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HomeMy WebLinkAboutRevisionOFFICE USE ONLY: DATE FILED: I 1 l Gi REVISION FEE: r 1. LOCATION/SITE ADDRESS: PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION ks - p 3 srrL -6 S 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. 5. o TGLj 3S dv-on' V-' c_At �o1J I 'C 7- C GN —� CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: PHONE (DAYTIME): INFORMATION: STATE: FAX: NAME: "�f WMtka4k C-Vl ADDRESS: GN CITY: j-7 Y, v av STATE: PHONE: FAX: _ ARCHITECT/ENGINEER INFORMATION: ZIP: NAME: L-.�eJC CI d C7L ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): FAX: Revised 07/22/2014 W1 a MiTek 0 RE: 29630 - Snyder Res. Site Information: Customer Info: Snyder, Dan Lot/Block: Lot 515 Address: TBD City: Jensen Beach Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Snyder Res. Model: Subdivision: Nettles Island State: FL. Name Address and License # of Structural Enginee Name: Address: City: General Truss Engineering Criteria & Design Loadt Loading Conditions): Design Code: FBC2014/TPI2007 De Wind Code: ASCE 7-10 [All HeighlI Wind Speed: Roof Load: 45.0 psf Floor Load: 170 mph N/A psf MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 This package includes 34 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# ITruss Name I Date 1 IT7632876 —CJ1 11/11/01 18 IT7632894 —HJ7 11/11/01 12 I T7632878 I —CJ3 I I I/11 /01 d 19 I T7632895 I -HRS 111/11 /01 d 13 IT7632879 I-CJ3S 111/11/015I20 IT7632896 IA01G I11/11/0151 14 I T7632880 I —CJ5 111 /11 /01$ 21 I T7632897 I A02 111 /11 /015 15 IT7632881 I-CJ5S 111/11/01622 IT7632898 IA03 111/11/015� 16 I T7632882 I —EJ 1 A 111 /11 /015I 23 I T7632899 I A04G 111 /11 /010 17 I T7632883 I -EJ 1 B 111 /11 /01 d 24 I T7632900 IA05 111 /11 /01 � 18 IT7632884 I—EJ2A I11/11/01425 IT7632901 IA06 I11/11/010 19 IT7632885 I—EJ213 111/11/01026 IT7632902 IA07 111/11/016 110 IT7632886 I—EM I11/11/01627 IT7632903 IA08 I11/11/01d 11 _IT7632887 I—EJ3A I11/11/015I28 IT7632904 IA09 111/11/015I 112 I T7632888 I —EJ5 111 /11 /01$ 29 I T7632905 I B01 G 111 /11 /01 � 113 IT7632889 I—EJ5A 111/11/01430 IT7632906 IB02 I11/11/014 114 IT7632890 I—EJ56 111/11/01431 IT7632907 IB03G I11/11/0151 115 I T7632891 I —EJ7 111 /11 /015I32 I T7632908 I C01 111/11/01 d 116 I T7632892 I —ERS 111/11 /015I33 I T7632909 I CO2 111 /11 /01 d 117 I T7632893 I —HJ5 111/11 /01$ 34 I T7632910 I D01 1 11/11 /014 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. ��IIIIIIffff . QL)I N 68182 ' yt =-13: �= ?O : STATE OF ,.o4 O Ft , O Q. \_`�. f'fillits" ez PE No.68182 Me. FL Cart 6634 6904 Parke East Blvd. Tam a FL 33610 �001TTe�k, P Date: November 11,2015 Velez, Joaquin 1 of 1 Job Truss Truss Type Qly Ply Snyder Res. T7632876 29630 -CJ1 Jack -Open 6 t Job Beference (optional East Coast Truss, Ft. Pierce, FL 34945 r..w s aeP co eo w nu,— muuau,c., , — — , , _-,- , -a- I D: aYDtbkt_6 Dq i W 7ncC28Rv7yQXh5-S QhzuMptB kS?2Y B LrftDsl7XuZtCM FLV?YAFaxyKL_F 0-7-8 1-0-0 0.7-8 1-0-0 (2)-16d (0.131"x3.5") toenails 2x4 = Scale =1:6.2 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.05 BC 0.02 WB 0.00 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 5 >999 240 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=100/0-6-0, 4=26/Mechanical Max Harz 2=40(LC 8) Max Uplift 2=-75(LC 8), 4=-11(LC 8) Max Grav 2=100(LC 1), 4=29(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. it; Exp C; 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 75 lb uplift at joint 2 and 11 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. �0 -1JIN 1 VFi���� E N 8 • �'��i • No 68182 E OF �• iONA�Ei��'� 11111111110" Joaquin Velez PE N0.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based any upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing h • p Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1� A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. T. Job Truss Truss Type Qty Ply Snyder Res. ns3ze7e 29630 -CJ3 Jack -Open 6 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 0.7-8 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 r.eau s aep 2e zu is mi i.k ind-flies, uic. v ,Uw , i vi.ov Soso ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-OopjJ2r7jLjjHrLjz4vixADquNY7g9roTsfMegyKL D Scale = 1:9.6 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 2441190 BC 0.11 Vert(TL) -0.01 4-7 >999 180 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix-M) Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=76/Mechanical, 2=197/0-6-0, 4=35/Mechanical Max Horz 2=82(LC 8) Max Uplift3=-52(LC 8), 2=107(LC 8), 4=-5(LC 8) Max Grav 3=76(LC 1), 2=197(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 52 lb uplift at joint 3, 107 lb uplift at joint 2 and 5 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. ® WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - ,��1111111/1j oPQuIN vF� ,,. �GENS4$ �i No 68182 � • r �'17• :XZ E OF % Joaquin Velez PE No.68182 Mffek USA, Inc. FL Gert 6634 6604 Parke East 61vd. Tampa FL 33610 Date: November 11.201 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. T7632879 29630 -CJ3S Jack -Open 8 1 Job Reference (optionale, East Coast Truss, 1-1. Plerae, FL 34e4b 0-7-8 3-0.0 ID:aYDlbkt_6DgiW7ncC28Rv7y0Xh5-OopjJ2r7jLjjHrLjz4vixADgINX7g9roTsfMegyKL D Scale =1:9.6 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2014/TPI2007 CSI. TC 0.15 BC 0.18 WB 0.00 (Matrix-M) DEFL. in Vert(LL) 0.01 Vert(TL) -0.01 Horz(TL) 0.00 (too)' I/defl L/d 7 >999 240 4-7 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=79/Mechanical, 2=183/0-6-0, 4=46/Mechanical Max Horz 2=82(LC 8) Max Uplift3=-52(LC 8), 2=99(LC 8), 4=-13(LC 8) Max Grav 3=79(LC 1), 2=183(LC 1), 4=53(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 chard live load nonconcurrent with any other live loads. `,��ll i111�I, 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� PQUIN VFW fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ��' ? ••��Ci ESN S'•• F '•, 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� • of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3, 99 lb uplift at joint 2 : No 68182 0 and 13 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. O;• E OF .�41J Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke Easf Bivd, Tampa FL 33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. ns3zeeo 29630 -CJ5 Jack -Open 4 1 Job Reference sootionah tastcoast truss, m.vierce,ML V40 ,­.­N—­,.,. __._ . —,_ . I D: aYDtbkt_6 Dq i W 7ncC28Rv7yQXh5-s?M5XOsl Ufrav?wwXnQxU N Ix7m rOZc5xi WPwAGyKL_C ' -0-7-8 5-0-0 - - - 0-7-B 5-0.0 Scale = 1:13.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 16 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=130/Mechanical, 2=308/0-6-0, 4=50/Mechanical Max Horz 2=124(LC 8) Max Uplift3=-92(LC 8), 2=-149(LC 8) Max Grav 3=130(LC 1), 2=308(LC 1), 4=77(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 92 lb uplift at joint 3 and 149 lb uplift at joint 2. 8) 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must vert'/ the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. v No 68182 fir;; •: * = E OF Joaquin Velez PE Nd.68182 M.ITe(:USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 6904 Parke East Blvd. Tampa, FL 33610 015 Job Truss Truss Type Qty Ply Snyder Res. T7632881 29630 _CJ5S Jack -Open 8 1 job Reference (optional 1a o� oI East Coast Truss, Ft. Pierce, FL 34946 ID:aYDlbkt_6DgiW7ncC28Rv7yQXh5-s?M5XOslUfrav?"XnQxUNlvlmoyZcSxiWPWAGyKL C 0.7-8 5.0.0 Scale = 1:12.9 N N V 3x3 LOADING (psD TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0.46 WB 0.00 (Matrix-S) DEFL. in Vert(LL) 0.05 Vert(TL) -0.09 Horz(TL) 0.01 (loc) I/deft Ud 4-7 >999 240 4-7 >696 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=143/Mechanical, 2=277/0-6-0, 4=68/Mechanical Max Harz 2=124(LC 8) Max Uplift3=-97(LC 8), 2=-132(LC 8), 4=-12(LC 8) Max Grav 3=143(LC 1), 2=277(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3, 132 lb uplift at joint 2 and 12 lb uplift at joint 4. 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. ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 0411111.1I/r.,I *0 PCLOI N VFW % No 68182 r E OF '1JJ` i �ONALE �.% ���r1/11111111,,` Joaquin Velez PENo.68182 MiR USA, Inc. FL Cott 6634 69174 Parke East Blvd. Tempa FL 33610 Date: November 11, 33610 Job Truss Truss Type Qty Ply Snyder Res. n63zeez 29630 -EJ1A Jack -Open 1 1 Job Reference o tic a Last coast Truss, rt. Fierce, r L'saeno- I D: aYDtbkt_6Dgi W/ncC28Rv7yQXh5-KBwTkksN FzzRX9V64VxAOb I BJAE213L4wASTjjyKL_B -0.8-2 2-5.4 0-12 2-5.4 Scale = 1:8.3 2x4 = 2-5.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (toc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=60/Mechanical, 2=170/0-6-5, 4=31/Mechanical Max Horz 2=66(LC 8) Max Uplift3=-39(LC 8), 2=101(LC 8), 4=-6(LC 8) Max Grav 3=60(LC 1), 2=170(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 39 lb uplift at joint 3, 101 lb uplift atjoint 2 and 6 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. 111 U111� oPQuIN VF�cc,�� GENS'.���� o N68182 �. r r r E OF 'O p� % 011111 n1 Joaquin Velez PE No.68182 M.ITek USA, Inc. FL Cert 6634 6904 Parke East:Blvd. Tampa FL 33610 Date: November 11,2015 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. T7632883 29630 -EJ1B Jack -Open 1 1 Job Refere ce o do a past coast I russ, m. werce, rL a4e4o r.00e s oep �� w v �.� o� w��� �... �:...o� I D:aYDtbkt_6DgiW7ncC28Rv7yQXh5-KBwTkksNFzzRX9V64VxA0bIBBAF WI3L4wABTjjyKL_B 0-10-10 1.11-3 Scale = 1:6.8 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7 lb FT = 0% LUMBER- BRACING- TQP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=43/Mechanical, 2=164/0-8-7, 4=28/Mechanical Max Horz 2=50(LC 4) Max Uplift3=-24(LC 4), 2=120(LC 4), 4=-7(LC 4) Max Grav3=43(LC 1), 2=164(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; 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 24 lb uplift at joint 3, 120 lb uplift at joint 2 and 7 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. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component. not e co a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate orate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I N �.` J ENS . No 68182 � r =ro•• * •XZ E OF 41 .1, tli it,��� Joaquin Velez PE No.68182 MITI k USA, loc. FL Cert 6634 6§ 4 Parke East Blvd, Tampa FL 33610 Date: November 11,2015 �T M� 1��• 6904 Park a Tampa, FL�361 Job Truss Truss Type Qty Ply Snyder Res. T7632884 29630 -EJ2A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 /.u4u s sep Ze Zino MI i OK mausmes, mc. vveu rvov i i 67;56.45 <u 15 Faye I ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-oNUsx4t70G51BJ4leCSPZorMXaZ11WbE9qu0F9yKL_A i -0-7-8 2-0-400�� 2-9-4 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 15.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=69/Mechanical, 2=18410-6-0, 4=33/Mechanical Max Harz 2=77(LC 8) Max Uplift3=-47(LC 8), 2=102(LC 8), 4=-5(LC 8) Max Grav 3=69(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.2 2-9-4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 47 lb uplift at joint 3, 102lb uplift atjoint 2 and 5 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. `��yOPQU 1IN 'i No 68182 ., 4. E OF 1 Q R,�P: 7_`� Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling -of individual truss web and/or chord members only. Additional temporary and permanent bracing A MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. n63zess 29630 -EJ2B Jack -Open 1 1 Job Reference (optional t:asr coast truss, rt. rierce, Maaano ..,or ID:aYDlbkt_6DgiW7ncC28Rv7yQXh5-oNUsx4t70G51BJ41eCSPZorHraWu1 WbE9quOF9yKL_A -1.10.10 4-11-3 0-10.10 4-11-3 Scale = 1:11.5 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=129/Mechanical, 2=318/0-8-7, 4=54/Mechanical Max Horz 2=95(LC 4) Max Uplift3=-86(LC 4), 2=-181(LC 4), 4=-4(LC 4) Max Grav 3=129(LC 1), 2=318(LC 1), 4=78(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 16 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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 86 lb uplift at joint 3, 181 lb uplift at joint 2 and 4 lb uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,'t><t111111�� c0 QUIN No 68182 � y E OF i� V, �% �J'lHRnt����� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6§04 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 6904 Pi Tampa, Job Truss Truss Type Qty Ply Snyder Res. T7632886 I 29630 -EJ3 Jack -Open 1 1 Job Reference (optional) Last uoasr 1 russ, M. Marc%PL 34a46 (. 5aeP--w,un mwmos, 1c. vvau,vw, i Vr.w.YYc yo, ID:aYDlbkt_6DgiW7ncC28Rv7yQXh5-HZ2E9QudnaD9mTeUCwze57NWu_v2mzgNOUdanbyKL_9 -a7-8 3-0-00� i 3-0-0 ' 2X4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=76/Mechanical, 2=19710-6-0, 4=35/Mechanical Max Harz 2=82(LC 8) Max Uplift3=-52(LC 8). 2=-107(LC 8), 4=-5(LC 8) Max Grav 3=76(LC 1). 2=197(LC 1), 4=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.5 3-0-0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Hcrz(TL) 0.00 2 n/a n/a Weight: 10 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 52 lb uplift at joint 3, 107 lb uplift at joint 2 and 5 Ito uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,����� r r r rrrrrr�i ,•'` PQU 1 N GENE• No 68182 �'U• FIZZ •� JJ E OF ��/: It Joaquin Velez PE No.68182 MITek QSA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design 4 based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify the appllcability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qly Ply Snyder Res. T7632887 29630 -EJ3A Jack -Open 1 1 1 Job Reference (optional) East coast Truss. Fl. Pierce, t-L 34a46 ,. v a.F caw,.. ,., , o. ....,,....I ...... .._. .__... - - -�- ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-HZ2E9QudnaD9mTeUCwze57NWZ_unmzgNOUdanbyKL g 0-8-2 3.2-6 Scale = 1:9.5 2x4 = 3-2-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) Wen L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-2-6 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=81/Mechanical, 2=211/0-6-5, 4=38/Mechanical Max Horz 2=81(LC 8) Max Uplift3=-54(LC 8). 2=116(LC 8), 4=5(LC 8) Max Grav 3=81(LC 1), 2=211(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Dpsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; 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 3, 116 lb uplift at joint 2 and 5 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. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlferla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,`% OPQUIN V F�cc,� DENS .2� .*.0 01 No 68182 Z 0. :X_ E OF �111.11111110% Joaquin Velez PE N6.68162 MiTWUSA, Inc. FL Cert 6634 6964 Parke East Blvd, Tampa FL 33610 Date: November 11,2015 MiTek' 69D4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. T7632888 29630 -EJ5 Jack -Open 5 1 Job Beferiance (optional East Coast Truss, Ft. Pierce, i-L; 114ti 7.u4G a wy as cv,u ,.n, on „ma ... , ... n- . ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-ImccMmvGYuL00dDhmdVteDwd6OCJVQ4Xc8N7J1yKL_8 i -0.7-8 5-0-0 � 5.0.0 Scale = 1:13.2 2X4 = 5-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCQL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 16 lb FT = O% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=130/Mechanical, 2=308/0-6-0, 4=50/Mechanical Max Horz 2=124(LC 8) Max Uplift3=-92(LC 8), 2=149(LC 8) Max Grav 3=130(LC 1), 2=308(LC 1), 4=77(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Ali 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 92 lb uplift at joint 3 and 149 lb uplift at joint 2. 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. ��1/1111f►1j. ,.oPau�N vF� 'NN No 68182 E OF ' J sO N AL'-'. 1/11111/ Joaquin Velez PE No.68182 M(Telc USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 10/03/2015 BEFORE USE. \ Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall q� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi•1�, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69m P ke Ei , i BI Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3 0 job Truss Truss Type City Ply Snyder Res. T7632999 29630 -EJ5A Jack -Open 1 1 Job Reference (optional) tastcoastrruss, m.tierce,rLs4s4c r.o.u.aepcow...i.nM1 ,��.a1 „,,,,. 11.111 ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-DyA a6wuJBTt?motJK06AQTg2nWREtvgro6gsUyKL_7 i -0.7-8 4-0-0 5.40 0-7-B 4-0.0 1.10 il Scale = 1:13.1 4x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.07 6-9 >897 180 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=33/Mechanical, 2=308/0-6-0, 5=147/Mechanical Max Horz 2=104(LC 8) Max Uplift4=-26(LC 4), 2=154(LC 8), 5=-66(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord live load noncwncurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. `�►lllll.11lll i No 68182 E OF •J` i .0 ��� ��NA1-E��`• '�Urrnlll��` Joaquin Velez PE No.68182 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd: Tampa FL 33610 Date: November 11,2015 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with IvLTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not %L,3 ��(��`"�,' � � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �j building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�% Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tam Job Truss Truss Type City Ply Snyder Res. T7632890 29630 -EJ5B Jack -Open 1 1 Job Reference (optional Last coast Truss, m. Ylerce, r-L 34V4b ,.v-,v o.aoy,,.+.,,_ ..... ...,. .. _..__... __._ ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-hBkMnRwW4VbjdwN3t2XLje77KBshzJlg4SsEOwyKL 6 2.5-0 i 3-2-15 _ 5-0.0 17-8 2-5-0 0.9.15 1-9-1 $cafe = 1:11.6 2.83 12 4x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. I in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.07 7-8 >794 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.11 7-8 >561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 5=62/Mechanical, 2=221/0-6-0, 6=79/Mechanical Max Horz 2=83(LC 8) Max UpliftS=-46(LC 4), 2=-137(LC 8), 6=-140(LC 6) Max Grav 5=62(LC 1), 2=221(LC 1), 6=165(LC 25) 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 5, 137 lb uplift at joint 2 and 140 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 131 lb up at 2-4-15, and 212 lb down and 181 lb up at 3-2-15, and 99 lb down and 84 lb up at 4-0-12 on top chord, and 9 lb down and 65 lb up at 2-4-15, 19 lb down and 34 lb up at 3-0-1, and 24 lb down and 26 lb up at 3-2-15, and 23 lb down and 25 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=70, 3-4=-70, 4-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 3=123(F) 4=25(F) 8=21(F) 12=-6(F) 13=-21(F) 14=-15(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .o JOIN I VF�� .�`� pP ....... . N �4IZ, i No 68182 Ir . F �ONA`E�% �111111111100 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. ns3zasl 29630 -EJ7 Jack -Open 5 1 Job Reference fo !tonal tasscoast truss, m. tierce, rL:ws4b 0.7-8 7-0-0 3x4 = ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-hBkMnRwW4VbjdwN3t2XLje?s_BpszJag4SsEOwyKL_6 Scale: 3/4"=1' LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrP12007 CSI. TC 0.86 BC 0.62 WB 0.00 (Matrix-S) DEFL. in Vert(LL) 0.07 Vert(TL) -0.18 Horz(TL) 0.01 (loc) Vdefl Lid 4-7 >999 240 4-7 >455 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=185/Mechanical, 2=419/0-6-0, 4=64/Mechanical Max Horz 2=166(LC 8) Max Uplift3=-132(LC 8), 2=-191(LC 8) Max Grav 3=185(LC 1), 2=419(LC 1), 4=107(LC 3) FORCES. (Ib) - 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 132 lb uplift at joint 3 and 191 lb uplift at joint 2. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. "t1111I11fit ,, `` Q1J 1 N i • No 68182 0� * :X• E OF 4U ` 0 Iiillllll Joaquin Velez PE No.68182 Mtrek.USA, Inc. FL Cert 6634 6904 Parke WON. Tampa FL 39610 Date: November 11.2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not 1 a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �" = building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M• d 1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the aa fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Ta pa�1 FL 36 �'r Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Snyder Res. T7632892 29630 -EJ7S Monopitch 8 Job Reference (optional) fast coast 1 russ, m. vierce, rL saago 0-7-8 7-0-0 3x3 I D: aYDtbkt_6D qi W 7ncC28Rv7yQXh5-9LH I1nxBrpjaF4yG R12aGrY4xb6limgzJ6bnwMyKL_5 Scale: 3/4"=1' LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2014rrP12007 CSI. TC 0.65 BC 0.80 WB 0.00 (Matrix-S) DEFL. in (loc) Udefl Lld Vert(LL) 0.16 4-7 >515 240 Vert(TL) -0.30 4-7 >280 180 Horz(TL) 0.02 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 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. REACTIONS. (lb/size) 3=208/Mechanical, 2=374/0-6-0, 4=86/Mechanical Max Harz 2=166(LC 8) Max Uplift3=-143(LC 8), 2=-167(LC 8), 4=-9(LC 8) Max Grav 3=208(LC 1), 2=374(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 3, 167 lb uplift at joint 2 and 9 lb uplift at joint 4. 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. � 1111111111111 COIN VFW ** ee -- oESN,9 •i • No 68182 .-10 • E OF .•�` • r��1111111111� Joaquin Velez PE ND.68182 MITek.USA, Inc. FL Cert 6634 6904 Parke WON. Tampa FL 33610 Date: November 11,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crtlerta, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply Snyder Res. T7632893 29630 -HJS Diagonal Hip Girder 1 1 Job Reference (optional) East coast Truss, Ft. Pierce, FL 34946 r.oqu s aep co cu,a mn en nmuomoa, n,c. ­—N., , ..,.w. s. ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-9LHI?nx8rpjaF4yGR12aGrY6hbD6imgzJ6bnwMyKL_5 -0.1a10 3-11-0 _ 7-0-2 0-10-10 3-11-0 3.1-2 Scale = 1:15.1 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.11 4-7 >793 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.18 4-7 >459 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical, 2=413/0-8-2, 4=74/Mechanical Max Horz 2=127(LC 17) Max Uplift3=-117(LC 4), 2=-265(LC 4). 4=-11(LC 4) Max Grav 3=164(LC 1), 2=413(LC 1), 4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3, 265 lb uplift at joint 2 and 11 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 97 lb up at 4-1-14, and 110 lb down and 97 Ib up at 4-1-14 on top chord, and 15 lb down and 39 lb up at 1-3-15, 15 lb down and 39 lb up at 1-3-15, and 20 lb down and 33 lb up at 4-1-14, and 20 lb down and 33 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-5=-20 Concentrated Loads (lb) Vert: 7=4(F=2, B=2) 8=47(F=23, 8=23) 9=-14(F=-7, B=-7) C E I WARNING -Verify desrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAN E PAGE M1-7473 rev. 1010312015 BEFORE USE. I i I et shown, and is for an Individual buildingcomponent, not Design valid for use on with MnekO connectors. This design Is based on upon parameters h wn, P 9 N 9 Y P P this design Into the overall u e' applicability o desiparameters a d ro eri Incorporate1 a truss s ste Before use the building designer must verify thef nn y m. 9 9 Nid 9 P P Y9 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord rpembers only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandra, VA 22314. ,`,1/\II I I I n#$,,,, PpUIN VFW e, 1* 01 No 68182 �� • * :•X . E OF ' O :• 411; . . •.0 1pN �O.N AU -%% 11#11111111". Joaquin Velez PE No.68182 MiTelc,USA, Inc. FIL Celt 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 11,2015 nn AA 6904 P k Iv Tampa, m Job Truss Truss Type Qty Ply Snyder Res. T7632894 29630 -HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) tass coast 1 russ, M. rierce, r•L s4a40 .._V ,.w , 1 I D: aYDtbkt_6Dq i W 7ncC28Rv7yQXh5-dXr7 C7ym c6rRsEXS7TZpo35Lu7YfRBX6Xm LLSpyKL_4 -0-10-10 5-3-15 9-10.1 i r 0.10.10 5-3-15 4.6-1 Scale = 1:20.8 3x4 II uY „ = 5 3x4 = 3,6 5315 9.10-1 5-3-15 4-6-1 Plate Offsets (X.Y)-- 14:0-2-15.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.05 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 42 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=148/Mechanical, 2=518/0-8-2, 6=331/Mechanical Max Horz 2=183(LC 7) Max Uplift4=-100(LC 4), 2=-324(LC 4), 6=-143(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-956/477, 3-11=-913/493 BOT CHORD 2-13=-516/913, 7-13=-516/913, 7-14=-516/913, 6-14=-516/913 WEBS 3-6=-908/513 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint 4, 324 lb uplift at joint 2 and 143 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 97 lb up at 4-1-14, 110 lb down and 97 lb up at 4-1-14, and 139 lb down and 137 lb up at 6-11-13, and 139 lb down and 137 lb up at 6-11-13 on top chord, and 15 lb down and 39 lb up at 1-3-15, 15 lb down and 39 lb up at 1-3-15, 20 lb down and 33 lb up at 4-1-14, 20 lb down and 33 lb up at 4-1-14, and 35 lb down and 28 lb up at 6-11-13, and 35 lb down and 28 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=1.25, Plate Increase=1.25 IIIIII/./1.I 4. No GEMS• F����� No 68182 � • r 1 •� /i, v E OF �pNALE���. ��//l/1111111\1� Joaquin Velez PE No.68182 MITek USA, Inc. FL Qert 6634 6904 Parke East 61A Tampa FL 33610 Date: November 11,2015 Continued on page 2 ® WARNING -Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. T7632894 29630 -HJ7 Diagonal Hip Girder 2 1 Job Reference (optionall- East Coast Truss, Ft. Pierce, FL 34945 /.b4U a b8p [a LU10 MI I UK Inousmes, Ino. V-6 N- I i e7;56.Yv tU i5 F.U. 4 ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-dXr7C7ymc6rRsEXS7TZpo35Lu?YfR8X6Xm LLSpyKL_4 LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-4=70, 5-8=-20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=47(F=23, B=23) 12=-63(F=-32, B=-32) 13=-14(F=-7, B=-7) 14=-43(F=-22, B=-22) v ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MifekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not . . a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke E BI Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33 0 Job Truss Truss Type Qty Ply Snyder Res. nsa2es5 29630 -HJ7S Diagonal Hip Girder 4 1 _ Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 r.oau s aep za zura mi,— mousmes, mu. vvvu N., i i v uu.0 4u 1, r.uc , ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-5jPVPTzONQzIU06eYA42LGdV4Pg3AZZGmQ4u?FyKL 3 -0-111-10 5.7-5 9-10-1 0-10-10 5-7-5 4-2-12 Scale = 1:20.8 3x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.12 7-10 >953 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.18 7-10 >642 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 39 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=143/Mechanical, 2=488/0-7-0, 6=390/Mechanical Max Horz 2=147(LC 5) Max Uplift4=-98(LC 4), 2=328(1_C 4), 6=-186(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1676/892, 3-11=-1651/908 BOT CHORD 2-13=-594/914, 2-14=-923/1625, 7-14=-926/1632, 7-15=-922/1620, 6-15=926/1636 WEBS 3-6=-1482/878 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 328 lb uplift at joint 2 and 186 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 97 lb up at 4-1-14, 113 lb down and 97 lb up at 4-1-14, and 149 lb down and 142111 up at 6-11-13, and 149 lb down and 142 lb up at 6-11-13 on top chord, and 28 lb down and 39 lb up at 1-3-15, 28 lb down and 39 lb up at 1-3-15, 27 lb down and 41 lb up at 4-1-14, 27 lb down and 41 lb up at 4-1-14, and 46 lb down and 40 lb up at 6-11-13, and 46 lb down and 40 lb up at 6-11-13 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 �Itlu1.u111 ,�) 1'1I No 68182 E OF 1JJ� O P, N, ,. R�. C�% A1-S -%% �1111111110 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 11,2015 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 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, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type Qty Ply Snyder Res. T7632895 29530 -HJ7S Diagonal Hip Girder 4 1 . Job Reference o tional East Coast Truss. Ft. Pierce, FL M945 r.oau s aeP 4. 'Via mi i en muusmes, mu. vvcu rvun i i w" — 4 U. . ID: aYDtbkt_6Dgi W 7ncC28Rv7yQXh5-5j PV PTzO N Qzl U 06eYA42LGdV4 Pg3AZZGm Q4u7 Fy KL_3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 6-8=-20 Concentrated Loads (lb) Vert: 11=40(F=20, B=20) 12=-89(F=-44, 8=44) 13=66(F=33, B=33) 14=-35(F=-18, B=18) 15=-79(F=-39, B=-39) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ^ Design valid for use any with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not ®i a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Snyder Res, T7632896 29630 A01G Hip Girder 1 1 b Reference (optional East Coast Truss, Ft. Pierce, FL M46 (.b4u s bep zu zulo MI I eK Inausuies, inc. vvea Nov i i ur:au.o i — io raya r ID:aYDtbkt_6DgiW/ncC28Rv7yQXh5-Zwztdpz17k596Yhr6ubHtUAado8Zv4dP74gRXhyKL_2 0-7-8 4-0.0 7-0.0 IG-3-0 13-6-0 16-6-0 20.6.0 1-1- 7-8 4-0.0 3-L, 3-3-0 3-3-0 3-0.0 4.0.0 7-8 48 = 4.Q0 12 20 21 1x4 II 48 = 5 s 22 23 6 Scale = 1:36.3 N Ics 3x4 = 3x8 = 5x5 N/B = 3x4 = 3x6 = 3x6 = 7-0-0 3-3-0 3-3-0 7-0-0 ' Plate Offsets (X Y)— 12:0-0-2 Edoel 14:0-5-8 0-2-41 16:0-5-8 0-2-41 18:0-0-2 Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.28 12 >867 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.50 12 >496 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer st REACTIONS. (lb/size) 2=1667/0-6-0, 8=1667/0-6-0 Max Horz 2=67(LC 7) Max Uplift2=-786(LC 8), 8=-786(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4037/1896, 3-4=-3878/1815, 4-20=-4162/1995, 20-21=-4162/1995, 5-21=-4162/1995, 5-22=-4162/1995, 22-23=-4162/1995, 6-23=-4162/1995, 6-7=3878/1815, 7-8=-4037/1896 BOT CHORD 2-13=-1707/3767, 13-24=-1593/3691, 12-24=-1593/3691, 12-25=-1593/3691, 11-25=-1593/3691, 10-11=-1593/3691, 8-10=1707/3767 WEBS 4-13=-129/529, 6-1 0=-1 29/529, 4-12=-303/664, 5-12=513/369, 6-12=303/664, 3-13=-342/363, 7-10=-343/363 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. li; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 786 lb uplift at joint 2 and 786 lb uplift at joint 8. 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) 158 lb down and 164 lb up at 7-0.0, 147 lb down and 164 lb up at 9-0-12, 147 lb down and 164 lb up at 10-3-0, and 147 lb down and 164 lb up at 11-5-4, and 158 lb down and 164 lb up at 13-6-0 on top chord, and 347 lb down and 173 lb up at 7-0-0, 67 lb down and 1 lb up at 9-0-12, 67 lb down and 1 lb up at 10-3-0, and 67 lb down and 1 lb up at 11-5-4, and 347 lb down and 173 lb up at 13-5-4 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 ,t,l111 LI I II#.,I •% plu I N vF ''•. ,N*" QP ....,. • . GENS • ���'� No 68182 r '� • E OF '•�/ r �,0 r�4 /OfVAl-�� f/t/i 1111 U j1�' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa F03610 Date: November 11,2015 ® WARNING - Verify design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 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, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Qbullding .� 6gppgg �� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component TArFL196� 0I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �ii"_�.` l\ Job Truss Truss Type Qty Ply Snyder lies. T7632896 29630 A01G Hip Girder 1 1 job Reference (optional East coast truss, m. Pierce, FL 34`J46 r.—.saePm<uw mien ewwu wa, nm. vo - 1,W..,...= ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-26XFg9 fu1D0)hG1gb7WQhiINCUoeXtZDkZ?37yKL_l LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-6=-70, 6-9=-70, 14-17=-20 Concentrated Loads (lb) Vert: 4=-115(F) 6=-115(F) 13=-347(F) 10=-347(F) 12=-44(F) 5=-115(F) 21=-115(F) 22=-115(F) 24=-44(F) 25=-44(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 10/03/2015 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. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Snyder Res. T7632897 29630 A02 ROOF TRUSS 1 JPly 1 Job Reference (optional test coast l russ, m. Merco, r L 34e4o ,.v+v_.,..p...,�_,_..��..... ...___,,.__, ... _. ..- .--.•-.------- --- ID:aYDtbkt_6DgiW7ncC2BRv7yQXh5-26XFg9 fulDOjhGlgb7WQhihuCQbeOoZDkZ?37yKL 1 10-7-8, 6-2-8 11-6.0 141-1 3-8 t 20.6-0 0-7-8 B-2.8 5-3-8 2-9-8 B-2-8 Scale=1:36.0 3x4 = 3x4 =3X6 = 3x6 4x4 = 1x4 II 3x8 M18SHS = 1x4 II 44 = 6-2-8 9-0.0 i 11-6-0 143-8 20-8-0 l 6-2.8 2-9-8 2-8-0 2-9-8 6-2-8 Plate Offsets (X Y)— 12:0-2-6 Edoel 15.0-2-0 0-2-131 16:0-2-0 0-2-131 19:0-2-6 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.38 10-12 >642 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.87 10-12 >282 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Attic -0.24 10-12 411 360 Weight: 76 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer guide,Installation REACTIONS. (lb/size) 9=964/0-6-0, 2=1009/0-6-0 Max Harz 2=86(LC 7) Max Upliftg=-373(LC 8), 2=-423(LC 8) Max Grav 9=1001(LC 16), 2=1035(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2055/645, 34=1861/677, 4-5=81/682, 5-6=-99/734, 6-7=-81/682, 7-8=-1861/677, 8-9=-2055/645 BOT CHORD 2-12=-517/1860, 11-12=-517/1860, 10-11=-517/1860, 9-10=-517/1860 WEBS 3-12=0/351, 8-10=0/351, 4-7=-2597/804 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.Dpsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 chard 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8. 4-7 9) Bottom chord live load (20.0 pso and additional bottom chord dead load (0.0 psf) applied only to room. 10-12 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 Ito uplift at joint 9 and 423 lb uplift at joint 2. 11) 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. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING. Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component SafetyInformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,��tlllllll�� "� p,UIN01 lo No 68182 Ir r "A 0. •• E OF :•�/ OR I /o N-A ; /11111 Joaquin Velez PE Nd.68182 MFek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: November 11,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. ns3zesB 29630 A03 ROOFTRUSS 1 1 Job Re a ence (optional) tast coast I ruse, Ft. HerCe, PL 3494a r.tAu s aep Za Zola _ I ex muusmes, Inc. vvea nov i , vrau:o0 cu,u rays , I D: aYDlbkt_6D qi W 7ncC28Rv7yQXh5-WI5e2V 7HfLLtLrrD E I elzvFv NcmlNwN i SOJYcayKL_0 J-8 6-2-8 10-3-0 14-3-8 20-5-0 -7-8 6.2-8 4-0-8 4.0-8 6-2-8 Scale = 1:35.4 3x4 = 4x4 = 1x4 II 3x6 M18SHS = 1x4 11 44 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.39 9-11 >635 240 TODL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.88 9-11 >278 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Attic -0.24 9-11 411 360 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=96410-6-0, 2=1009/0-6-0 Max Horz 2=97(LC 7) Max Uplift 8=-373(LC 8), 2=-423(LC 8) Max Grav 8=1001(LC 16), 2=1035(LC 16) PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 75 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 FORCES. (lb) -Max. Comp,/Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2023/635, 3-4=1829/669, 4-5=106/598, 5-6=-106/598, 6-7=-1828/669, 7-8=-2023/635 BOT CHORD 2-11=-506/1825, 10-11=-506/1825, 9-10=-506/1825, 8-9=-506/1825 WEBS 3-11=0/351, 7-9=0/351, 4-6=-2460/821 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 8 and 423 lb uplift at joint 2. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/� gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ���n�urrrrr� IN ; ••fir\ • No 68182 � r •: E OF Joaquin Velez PE No.68162 MfTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , Magi - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , t v �j fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. B904?P r c qst 8 Tamp �F63 10 Job Truss Truss Type Qty Ply Snyder Res. n6328ss 29630 A04G Common Girder 1 21 Job Reference o lional Last coast I russ, ht. merce, rL:t4946 v W 11— v,.w.o , ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-ShDOTA1XBybba9 cLjgD2KKK4QV6rrc7wiofgSyKL_ 0-7-8 5-6-6 10-3-0 14-11-10 20-6.0 -7.8 5-6-6 4.8-10 4-8.10 5-6-6 Scale = 1:34.9 4x4 = 3x4 = 3x4 = 2x4 II SUR26 3x8 = 5x6 = 2x4 II SUR26 3x8 = SUR26 SUR26 SUR26 5.6-6 1D-3.0 I 14-11-10 i _ 20-6-0 5-6-6 - 4-8-10 4-8-10 5-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.19 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.32 7-9 >760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x6 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. 6-8: 2x6 SP SS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=2621/0-6-0, 2=192810-6-0 Max Harz 2=97(LC 7) Max Uplift6=-1224(LC 8), 2=-953(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-5455/2643, 3-15=-540512648, 34=4266/2091, 4-5=-4267/2092, 5.6=-6716/3180 BOT CHORD 2-16=-2437/5142, 10-16=-2437/5142, 10-17=-2437/5142, 17-18=-2437/5142, 9-18=-2437/5142, 8-9=-2943/6354, 7-8=-2943/6354, 7-19=-2943/6354, 6-19=-2943/6354 WEBS 3-10=-192/470, 3-9=-1241/676, 4-9=-1112/2340,5-9=-2540/1218, 5-7=-541/1306 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1224 lb uplift at joint 6 and 953 lb uplift at joint 2. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tie SUR26 (6-1 Old Girder, 6-1 Odxl 1/2 Truss) or equivalent spaced at 2-9-15 oc max, starting at 6-4-13 from the left end to 17-8-9 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger Is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 ib down and 74 lb up at 1-5-7, and 131 lb down and 136 lb up at 3-6-15 on top chord, and 14 lb down and 35 lb up at 1-5-7, and 36 lb down and 32 lb up at 3-6-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. %%%I,,l11 I � QUIN o No 68182 � r '� • E OF :•14f elf ��rIIIIIt1�1�0 Joaquin Velez PE Nd.68182 Mrrek,USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 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, not ®` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling individual truss Additional temporary and bracing WeW building design. Bracing prevent of web and/or chord members only. permanent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Snyder Res. T7632899 29630 A04G Common Girder 1 A L job Reference (optional East coast Truss, Ft. Pierce, t-L:M46 I . . . soap — ceis miia n ineesmea. mc. r u,1— 1, v,.w.w ID:aYDtbkt 6DgiW7ncC28Rv7yQXh5-ShDOTA1XBybba9 cLjgD2KKK4QV6rrc7wiofgSyKL_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=70, 4.6=-70, 2-6=-20 Concentrated Loads (lb) Vert:8=-532(B) 7=-623(B) 13=56(B) 14=0(B) 15=-30(B) 16=26(B) 17=-344(B) 18=-446(B) 19=-716(B) ®WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply Snyder Res. T7fi32900 29630 A05 Roof Special job Beference (optional) East Coast Truss, Ft. Pierce, FL 34946 r.ovu s S.P ce zuie nn —, ,ullu!", !—. — , , .., .-,- . -s- . ID:aYDlbkt_6DgiW7ncC28Rv7yQXh5-wlmmgWl9yGkSCJZovRBSaXtV3pv_aKN88MXCBvyKKzz r0-7-8 5-6.8 , 10-3-0 15.1.1-13 , 17-0-11 0.7-9 5-6.6 4-8-10 5.8.12 1-0.15 Scale = 1:30.4 4x4 4.68 112 3x4 = 1x4 II 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=821/0-6-0, 7=744/Mechanical Max Harz 2=158(LC 7) Max Uplift2=-386(LC 8), 7=-321(LC 8) CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.39 Vert(LL) 0.07 10 >999 240 MT20 244/190 BC 0.49 Vert(TL) -0.18 7-9 >999 180 WB 0.28 Horz(TL) 0.04 7 n/a n/a (Matrix-S) Weight: 79 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1601/700, 3-4=1049/500, 4-5=-1056/484 BOT CHORD 2-10=-595/1470, 9-10=-595/1470, 8.9=-283/640, 7-8=-283/640 WEBS 3-9=598/313, 4-9=-85/370, 5-9=-16/326, 5-7=-937/547 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip QOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 2 and 321 lb uplift at joint 7. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with I.LTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applIcability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ,�r1111111,1111llI %%% PQUw VFW �•. , No 68182 E OF '�� pJV fit, fill 111 Joaquin Velez PE No.68182 MIT4 USA, Inc. FL Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 Job Truss Truss Type Qty, Ply Snyder Res. ns3zsol 29630 A06 Roof Special 1 1 Job Refere ce o do a test coast i russ, m. tierce, rL M4b - ..=v 40 4V o,,." . .- - ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-wtmmg W1 gyGkSCJZovRBSaXtYQpxJaKO88MXCBvyKKzz -0-7-8 5-6-6 i 10.3-0 i _ 12-11-2 i 15.0-12 0 7-8 5-6.6 4-8.10 2-B 2 2-1-9 Scale = 1:26.7 4x4 % 4.68112 1X4 II 3x8 = - "`y 3x4 = i 5-6-6 10-3.0 i 12-11-2 15-0-12 tea a -tiro 2-B•2 2-1-9 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=732/0-6-0, 7=654/Mechanical Max Horz 2=201(LC 7) Max Uplift2=-346(LC 8), 7=-283(LC 8) CSI. DEFL. TC 0.24 Vert(LL) BC 0.34 Vert(TL) WB 0.31 Horz(TL) (Matrix-S) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1357/590, 3-4=738/366, 4-5=-711/373 BOT CHORD 2-10=-503/1240, 9-10=-503/1240, 8-9=-167/460, 7-8=-167/460 WEBS 3-9=-648/342, 5-9=-48/257, 5-7=-686/302 in (loc) I/deft Ud 0.05 10 >999 240 -0.10 10-13 >999 180 0.03 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 73 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uile. 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) 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 346 lb uplift at joint 2 and 283 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/:" gypsum sheetrock be applied directly to the bottom chord. QUIN No 68182 'O • ; Lr E OF •: 4/ ` Joaquin Velez PE Nd.68182 MTre�.U.SA, Inc. FL Gert 6634 004 Parke East Blvd. Tampa FL.33610 Date: November 11,2015 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. �- Design valid for use only with MuTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall {�� AA building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. ns32so2 29630 A07 Roof Special 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 1.e4u s bep za zu1 o M1 i ex inousmes, rnc. v . rvev , , ecoe.a, <e,u rayo 1 ID:aYDlbkt_6Dgi W7ncC28Rv7yQXh5-04K8us2njasJgTB_T8ih71QjQDDMJoG INOHmkLyKKzy -0-7-8 5-0-15 9.4-2 , 10-8.12 13-0-12 0-7-8 5-G-15 4-3-3 1-2-11 2-5-15 2.83 F12 Scale = 1:24.3 5x6 = 44 3x4 = 3x8 = axv — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.11 8-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.31 8-11 >502 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 67 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing b . Installed during truss erection, in accordance with Stabilizer s REACTIONS. (lb/size) 2=646/0-6-0, 7=560/Mechanical Max Harz 2=244(LC 7) Max Uplift2=-302(LC 8), 7=-249(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1068/528, 3-4=-572/271, 4-5=-514/311 BOT CHORD 2-8=-463/988, 7-8=-157/338 WEBS 3-8=-527/358, 5-8=-2351534,5-7=-572/203 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) 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 302 lb uplift at joint 2 and 249 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MTek& connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/17I7 Quality Criferla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 111fll// U I N p:Q F� s �� JO GEN,S' No 68182 w-10 * :X- • E OF :•�� p " 441 '/!!l7111111��1 Joaquin Velez PE No.68182 MTTek USA, Inc. FL Qert 6634 6§64 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 Job Truss Truss Type City Ply Snyder Res. T7632903 29630 A08 Jack -Closed 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 i.oru a aoy ao cc, v o,. ,,,—",— ,­. u_ . ID: aYDtbkt_6DgiW7ncC28Rv7yQXh5-sGuX5C3QUt_ARcjBOsDwgyyoKdaU26ORcgOJGnyKKzx 4-6-3 11-0-12 0-7-8 4-63 6-6.9 Scale = 1:20.9 1x4 II 2.83 12 3x4 = 1X4 5 4x4 = 4-6-3 11-0-12 _ 4-6-3 6-8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.22 5-6 >604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 50 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=555/0-6-0, 5=474/Mechanical Max Horz 2=21 O(LC 8) Max Uplift2=-245(LC 8), 5=-228(LC 8) Max Grav 2=555(LC 1), 5=475(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1041/349 BOT CHORD 2-6=-464/959, 5-6=-469/948 WEBS 3-6=0/267, 3-5=-964/475 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=18ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) 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 chard 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 245 lb uplift at joint 2 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'/" gypsum sheetrock be applied directly to the bottom chord. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,�11111111l1I��I �•� Qu IN LENS No 68182 '�. E OF r � .ORX N AX- E���• !I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 6904 P+ Tampa, November 11,2015 Job Truss Truss Type Qty Ply Snyder Res. nsazs9a 29630 A09 Jack -Closed 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 7.64U s Sep 29 Z0I5 Mi I eK industries, Inc. Wea NOV 11 U1:3U:Oa ZUIO rage 1 I D:aYDtbkt_6DgiW7ncC28Rv7yQXh5-sGuX5C3Q Ut_ARcjBOsDwgyyspdZf2E3RcgOJGnyKKzx i 4.10-9 8-11-3 4.10-9 4-0-10 Scale = 1:16.8 3x4 = 3x4 = 0- 8 8-11-3 0- 6 8-10-13 Plate Offsets (X,Y)-- i1:0-3-11 Edgel LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 15.0 Lumber DOL 1.25 SC 0.61 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=418/0-7-12, 4=373/Mechanical Max Horz 1=135(LC 4) Max Upliftl=-169(LC 4), 4=-192(LC 4) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=755/371 BOT CHORD 1-4=-448/727 WEBS 2-4=-752/463 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.12 4-7 >862 240 MT20 244/190 Vert(TL) -0.33 4-7 >323 180 Horz(TL) 0.01 4 n/a n/a Weight: 36 lb FT = 0% BRACING - TOP CHORD Structural woad 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 Inalailigtim NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 1 and 192 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. ``,��►Illllldddd, PQuIN vF� •,,� No 68182 • E OF *� �OR�10 N% Ii!%+ ON`� �d/1.1111111 Joaquin Velez PE Nd 68182 M(Tek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. i Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an Individual building component, not NIL a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of.lndividual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Components E Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 3 Job Truss Truss Type Qty Ply Snyder Res. ns3zsos 29630 801 G Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 /.u4u s sep ze zuia MI i ex inausmes, mu. vveu ry v i i u7.50— 4v,, you- , ID:aYDtbkt 6DgiVV7ncC28Rv7yQXh5-KSSvIY42FB603mINaZ19CAVwylg5ncfbgKmsoEyKKzw r0-7-8 4-0.0 7-0-0 9.6-0 12-0.0 150-0 19-0-0 19.7.8, �0-7-7 8 4.0.0 3.0-0 2.6-0 2-6-0 3-0.0 4-0.0 0-7-8 Scale=1:34.4 6x8 M18SHS = 1x4 II 6x8 M18SHS = 4.00 12 4 21 22 5 23 24 6 3x12 2.00 12 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 15.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr NO - WB 0.63 BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1669/0-6-0, 8=1669/0-6-0 Max Horz 2=-67(LC 23) Max Uplift 2=-839(LC 8), 8=-839(LC 8) DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) 0.69 12 >330 240 MT20 244/190 Vert(TL) -1.18 12 >194 180 M18SHS 244/190 Horz(TL) 0.54 8 n/a n/a Weight: 82 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6839/3329, 3-4=-7337/3617, 4-21=-7513/3741, 21-22=-7513/3741, 5-22=-7513/3741, 5-23=-7513/3741, 23-24=-7513/3741, 6-24=-7513/3741, 6-7=-7337/3617, 7-8=6839/3329 BOT CHORD 2-14=-3085/6477, 13-14=-3106/6520, 13-25=-3373/7118, 12-25=-3373/7118, 12-26=-3373/7118, 11-26=-3373/7118, 10-11=-3106/6520, 8-10=-3085/6478 WEBS 4-13=-762/1663, 6-11=-762/1663, 4-12=-297/577, 5-12=-347/258, 6-12=-296/577, 3-13=-755/854, 7-11=-769/854 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 lb uplift at joint 2 and 839 lb uplift at joint 8. 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) 174 lb down and 175 Ito up at 7-0-0, 163 lb down and 175 lb up at 9-0-12, and 163 lb down and 175 lb up at 9-11-4, and 174 lb down and 175 lb up at 12-0-0 on top chord, and 427 lb down and 243 lb up at 7-1-8, 81 lb down and 29 lb up at 9-0-12, and 81 lb down and 29 lb up at 9-11-4, and 427 lb down and 243 lb up at 11-10-8 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). QUIN ` No 68182 O:. E OF //llllll Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd; Tampa FL 33610 Date: November 11,2015 G&f( OA&E 682andard ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the appNcability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek' 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Snyder Res. nsazsos 29630 801G Hip Girder 2 1 Job Beference (optional East coast Truss, Ft. Pierre, FL 34946 /.a4v 56.P CO zvIvr I—aiuuautoe,,,,v, vvou,v—„v,.. ID: aYDtbkt_6DgiVV7ncC28Rv7yQXh5-KSSvIY42FB603mlNaZ19CAVwy1 g5ncfbgKmsoEyKKzw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 13-15=-20, 11-13=-20, 11-18=-20 Concentrated Loads (lb) Vert:4=-138(B) 6=-138(B) 13=-427(B) 11=-427(5) 22=-138(B) 23=-138(B) 25=-66(B) 26=-66(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. �- Design valid for use only with MRek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd., a Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Snyder Res. ns3z9os 29630 B02 Hip 1 JPly 1 ob a ere ce o lio al East Coast Truss, FL Pierce, FL 34946 abau s bep za zuia mi i erc mausmes, ma. 'v nov .. or.o i.uv 20 j � ra0� i ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-peOHWu4gOVEthwtZBHG01N2BARBmW9Bk3 VQKgyKKzv r0.7-8 4-11-0 a-8.4 10.3-12 141-0 19-D-O 19-7-8, 0.7.8 4-11-0 3-9-4 1-7-9 3-9.4 4-11-0 0.7-8 Scale = 1:35.0 N A 6 44 = 4x4 = 3x8 2.00 12 3x6 = I M Plate Offsets (X Y)- 12:0-3-0 0-1-131 17.0-3-0 0-1-131 r9.0-1-12 0-2-121 110:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.33 9-10 >693 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.63 9-16 >362 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.30 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) Weight: 77 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instaillgiion REACTIONS. (lb/size) 2=899/0-6-0, 7=899/0-6-0 Max Horz 2=-82(LC 6) Max Uplift2=-418(LC 8), 7=-418(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3308/1457, 3-4=-2701/1098, 4-5=-2583/1096, 5-6=-2701/1098, 6-7=-3308/1457 BOT CHORD 2-10=-1308/3144, 9-10=-893/2583, 7-9=-1308/3144 WEBS 3-10=-675/410, 4-10=-199/616, 5-9=199/616, 6-9=-675/410 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing platy: capable of withstanding 418 lb uplift at joint 2 and 418 lb uplift at joint 7. 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. ' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTel<@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not at ss system. Before use, the building designer must verify the appfcability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criferla, DSB-BY and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. �tL►ililli a NO P LOIN •�� "9 G E N S i No 68182 '�• E OF i 'ORS.. �> 10NAX-E%`% ��111111110 % � Joaquin Velez PE No.68182 Welk USA, Inc. FL Geri 6634 6g64 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 I.1 MiTek' 69D4 Parke East Tampa, FL 3361 i ,, Job Truss Truss Type Qty Ply Snyder Res. ns3zeo7 I 29630 B03G Hip Girder 1 1 Job Re erence o t'o one East Coast Truss, Ft. Pierce, FL 34946 - 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Nov 11 07:31;01 2015 Page 1 I D:aYDtbkt_6DgiW7ncC26Rv7yQXh5-HrafjE5lnoMkl4Smi_ndHbaHogWxFZwtldFzl6yKKzu r0-7-8 5-0.0 9-Cr0 14-0-0 19-0.0 i9-7-B, 0-7-8 5-G-0 4-6-0 4-6-0 5-0-0 17.8 Scale = 1:33.8 C 4x4 = 4.00 12 4x8 = 1x4 II 4x8 = 3 18 19 20 4 2122 23 5 24 ' La Lr '- "LC e19 - 3u 31 1x4 II LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 15.0 Lumber DOL 1.25 BC 0.95 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 BCDL 10.0 Code FBC2014irPI2007 (Matrix-M) 3x8 = 4x4 = 1x4 II 4x4 = DEFL. In (loc) I/deft L/d PLATES GRIP Vert(LL) 0.25 10-11 >897 240 MT20 244/190 Vert(TL) -0.43 10-11 >530 180 Horz(TL) 0.09 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP Na.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1200/0-6-0, 6=1271/0-6-0 Max Harz 2=50(LC 7) Max Uplift2=-604(LC 8), 6=-720(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2716/1329, 3-18=-3424/1762, 18-19=-3424/1762, 19-20=-3424/1762, 4-20=-3424/1762,4-21=-3424/1762,21-22=-3424/1762,22-23=-3424/1762, 5-23=-3424/1762, 5-24=-2700/1454, 24-25=-2711/1437, 6-25=-2758/1436 BOT CHORD 2-11 =-1 163/2523, 11-26=-1162/2537, 26-27=-1162/2537, 10-27=-1162/2537, 10-28=-1290/2592, 9-28=-1290/2592, 9-29=-1290/2592, 8-29=-1290/2592, 8-30=-1280/2570. 30-31 =-1 280/2570, 6-31=-1280/2570 WEBS 3-11=0/260, 3-10=-539/1029, 4-10=-514/352, 5-10=-381/922, 5-8=-116/292 Weight: 79 lb FT = 0% Structural wood sheathing directly applied or 2-6-11 oc purlins Rigid ceiling directly applied or 4-10-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during trusserection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3,Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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 panding. 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 604 lb uplift at joint 2 and 720 lb uplift at joint 6. 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb dawn and 124 lb up at 5-0-0, 129 lb down and 124 lb up at 6-11-4, 118 lb down and 124 lb up at 8-11-4, 129 lb down and 124 lb up at 10-11-4, 129 lb down and 124 lb up at 12-11-4, and 61 lb down and 62 lb up at 14-11-4, and 79 lb down and 81 lb up at 15-11-4 on top chord, and 90 Ib down and 59 lb up at 5-0-0, 37 lb down and 20 lb up at 6-11-4, 37 lb down and 20 lb up at 8-11-4, 37 lb down and 20 lb up at 10-11-4. 37 lb down and 20 lb up at 12-11-4, and 127 lb down and 86 lb up at 14-11-4, and 159 lb down and 160 lb up at 15-11-4 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 pjUIN .� . OP �F , No 68182 lo '�• E .OF V �O N AU Joaquin Velez PE No.68182 MiTek USA, Ino. FL Cert 6034 6904 Parke East 61vd, Tampa FL 33610 Date: November 11,2015 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PI7 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. ns3zso7 29630 B03G Hip Girder 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 1.04V a Jep Le LUI0 MI I CK In—Uleb, Ir1U. VYCu IVUV 1 I rage c ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-1181xa6wY6UbwE1yFhlsgo7SYErA OA1XH_XPYyKKzt LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=-70, 5-7=-70, 12-15=-20 Concentrated Loads (lb) Vert: 3=-60(F) 11=-76(F) 18=60(F) 20=-60(F) 22=-60(F) 23=60(F) 24=37(F) 25=8(F) 26=-30(F) 27=-30(F) 28=-30(F) 29=-30(F) 30=127(F) 31=94(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. �- Design valid for use only with Miiek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Qty Ply Snyder Res. T7832908 29530 c01 Common 1 1 Job Beference (optional) tastuoastimss, N.MUM, Ma 40 a.V,Q�p&W-1.,,.,,,�,.,,,,,,.,,.,,— .— .a _. _. ID:aYDlbkt_6Dgi1N7ncC28Rv7yQXh5-1181xa6wY6UbwElyFhlsgo7auEyd_3E1XH XPYyKKzt -0-7-8 4-11-0 8-9.0 8-9-0 10.9-0 12-7-0 i 17.6.0 18.1.8, 0-7-8 4-11.0 1-10.0 2-0.0 2-:1 1-10.0 4.11-0 Scale = 1:30.8 6 4x4 = a nn 3x4 = 1x4 II 3x8 = 3x4 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.13 10-12 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.25 10-12 >825 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.20 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=831/4-4-0, 8=831/0-4-0 Max Horz 2=-52(LC 5) Max Uplift2=-389(LC 8), 8=-389(LC 8) PLATES GRIP MT20 244/190 Weight: 75 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 14,15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2034/887, 3-4=1518/675, 4-5=1499/695, 5-6=-1499/695, 6-7=-1518/675, 7-8=-2034/887 BOT CHORD 2-13=-792/1939, 12-13=-787/1942, 11-12=-787/1942, 10-11=-787/1942, 8-10=792/1939 WEBS 5-12=-176/479, 12-15=-576/290, 7-15=-556/279, 3-14=-556/276, 12-14=-576/287 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; 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) 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 389 lb uplift at joint 2 and 389 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. ,`�►11111.1111�0 ♦��� PQU I N ►/�� <i��� �'� �0 C E N v No 68182 OF E I fL s � 0 R 1 ON_�• �I��11/1111►�` Joaquin Velez PE No.68182 MfTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 ®INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �" Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Snyder Res. T763290s 29630 CO2 Common 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL M46 t.64u s aep [u zuro mi i erc inausnes, mc. —u rvuw i , 67.5 i.65 av iu r.U. , ID:aYDtbkt_6DgiW7ncC28Rv7yQXh5-DDhQ8w7YJQcSYOb8pPp5NOgkceF-jStAlxk4x?yKKzs -0-7-8 4-2-0 4-11-0 8-9.0 13-4-0 , _ _ 17-6-0 �18-1-8, 0-7-8 4-2.0 0.9 0 3-10.0 4-7-0 4-2-0 0-7-8 4x4 = 3.00 12 Scale=1:30.8 3x4 = 10 3x4 = 3x4 = 3x4 = 3x4 = 4-2.2 13-4-0 i _ 17-6.0 4-2-0 9-2-0 4-2-0 Plate Offsets (X Y)— 12:0-3-12 Edoel 16:0-3-12 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.15 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.42 8-10 >382 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 72 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide.Installation REACTIONS. (Ill 2=101/0-4-0, 10=944/0-4-0, 6=618/0-4-0 Max Horz 2=52(LC 4) Max Uplift2=-102(LC 4), 10=-380(LC 8), 6=303(LC 8) Max Grav 2=130(LC 17). 10=944(LC 1), 6=618(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=107/295, 3-4=-40/295, 4-5=1482/664, 5-6=1474/596 BOT CHORD 2-10=-251/155, 9-10=-239/614, 8-9=-239/614, 6-8=-519/1403 WEBS 3-10=-327/231, 4-10=-961/430, 4-8=-327/908, 5-8=-258/203 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=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; 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) 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 102 lb uplift at joint 2, 380 lb uplift at Joint 10 and 303 Ill uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. till 11111111'l ,•'PQv I N � JR. E N. No 68182 r �X� E OF .� "14 VON M-E��•. �111111 U l" % Joaquin Velez PE No.68182 M(TOK U,S& Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 11,2015 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MRek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 GA Job Truss Truss Type Qty Ply Snyder Res. T7632910 29630 D01 Common Supported Gable 1 1 i Job Reference (ootionall onu oo�o � East Coast Truss, Ft. Pierce, FL 34946 0-7-8 6-9.0 3.00 12 4x4 = 7.640a�oy<a I D:aYDlbkt_6DgiW7ncC28Rv7yQXh5-hQFOMFBA4jkJAXAKN6KKvDCvl2jfS?mK_bTdTRyKKzr 6-9-0 3x4 = 11 10 9 8 3x4 1x4 II 1x4 II 3x4 = 1x4 II = 0.7-8 ' Scale: 1/2"=1' I6 13-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 7 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.02 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Wind(LL) 0.00 6 n/r 120 Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-6-0. (lb) - Max Horz 2=41(LC 4) Max Uplift All uplift 100 lb or less at Joint(s) 10 except 2=-130(LC 8). 11=-210(LC 8), 8=-210(LC 8), 6=-130(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 10. 6 except 11=455(LC 1), 8=455(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=-330/221, 5-8=330/221 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=18ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; 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) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 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. 1 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) 10 except (jt=lb) 2=130, 11=210, 8=210, 6=130. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I �oPQU 1 N No 68182 E OF : it �ONAl-�� �"#mil/lT,��� Joaquin Velez PE No.68182 Mrre( USA, Inc. FL Cert 6634 6904 Parke East Blvd'. Tampa FL 33610 Date: November 11,2015 ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/f's". X11 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. BCSI: 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) 0 W O U a O BOTTOM CHORDS 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-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety es Failure to Follow Could Cause Prop Damage or Personal Injury,. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otperwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. WARNING THIS IS A PLACEMENT PLAN FOR ENGINEERED -BRACING: 6EE FINAL ENG14EERING SHEETS FOR THE: -BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR COMPONENTS AS DEFINED BY WTCA 1 - 1995. 1) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE LL BEARING POINTS MUST BE DIAPHRAMS HAVE NOT BEEN ANALYZED BY NSTRUCTIONS ON THE BCSI-131 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE UNLESS STALLED PRIOR TO INSTALLING [NY EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE OTHERWISE NOTED. INSTALL HANGERS ACCORDING TRUSSES! FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN TO THE CURRENT SIMPSON STRONG -TIE CATALOG FAILURE TO DO SO MAY RESULT FOLLOW INSTRUCTIONS ON THE BCSI-131 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. N DAMAGED TRUSSES AND WILL VOID ALL WARANTIES. SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS FENGINEERING TRUSS DRAWINGS. Truss a Sheets TRUSS PLACEMENT PLAN ENGINEERED TIMBER TRUSS SYSTEMS PRODUCTS O ECT EAST COAST TRUSS N 5285 ST. LUCIE BLVD. FT. PIERCE. PL 349646 OFFICE: (772) 466-2480 FAX: (772)466-5336 M 0. LL STOMER:Snyder, Dan B NAME: Snyder Res. DRESS:TBD -Y/COUNTY:Jensen Beach/St. Lucie # 29630 MODEL:Custom SQ FT 6 DATE 10/23/15 IC7itEST=1 1/117=1 ASS-31.M (3) (c), EAST COASF TRUSS u ^Trwa Design Engmar^ irvao are duigoetl io a nce ..nh the Fbrida Buibft ing CaAe NOTE: By approving this placement plan(s), signatured A anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this I drawing. The customer also acknowledges that he/she accepts — financial responsibility for any repair, engineering, and —J labor required due to errors other than those of EAST Q COAST TRUSS. Z Signed: Date: LL 0 W ODE = FBC 2014/TPI2007 ASCE 7-10 CL DESIGN CRITERIA =MWFRS OCCUPANCY CATEGORY= 11 G EXPOSURE = C Q WF SPEED =170 UILDING TYPE =ENCLOSED EAN HEIGHT: 18.00 GRAVITY LOADS (n W J Z FLOOR: DUR FACTOR=1 .0 PSF=TCLL-TCDL-BCLL-BCDL 40.0,10.0,0.0,5.0 :D ROOF: DUR FACTOR= 1.25 U) PSF=TCLL-TCDL-BCLL-BCDL W 20.0,15.0,0.0,10.0 (D LOADS PER FBC & FRC U) *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf f— W U) DEFINITIONS MWF = MAIN WIND FORCE 0 C&C = COMPONENTS AND CLADDING I— TOB = TOP OF BEARING W TC = TOP CHORD BC = BOTTOM CHORD (n LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT F— # =POUNDS 0 Z UPLIFT MUST BY-PASS FLOOIT TRUSSES UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. 0 ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. 3 15/161, 4 r- RECOMMENDED ON FLOOR TRUSSES 0. SPANNING 20'--0" OR MORE UST BE SET WITH A SPREADER BAR. THE r0 U PDREADER BAR SHOULD BE AT LEAST 1/2 '3 IN LENGTH AS THE SPAN OF THE TRUSS Q EING SET. EFER TO BCI-B1 FOR COMPLETE O RECTION AND SAFETY PROCEDURES. 0 ALL BEAMS BY BUILDER NOTE: TRUSSES 00 NUI SUPPORT ANY PLANT SHELVES 1- 11/11/15 Vaulted ceiling in loft area. V_ 2- 4- 3- 4- 5- 6- ICU (1/4" if Dlotted 24x36) . Desianed Bv: LM 1 111111201588 FOUNDATION SYMBOLS: CMU STEM WALL (SEE SECTION 1'A5) AUGER CAST CONCRETE PILING Pl-• (SEE PILING NOTES SHEET Al & ➢ETAIL 4AG) O DIAMETER X 24' DEEP FOOTING W/ 4 #5 BARS (SEE SECTION I1A5) -j1l1 8'x16' FEMA APPROVED FLOOD VENT (12' MAX. ABOVE GRADE) FLOOD VENT CALCULATIGN1 875 SQ/FT(ENCLOSED) x I SQ/IN = 875 SQ/IN. REQUIRED.-13 8'x16'(1664 SQ/IN) VENTS PROVIDED (OWNER/CONTRACTOR TO VERIFY CLEAR OPENING OF SELECTED FLOOD VENTS MEETS THE MINIMUM REQUIREMENT) I N 10 a D ABs + I I a I \ 'a 2 \ >M A �21 — _. — _ — — _ — — — — — III-II-IIIIIFI- -.— — — — — — — — `— _.— —._ 12' DEEP x 24' WIDE I =el CONC. SPREAD - FTG/GRADE BM W/ 4 . N5 REBAR CONT- I < P1' 6' CMU W/ 1 #5 VERT. REBAR R 4'0' O.C. & 1 45 BAR CONT, IN TOP COARSE. -FILL ALL CELLS SOLID - I I I I I I PI", .✓ i- - �I I - 6 b #5 8' CMU W/ 1 VERT. < REBAR #5 BAR 2 4'0" O.C. & 1 CONT. IN TOP / \, COARSE. -FILL ALL \ CELLS SOLID >. \ \ \12' \ �CONC. \ DEEP x 24' WIDE SPREAD FTG/GRADE BM W/ 4 / , \ 45 REBAR CONT. / e \ `t PP' _ O a e 3 FOUNDATION PLAN (1/8"=1'O" HALF SIZE) - LOFT FLOOR FRAMING PLAN 1 /4"=1'-0" (1 /8"=1'0" HALF SIZE) T F d FLOOR FRAMIlrTG PLAN �2. 1 /4"=1'—O" (1 /8"=1'O" HALF SIZE) 2 LOFT PLAN (1/8"=1'0" HALF SIZE) PLAN LEGEND 0 2x4 INTERIOR PARTITION ® 2x6 WOOD FRAME INSULATED EXTERIOR WALL ® (3) 2x6 STRUCTURAL COLUMN R LOCATIONS SHOWN ON PLAN E-11MFsPTlr -i SUGGESTED MINI -SPLIT INTERIOR UNIT L-UNIT-ZONE * T LOCATION (NSYSTEM TO BE SIZED BY LICENSED HVAC CONTRACTOR) OR)8'0 CEILING GRILL W/ IN -LINE FAN & RA ON T-STAT DUCTED AND DRAWING FROM ADJACENT MINI -SPLIT ZONE �aT. LUC1F� UN'TY Ri)I .Pivf nlyiSlO`� RBVTF�I4��B� R SCE jtEVl.:lfiDATE OA NS lAsij *SPRC'TI[)`+" L B1 n -40c.0 { J(7L I•�rS� t G I tl 6'T4 n mo, ? s OPOSED WORK F?f 1 �Gi � ."I tO �lor L13�";eLP 'ClUE1S, `��I��y V � KITCHEN' (8'0" CEIL. FCC.)\ T. — a STORAGE 1 �O L* ---' 3'-0' xl m A6 " 7.5' >m m� E LT -IN OLDSET , EI ISTEM N a IT'--9 1/2' w N MASTER BEDROOM (87 CELL. FTC.) N N LM 9'-61; 2' 2's_s' (8'5" CEIL. TIT.) i" BUILT-IN CLOSET SYSTEM x z m DRYER N \ ' MDI%BEIR�OOM �'' s, ,� \)OO`\ (8'0"CFTC. .-LO OVE) �0,/ GREAT(14Ci�kOlOM \ •`\ OPEN ABOVE W\ /) 01 AL PROVIDE 9TA RC�ASE�ESHOPNt1RAW N005 ENTRY/DINING(8'0" FTC.) \\ ''-� LOFT ABOVE \� s- b, TO THE ARCNrt,CT d 9lIIEDING DEPARTMENT PRIOR TO FABRICATION/INSTALLATION.XSEL GENERAL NOTES FOR STAIRCASE CODE REOUIREMEIN FS). \ lbO \ o+ b \ 0 5 FLOOR PLAN A2 1/4"=1'-0" (1/8"=1'0" HALF SIZE) Of m U 0 W q 0 F--1 N �O D � N w r ' N V 100 ^ 00. O ON, k cn N N Z ,�0 O a ry r�r�<� IV =N � V) W ON �d0� W c 0 v)N,Lm i2 Wow ) !U N s C O F—� N to a 1 F_� ^z �z a� ., z FOUNDATION, FLOOR, & FLOOR FRAMING PLANS PROJECT NO.: SNYDER 1 DRAWN BY: LV DATE 9.29.15 REVISIONS: 0 10/29/15 PER BUILD.DEPT. © 11/10/15 FIELD CHANGE SHEET NO.