-6, 12=1599/0-9-4 Max Horz 20=-359(LC 6) Max Uplift20=-629(LC 8), 12=-709(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 15-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I sta lat'oguide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12081543, 2-3=-1161/590, 3-4=-3179/1371, 4-5=-3078/1381, 5-6=-3181/1478, 6-7=-3681/1621,7-8=-3679/1553,8-9=-3781/1522,9-10=-2315/1035,10-11=-278/97, 1-20=-1456/596 BOT CHORD 19-20=-293/321, 18-19=-940/2518, 17-18=-782/2668, 7-17=-260/180, 13-14=-132/335, 12-13=-132/335,11-12=-132/335 WEBS 6-17=-740/1858, 14-17=-868/2244, 9-17=-322/1417, 9-14=-1262/566, 10-14=-655/1759, 10-12=-1530/821, 1-19=-511/1385, 3-19=-1830/776, 3-18=-79/588, 5-18=-342/238, 6-18=-347/687 O•V l N Vic' NOTES- �� QT .•••.....,,•�� 1) Unbalanced roof live loads have been considered for this design. ��� ,.•��,� C' N `SF•• ? ��i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 * N 68182 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. ��O :• T O F 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 �j, .• iC` Q •: �� fit between the bottom chord and any other members, /� �.•' �i��,�� 7) Bearing at joints) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ��/ tss •+ •. of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except 0t=1b) 20=629, / ///111110�,, 12=709. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 0211612015 BEFORE USE. Vk Design valid for use only with MfTek 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 theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Componenf 04 Ivd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Qty Ply 28567 Marren Residence T7082455 28567 All Roof Special 1 1 ob e e e ce o bona East Coast Truss, Fort Pierce, FL. 34945 r.wus"iieuwnn i.'nwum, oa, u,.. ...... .u, r ,.. ., �. ,.. ,may-, ID:KgsrNvdlklYssGcpZJ_QLRzU zg-Bdc 5gGAVlgtJagNjNBE_i1bAAQ5EtezB7eNjzFlHe 6-11-14 1- 0- 5-11-11 •7.6 5-10-11 as-1 6 l4 6-2-14 14-1z 0-0-13 Scale = 1:44.8 3.64 12 4x6 5.20 L12 'WA 2.39112 18 13 2x4 II lu 3x4 = 5x8 = 3x8 11 3x4 11 2.72 12 - 0-8-4 -7-9 5-11-11 6-11-14 12-10-0 13-4.8 12.1 -9 14-0-8 25.3-0 18.7-8 23-10-4 24 2- 4 5-3-7 1-0-3 5-10.7 0- -5 1-0.0 4-2-14 6.2.14 0 -1 1-0-2 0-0-it 0-5-15 Plate Offsets (X Y) 14:0 3 0 0 1 141 114.0 5 4 Edo el, 115:0 2 8 0 2 Ol 117:0 3 8 0-2-41 118.0-1-14 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.22 13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.46 15-16 >611 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 146 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. Except: 5-12: 2x4 SP No.3 10-0-0 cc bracing: 12-14 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 18=1297/0-7-6, 10=1487/0-9-4 Max Horz 18=-303(LC 6) Max Uplift 18=577(LC 8), 10=-658(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2956/1276, 2-3=-3214/1510, 3-4=-3127/1539, 4-5=-2728/1213, 5-6=-2967/1303, 6-7=-3052/1277, 7-8=-2068/928, 1-18=-1263/595 BOT CHORD 17-18=-218/382, 16-17=-1159/3058, 15-16=-774/2555, 14-15=-903/2763, 5-14=-119/290, 9-10=-130/314 WEBS 11-14=-734/1890, 7-14=-228/996, 7-11=-1039/470, 8-11=654/1705, 8-10=-1407/727, 4-16=-439/752,4-15=-442/1273,5-15=-468/227,2-17=-706/325,1-17=-990/2572 ,j11111111111 .' V / NOTES- 1) Unbalanced roof live loads have been considered for this design. BCDL=3.Opsf; h=9ft; B=45ft; L=25ft; eave=oft; Cat. II; (� , ��Or`•• G E N • •• `�, , S� ••? �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; `� •••�,� Exp D; Encl., GCpf=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 N 66182 •� 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. cc Z 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. �� •. T F 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 �� • Zu fit between the bottom chord and any other members. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 'oio •�� Q �j� Q •.• \% of bearing surface. lb 18=577, X 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) except (jt=lb) 10=658. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the R erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component st9lvd.Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 9 r 4 Job Truss Truss Type Qty Ply 28567 Monen Residence noezaas 28567 A02 Hip 1 1 b e erence o tonal East Coast Truss, Fort Pierce, FL. 34946 7.550 s dw i 120 w Mi i cn mu--6, ,,,v. ar ,.. , y. ID:KgsrNvdlklYssGcpZJ QLRzU zg-ykYSgKiNm6Mj3dEZEvgcHglCFkLoOGgOR_zZUszFIHp r1 6 14 5-2-14 8 10 14 13-4-0 16-7-10 r 23-0-15 29-6-4 33-11-9 ,_ 36-4-14 39-9-10i 1-6-1� 4T 3-8-0 3-B-0 4-5.2 3-3-10 6-5-5 6-5-5 4-55 4-5-5 y�1-12 Scale = 1:70.5 64 = 6.00 12 4x6 = 2x4 II 5x5 = 4x10 = 6x6 5 630 7 318 9 5.20 12 23 7x8 % 19 18 17 16 15 14 13 3x4 = 5x5 3.00 = 12 3x4 11 5x8 = 5x8 VVB = 5x6 — 3x4 = 3x8 = 34 11 1.6 14 0 10-1 5-2-14 9.0-6 16-7.10 1 -7.1 23-0-15 29E-4 33-11.9 38A-14 39.9-10 3 9 8 0-10.1 3-8-0 3-9-8 7-7.4 0-8-0 -0-0 5-5-5 a-5-5 4-5-5 4-5-5 0- 0 1-0-2 Plate Offsets (X Y) i1:0 0 4 Edael 12:0 2 4 0 1 81 14.0-3-0 0-2-71 19.0-3-0 0-2-81 113.0-3-8 Edoel 117:0-3-8 0-2-81 f20:0-3-8 0-5-41 121:0-2-12 0-3-81 123:0-1-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.64 19 >687 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -1.22 19 >362 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.47 13 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) Weight: 249 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-7,7-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 18-20 21-23: 2x6 SP No.2, 20-21: 2x6 SP SS, 6-18: 2x4 SP No.3 WEBS 1 Row at midpt 8-15 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 17-20,8-20,11-14,2-22: 2x4 SP No.2 be Installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 23=2214/0-8-0, 13=218710.9-4 Max Horz 23=-265(LC 6) Max Uplift 23=-1070(LC 8), 13=975(1-C 8) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1033/425, 2-3=4108/1765, 3-4=-5082/2185, 4-5=-4599/2047, 5-30=-7190/3185, 6-30=-7190/3185,6-7=-712013172,7-31=-7120/3172,8-31=-7120/3172,8-9=-3014/1498, 9-10=-3324/1559,10-11=-3249/1466,11-12=-612/273 BOT CHORD 1-23=-640/1558, 22-23=-776/382, 21-22=-1467/3695, 20-21=-2538/6308, 6-20=-327/217, 16-17=-1645/4076. 15-16=-1645/4076, 14-15=-121212901, 12-13=-364/833 01111111111 WEBS g 20=-1330/3361, 10-15=-120 3/0751' 1 N ��J� 8-17 =1338/624, 8-15 —1423 578, 9-15—337/8410, �e�,(�U 10-14=-437/245, 11-14=-1273/3029, 11-13=-2109/1017, 4-21=-773/1931, 3-22=-910/431, 2-22=-1792/4247 �� 0P•• C•E N ' .•�\ SAC '• ��i NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,� i N 68182 7E ;• ,: 7� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60- v plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i '. T 0 ' :: O F 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the the fabricator to increase sizes to account for these factors. � Q Q.'� responsibility of plate 5) All are MT20 unless otherwise indicated. � ��ss' , ��`� • `�?,� plates plates , , , . section6) The solid plate at t4e711 ��/� N A1- �``� 7) Plate(s) at joint(s) 1 9, 12, 23, 21, 6, 18, 2, 3, 5, 17, 8, 15,10, 14, 11 13 and 22 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 20 checked for a plus or minus 1 degree rotation about its center. 9) Plate(s) at joint(s) 16 checked for a plus or minus 3 degree rotation about its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634 11) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will May 18,2015 fit between the bottom chord and any other members. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11171-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MrTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responslblllity 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/TPIT Quality Criteria, DSB-89 and SCSI Building Component 69 Pa co Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, F 33 Job Truss Truss Type Qty Ply 28567 Moren Residence T7082446 28567 A02 Hip 1 1 Job Beference (optional test coast 1 Russ, tort Ylerce, M. 44e40 ID:KgsrNvdlklYssGcpZJ_QLRzU_zg-ykYSgKiNm6Mj3dEZEvgcHglCFkLoOGgOR_zZUszFIHp NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=lb) 23=1070, 13=975. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 117II.7473 rev. 02(1612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I - 69 arEe.i;IaC1v0PY Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Marren Residence T7082447 28567 A03 Hip 1 1 Job Reference o t'o al East Coast Truss, Fort Pierce, FL. 34946 1,WU s Jul 11 z014 mu eK mausmes, inc. man may ro 1 is 15.35 2015 Faye , ID: KgsrNvdlklYssGcpZJ_QLRzU_zg-Qw6qugi?X5Q-7U-3ahnpindBrgtil-Jg8iY,' IjP9g 10.4 16-7-10 374 -7 41-9 r-14 6416-14 8-0 2-0-0 ei61 IzFIHo Scale = 1:69.6 6.00 12 4x6 = 3x4 = 3x6 = 2x4 13x4 = 46 = 5.2o i is 24 - 19 18 16 15 5x5 = 20 04 = 3x6 II 3x4 = 3.00 12 3x4 = 4x14 = 5x5 = 3x4 = 1-6-14 38-7-13 0 10-1 8-2-14 11-0-8 18-7-10 1 -7.1 26-0-11 31-7-14 37-3-1 37 - 1 0-10-1 5-7-0 H. 8-5-1 5.7.3 -1 0-8-0 1.0-2 Plate Offsets (X Y)12.0 2 8 0 1 81 115.0 3 8 Edael 118:0 6 0 0 2 O1 121.0 2-8 0-2-121 122'0-4-12 0-2-81 124'0-1-8 0-2-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase ' 1.25 TC 0.71 Vert(LL) 0.57 20 >746 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.87 Vert(TL) -1.08 21-22 >393 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.50 15 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 221 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 21-22: 2x4 SP No.1, 7-19: 2x4 SP No.3 10-0-0 oc bracing: 19-21 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 18-21, 8-18 2-23,18-21,13-16: 2x4 SP No.2 MITek recommends that Stabilizers. and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 24=2146/0-8-0, 15=2128/0-9-4 Max Harz 24=-325(LC 6) Max Uplift24=-1040(LC 8), 15=-948(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-788/312, 2-3=-4387/1881, 3-4=-4786/2021, 4-5=-4696/2050, 5-6=-4261/1925, 6-31=-5438/2432, 7-31=-5438/2432, 7-8=-5376/2418, 8-9=-2738/1407, 9-10=-2738/1407, 10-11=-2940/1442, 11-12=-3041/1416, 12-13=-3286/1481, 13-14=-458/209 BOT CHORD 1-24=-457/1164, 23-24=-655/293, 22-23=-1562/4014, 21-22=-1862/4980, 7-21=-293/184, 17-18=-1207/2923,16-17=-1207/2923,14-15=-270/612 WEBS 2-24=-2012/1006, 2-23=-1804/4339, 3-23=-652/340, 3-22=-39/617, 6-22=-11331472, 0 �28 112-18—403/2471112-16 6/194813-16=-11182/2865513-15 —2051/1021, 5 22—686/1730c�E e O N �i NOTES- , , �. �\ SF .? ►� , 1) Unbalanced roof live loads have been considered for this design. :• N 68182 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=911t; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60Z 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 :� :� T F responsibility of the fabricator to increase plate sizes to account for these factors. O 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. �s� •� �` �� Q .• �'� Q.•' �� � 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 3-6.0 tall by 2-0.0 will �j� SS • •' �� * I�0 •(V 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide AL `� fit between the bottom chord and any other members. l►� y 16��, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 1b uplift at joint(s) except at=lb) 24=1040, 15=948. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''Y2" gypsum FL Cert. 6634 sheetrock be applied directly to the bottom chord. May 18,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the ra'.' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PII Quality Criteria, DSB-89 and BCSI Building Component e a Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 28567 Marren Residence T7082448 28567 A04 Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.b30 S JUI 11 ZU14 MI I eK InaUsines, mc. man may l6 1l:1a:41 zulo rage 1 I D: KgsrNvdlklYssGcpZ4_QLRzU_zg-NJEalMkF21llw4z8vl EJvlNblyLWDcrS7yB D5BzFIHm it-6-14 7-2-14 12-10.16 16-7-10 22-7-2 29-4-2 36-1-3. _ 37-5-15i 1-6-14 5-6-0 5-8-0 3.8-12 5-11-8 6-9-1 6-9-1 1-4-12 Scale=1:67.5 6.00 12 4x8 1A18SHS = 5.20 112 3x4 = 5x10 = 21 17 16 15 . . 13 -1Z 5x5 = 3.00 12 2x4 II 5x10 = 4x4 = 3x6 II 3x4 = 3x4 = 5x5 = 1-6.14 0 10-14 7-2-11 13-0-6 16.7.10 17-7-10 22-7-2 37-5-15 29-4-2 , _ _ 36-1-3 38�5-13 0-10�, 5-8-0 5-9-8 3-7-0 -0.0 4-11.8 6-9-1 0.8.0 1-0-2 Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [4:0-2-0,Edge], [5:0-5-0,0-2-0], [7:0-7-12,0-2-8], [8:0-2-0,Edge], [12:0-3-7,0-0-8], [13:0-2-8.0-1-12], [18:0-2-4,0-2-4], [19:0-2-12,0-3-0], (21:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.49 17 >850 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.96 Vert(TL) -0.95 17 >433 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.49 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 213 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 6-16: 2x4 SP No.3 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-20 2-20: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=208110-8-0, 12=2066/0-9-4 Max Harz 21=-385(LC 6) Max Upiift2l=-1011(LC 8), 12=-920(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (IIS) or less except when shown. TOP CHORD 1-2=-556/197, 2,3=-4568/1944, 3-4=-4505/1880, 4-5=4394/1909, 5-28=-3973/1804, 6-28=-3973/1804, 6-29=-4576/2053, 7-29=-4576/2053, 7-8=-2609/1327, 8-9=-2737/1298, 9-10=-3266/1466, 10-11=-336/140 BOT CHORD 1-21=-273/797, 20-21=-455/291, 19-20=-1603/4239, 18-19=-1587/4604, 6-18=-122/262, 14-15=-1173/2890, 13-14=-1173/2890, 12-13=-152/395, 11-12=-165/395 WEBS 2-21=-2001/1029, 2-20=-1706/4213, 3-20=-476/281, 3-19=-315/306, 6-19=-983/324, 0>>111111►/1P r/I �%is 15-18=-942/2757, 7-18=-949/2738, 7-15=-1102/361, 9-15=-718/397, 10-13=-1026/2583, 10-1 2=-1 989/1027, 5-19=-558/1493 `,�� PQkjIN•.�F< � • E N �` �✓ ,O ., • �•••' NOTES- `, s •�� 1) Unbalanced roof live loads have been considered for this design. :• N * � 66182 * r 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=37ft; eave=5ft; Cat. Il; 4 — Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60- plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. •. T a F 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 4u responsibility of the fabricator to increase plate sizes to account for these factors, \ 5) All plates are MT20 plates unless otherwise Indicated.`• 6) Plates 0 degree its ��j� 1)Sl • �� '! checked for a plus or minus rotation about center. live loads. • % 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ` 10 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 A 1 111111�`� fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=lb) 21=1011, 12=920. FL Cert. 6634 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'l/z' gypsum sheetrock be applied directly to the bottom chord. May 18,2015 = Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility the building designer. For general guidance regarding &�fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII puality Crilerla, D56.89 and BC51 Building Component SI g Al Blv . Safe Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. amEke Job Truss Truss Type Qty Ply 28567 Morten Residence T7082449 28567 A05 Hip 1 1 Job Reference o 'o al Last Goasl Truss, port coerce, t-L. 64s4b r.—aam I . — I �nn, o^,,,"" " •'-l•,"•��""" "'a - ID: KgsrNvdlklYssGcpZJ_QLRzU_zg-rVoyWiltpLt9YEYKTIIYS WwpZLhUy6hcMcxnedzFlHl 1.6.14 4-1-9 0- 4-5-13 4-4-5 1-8-12 2-5-1b 6-7-15 4.3-0 4-10-14 1-4-12 Scale = 1:66.9 . 6.00 12 44 = 4xB M18SHS = 5.20 k2 5x5 = 1C 1x4 II 3x4 II 4x10 = 4x4 = 5x5 = 3x4 = 3.00 12 3x4 = 1-6.14 q10-14 5-6-14 10$•9 15-4-10 16-7-10 26-9-7 36A-1 i 34-11-5 35�3-35 0-10-1 4-0-0 0- -9 4-10-2 4-10-2 -2.15 9.1-14 9.1.14 0-0-1b ' 0-8-0 1.0-2 Plate Offsets (X Y)- r4'0-2-4 0-3-01 r6.0-4-0 0-1-121 rl2'0-2-8 0-3-01 r17.0-5-12 0-3-81 r20.0-2-12 0-3-01 122.0-4-0 0-2-121 r23'0-1-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.37 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.98 Vert(TL) -0.74 17-18 >540 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.48 12 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-S) Weight: 217 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 14-17. 9-12 6-15: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 17 WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing 2-22,14-17: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation quide, REACTIONS. (lb/size) 23=2021/0-8-0, 12=2000/0-9-4 Max Horz 23=-444(LC 6) Max Uplift23=-984(LC 8), 12=-890(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-749/270, 2-3=-380311632, 3-4=-4334/1863, 4-5=-3860/1659, 5-30=-3521/1599, 6-30=-3521/1599, 6-7=-4209/1772, 7-8=-2802/1389, 8-9=-2941/1370, 9-10=-471/195, 10-11=-325/120 BOT CHORD 1-23=-401/1117, 22-23=-755/318, 21-22=-1381/3738, 20-21 =-1 395/4008, 18-20=-112613688, 17-18=-1125/3689, 6-17=-471/1314, 13-14=-1098/2613, 2 233-18781929, 2-22=-1616 3874, 3-22=-683/351, 3-21=-29/478, 4-20=-638/394, WEBS ,,,,��IIIII �� N. J �j 5-20=-538/1361, 6-20=-463/215, 14-17=-111412917, 7-14=-1233/520, 10-12=-512/398, t�Q .. 0` �� �I 7-17=-154/1234, 9-12=-2729/1233 ♦�, •'' � , �pENS' .� �. ,NOTES- 1) Unbalanced roof live loads have been considered for this design. N 68182 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=36ft; eave=5ft; Cat. II; d Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60- plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ;, �• '.� T F 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. .0 X` �• �� �� �. •' 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. Gi\�; �j� ss� • • •'' �S! Q 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``1� AL 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 f @ 111111���` fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 23=984, 12=890. FL Cert. 6634 10) This truss design requires that a minimum of 7/16".structural wood sheathing be applied directly to the top chord and''V' gypsum sheetrock be applied directly to the bottom chord. May 18,2015 1, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 0211612015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the a9E 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 Quailty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 28567 Marren Residence T7082450 28567 A06 Roof Special 1 1 job Beeeceofoa east coast Truss, FOn Marc% t-L. 34646 oou s -i , , cu w .' en """"'.., ,,m. ,.,�„ —Y ,. , �,- , ID: KgsrNvd1ldYssGcpZJ_QLRzU_zg-nuvjxNm8Ly7snYijaAnOXx?Bc9NIQOCupwQtiVzFIHj Scale = 1:64.9 4x6 6.00 12 5.20 112 2x4 II - 23 5x6 =5x8 M18SHS = 17 18 15 ”' 14 4x4 = 5x5 = 3x4 = 3x4 15x12 = 3x4 = 3.00 12 11-14 010.1q 3514 41-2 10.2-9 17-0-8 18-0-0 35-2-4 25-0-15 33.9-8 342r2 0!10� 2.0�-0 0-67! 8-1-6 8-8-13 -0.0 7-4-8 8-0-9 0.4-10 1.0-2 0.8-0 Plate Offsets (X Y)f5.0 2 0 Edael r6:0 3 4 0 2 O1 r14.0-2-8 0-3-01 f19:0-2-8 Edoel LOADING (psf) SPACING. 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.40 19-21 >970 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.99 Vert(TL) -0.91 19-21 >422 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.50 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 209 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 7-17: 2x4 SP No.3 10-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-19, 16-19, 8-16, 11-14 2-22,6-19,16-19: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=195910-8-0, 14=1934/0-9-4 Max Horz 23=486(LC 6) Max Uplift 23=-957(LC 8), 14=-860(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-979/665, 2-3=-2389/1041, 3-4=4093/1730, 4-5=-3292/1316, 5-6=-3274/1365, 6-7=4310/1851, 7-8=-4371/1822, 8-9=-2744/1461, 9-10=-2826/1434, 10-11=-2820/1314, 11 -1 2=-261/96, 12-13=-373/152 BOT CHORD 1-23=-675/1501, 22-23=-10991543, 21-22=-947/2670, 20.21=-1314/3801, 19-20=-1304/3819,15-16=-1029/2428,14-15=-1029/2428,13-14=-195/497 2-23=00, WEBS 3865, 8-191154/59008 16=16321420, 10-16= 472/309, 11-14'2749/1253, ,,`,Qv 12-14'393� ��. �P•••.......• �F'•. GENSF•.? NOTES-'�•.%V 1) Unbalanced roof live loads have been considered for this design. • N 68182 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=9ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60Z �� * • * . 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. T F44/ 4) All plates are MT20 plates unless otherwise indicated. �� 0 • 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 with any other live loads. . T P �: �� �j 0 a psf chord nonconcurrent 3-6-0 tall by 2-0-0 wide will S . •. �N > ''�,�� 7) This trussbeenf r a live load of 20.Opon the bottom chord in all areas where a rectangle fitn hebottom chord 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=957, Nsf t I II%%� 14=860. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 May 18,2015 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Co Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the y� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 11 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 68 PL�Evd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610