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Home My WebLink AboutTRUSS 5-11-15Lumber design values are in accordance with ANSI/TPI 1 section 6.3 G GANNEJhese truss designs rely on lumber values established by others. MiTek RE: l' 8791 - Cehelnik Res Flr/Low Rf MiTek USA, Inc. Site nformation: 6904 Parke East Blvd. Cusi;`omer Info: Mel Ry Construction Project Name: Cehelnik Res FI/LR Model: Tampa, FL 33610-4115 Lot/block: Subdivision: Address: 10701 South Ocean Dr #697 City Jensen Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. niam Address: City: Gen' Loading Dea{Ign Win Roof This (package Wiith�lmy conforms ucense iF: State: ral Truss Engineering Criteria & Design Loads (Individual Truss Design Conditions): Code: FBC2010ITP12007 Design Program: MiTek 20/20 ' Code: ASCE 7-10 Wind Speed: 170 mph Load: 55.0 psf Floor Load: 65.0 psf includes 20 individual, dated Truss Design Drawings and 0 Additions seal affixed to this sheet, I hereby certify that I am the Truss Design Engin to 61 G15-31.003, section 5 of the Florida Board of Professional Engineei No. IlSeal# I Truss Name Date No. Seal# Truss Name Date 1 I T7045702 I -CJ1 5/4/015 118 IT7045719 IFLO7 5/4/015 2 1IT7045703 -EJ2 5/4/015 119 IT7045720 IFLO8 5/4/015 3 flT7045704 --EM 5/4/015 120 IT7045721 IFLO9 5/4/015 4 T7045705 -EJ3 5/4/015. J 5 11IT7045706 -HJ2 5/4/015 6 111IT7045707 -HJ3 5/4/015 7 T7045708 IB03G 5/4/015 8 IT7045709 IB04 5/4/015 9 111IT7045710 I E01 5/4/015 10 Ill I T7045711 JE02G 5/4/015 11 11IT7045712 IFG01 5/4/015 12 T7045713 IFLO1 5/4/015 13 1111 T7045714 IFLO2 5/4/015 14 JJJT7045715 IFLO3 5/4/015 15 T7045716 IFLO4 5/4/015 16 T7045717 IFLO5 5/4/015 117 ii I T7045718 i FL06 1 5/4/015 The truss drawing(s) referenced above have been prepared by MiTek Induses, Inc. under my direct supervision based on the parameters provi ed by East Coast Truss. Trus Li Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for desid'ik 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, perANSI/TPI-1, Chapter2. Drawings Show Special /.5 I Drawings. aer and this index sheet s Rules. P,S A• q�''•. i �O E�1VW*-. ey2. 0 O'. STATE OF :�� ,,off S � FL Cert. 6634 May 4,2015 Albani, Thomas I of 1 Job Truss Truss Type Qty Ply Cehelnik Res FlrILow RI T7045702 I28791 -CJ1 Jack -Open 6 1 Job eference o io a East Coast' Fort Pierce, FL. 34946 Refer to MITek "TOE -NAIL" Detall Ito supporting carrier truss (typ all appll 2-0-0 7.530 s Jul 112014 MiTek Industries, Inc. Mon May o4 1551:12 tuts Page 1 , I D:1yKZxmACi jfsOcFjpjgEKzJtCa-YFLYvclP7oOxy3civKzxOYdneruYPXDp86y3XhzJrdD LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udell Ud TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.01 4 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.00 4 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 110.0 Code FSC2010/TPI2007 (Matrix-M) LUMBI TOP C SOT C NOTES- 1) Wind: d Exp D; expos 2) As regl 3) Plates 4) This to 5) • This 1 fit betty 6) Refer t 7) Provid( and 10 8) "Sernk 9) Wamin 2x4 $P No.3 2x4 SP No.3 (lb/size) 1=195/0-8-0, 3=-20/Mechanical, 2=6/Mechanical Max Horz 1=37(LC 12) Max Uplift I =-213(LC 12), 3=-20(LC 1), 2=-10(LC 9) Max Grav 1=210(LC 20), 3=9(LC 12), 2=12(LC 10) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:7.0 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione iCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the fifty of the fabricator to increase plate sizes to account for these factors. ,acked for a plus or minus 0 degree rotation about Its center. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 1n the bottom chord and any other members, with BCDL = 10.Opsf. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 1, 20 lb uplift at joint 3 � uplift at joint 2. lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j Additional permanent and stability bracing for truss system (not part of this component design) is always required. 'VPS A. „1111��, 0 39380 --'-- ,w ATE : 441 0.0 ON N- FL Cert. 6634 May 4,2016 I WAAING - VerJly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design lid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applic illy of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lat' rol support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MST®k• erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i fabrics I n, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety 11 �ormatlon available from Truss Plate Institute, 781 N: Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res FIrILow Rf T7045703 28791 P -EJ2 Jack -Open 2 1 Job Reference (optional East Coast(Truss, Fort Pierce, FL. 34946 3-0-0 7.530 s Jm t t 2u14 mn eK mausnes, mc. man may u4 ioariz 4uro rays q I D:IyKZxmACiJfsOcFjpjgEKZJtCa-YFLYvclP7oOxy3civKzxOYdoWrwdPXDp86y3XhzJrdD Scale = 1:8.3 1--0 3-0-0 1-4-0 11 1-00-0 1-8-0 Plate Offsets (X Y)-- 11.0-4-11 0-0-11 11.0-0-6 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL , . 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL j 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 Ib FT = 20% LUMBER: BRACING- TOP CHID 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE III that Stabilizers bracing MiTek recommends and required cross Left: 2x4 IiP No.3 be installed during truss erection, in accordance with Stabilizer 'oj1de, s a REA9TIQNS. (lb/size) 2=38/Mechanical, 3=26/Mechanical, 1=200/0-8-0 Max Horz 1=54(LC 12) Max Uplift2=-32(LC 12), 3=-15(LC 12), 1=-99(LC 12) Max Grav 2=38(LC 1), 3=31(LC 17), 1=215(LC 17) FORCES.(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 11 1) Wind: CE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp D; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right expose ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As req ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons bility of the fabricator to increase plate sizes to account for these factors. 3) Plates C ecked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chard live load non concurrent with any other live loads. `�� (�? • .q� /,o �'9 5) • This 46ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. `a� ��• • ri E IVS' •, ��i �` ,,, �•' �\ �'•�� -" 6) Refer to girder(s) for truss to truss connections. 7) Providel mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2, 15 lb uplift at joint 3 -- : • Pv 0__ 39380 and 99 b uplift at joint 1. 8) "Semi-r gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �✓ "r 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. : > SATE _. W: FL Cert. 6634 May 4,2015 WA NINO - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 07/15/2015 BEFORE USE. Design slid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. iIlly of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown �• Is for to ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the erecto I Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' tobdcc I on, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component Safety Iformatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 - - T7045704 -EJ2S Jack -Open 1 1 Job Reference (optional) :e Fr seaea 7.530 s Jul 112014 Mi l ek Industries, Inc. Mon May 04 15:51:13 2015 Page 1 2-0.0 3x3 = Scale = 1:8.3 Plate Offsets (X Y)— (1:0-0-0 0-1-71 11:0-3-6 Edoel LOADING�'psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 6 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL j 10.0 Code FBC2010ITPI2007 (Matrix-M) Weight: 8 lb FT = 20% LUMBER I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 11 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer s 'o e REACTIO S. (lb/size) 3=39/Mechanical, 1=89/0-8-0, 2=51/Mechanical Max Holz 1=37(LC 12) Max Uplift3=-21(LC 12), 1=-39(LC 12), 2=-38(LC 12) Max Grav3=45(LC 17), 1=96(LC 17). 2=51(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ACE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposedIC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requ sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons ility of the fabricator to increase plate sizes to account for these factors. j;911 1111/1 3) Plates c, ecked for a plus or minus 0 degree rotation about its center. %% S A- ,�� 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,s ..� A(� P -i� �j� 5) ' This tr�ss has been designed for a live load of 20.Opsf on the bottom chord 1n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ('`V............ •, �9�i�� fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� ,•��,� �•'.• _ i 6) Refer tolgirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3, 39 lb uplift at joint 1 ` : • Fv 0 3 9380 •� } jf and 38 I(J uplift at Joint 2. * 'r'• 8) "Semi-ri ld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. s 9) Wamingl: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ::.._. ATE (`':•4Uo �U f'11111 111>t00 FL Cert. 6634 May 4,2015 WA(NO -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE 11111.7477 rev. 02/16/2015 BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �- Applicq�illity of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lat 1.1 support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MOWerector. Pdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricai on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety 16f6rmatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Flr/Low Rf T7045705 28791 -EJ3 Jack -Open 2 1 ob a ere ce o tional East Coast [Truss, Fort Pierce, FL. 34946 4-010 7.530 eJU111 ZU14 miteK mausmes, Inc. mon may 0415:51: la zura ragn il ID:IyKZxmACi,jfsOcFjpjgEKzJtCa-OSvw6xJ1m6WoZDBuT1UAwmAyyEEKB TyNmic37zJrdC LOADING (psf) I SPACING- 2-0-0 CS]. DEFL, in (loc) I/deft Lid TCLL 1F0.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.01 8 >999 240 TCDL Ip5.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.01 3-8 >999 180 BCLL I10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 1�10.0 Code FBC2010/TPI2007 I (Matrix-M) TOP CHOIlD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE 11 Left: 2x4 SP No.3 (lb/size) 2=75/Mechanical, 3=42/Mechanical, 1=238/0-8-0 Max Horz 1=72(LC 12) Max Uplift2=-61(LC 12), 3=-17(LC 12). 1=-118(LC 12) Max Grav 2=75(LC 1), 3=54(LC 17). 1=255(LC 17) FORCES. 1;(Ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: 1 Exp D; right e) grip DC 2) As regi 3) Plates c 4) This tru: 5) ' This tr fit betwE 6) Refer to 7) Provide and 118 8)"Serr i 9) Warninc Scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s �E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; icl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 3-11-4 zone; cantilever left and Bed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate :1.60 ;led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. :cked for a plus or minus 0 degree rotation about Its center. has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. Is 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 n the bottom chord and any other members, with BCDL = 10.Opsf, irder(s) for truss to truss connections. achanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 2, 17 lb uplift at joint 3 1 uplift at joint 1. d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Cert. 6634 May 4,2015 L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02116/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicagility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for late of support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the M iTek• erector. dditlonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiop, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infofmotlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply Cehelnik Res FIrILow Rf noa57os 11 I28791 -HJ2 Diagonal Hip Girder 1 1 Job Reference footional) East il russ, Fort Pierce, FL. 34946 4.2-3 7.530 s Jul 112014 MITek Industries, Inc. Mon May 04 15:51:14 2015 Page 1 I D: IyKZxmAC i JfsOcFj pjgEKzJtC a-U eT I KHKfXQefB N m41 IOPTzj8vebm lRj6cQ RAbZzJrd B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well LJd TCLL0.0 Plates Increase 1.25 TC 0.11 Vert(LL) 0.01 5 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 5 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 1p0.0 Code FBC2010lTPI2007 (Matrix-M) TOP CH BOT CH WEDGE Left: 2x4 FORCES. NOTES- 1) Wind:, Exp D; plate g 2) As req 3) Plates c 4) This trul 5) • This to fit betwe 6) Refer to 7) Provide and 32 1 8) "Semi-ri 9) Hanger( and 101 bottom ( 10) Wamlr 11) In the I 2x4 SP No.2 2x4 SP No.2 No.3 I. (lb/size) 4=-30/Mechanical, 1=150/0-10-15, 2=-6/Mechanical Max Horz 1=59(LC 20) Max Uplift4=-36(LC 13), 1=-109(LC 4), 2=-32(LC 14) Max Grav4=36(LC 20), 1-201(LC 28), 2=11(LC 17) lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.2 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins, 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, ,E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 ,ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ility of the fabricator to increase plate sizes to account for these factors. ,eked for a plus or minus 0 degree rotation about Its center. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,s 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 n the bottom chord and any other members, with BCDL = 10.Opsf. irder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 4, 109 Ito uplift at joint 1 uplift at joint 2. d pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 94 lb up at 2-8-14, i down and 94 lb up at 2-8-14 on top chord, and 0 lb down and 67 lb up at 2-8-14, and 0 lb down and 67 lb up at 2-8-14 on ord. The design/selection of such connection device(s) is the responsibility of others. Additional permanent and stability bracing for truss system (not part of this component design) is always required. )AD 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 + goof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform�'I (plf) Vert: 1-2=70, 2-3=-30, 4-5=-20 ConcenNlted Loads (lb) Vert: 10=186(F=93, 8=93) 11=72(F=36, B=36) JL INARNfNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. 0211612015 BEFORE USE. Design valid for use onty with Mrrek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicob fy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for late' I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector 'ddifional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inf�jmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. -•'it 3938r ATE --is'e0N A� FL Cert. 6634 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aty Ply Cehelnik Res Fir/Low Rf noas7o7 28791 -HJ3 Diagonal Hip Girder 2 1 Job Reference o tional Last coast l russ, con fierce, FL. 34946 7.530 s dui , 12014 Mi i en inuust as, uic. Mor May vY ru... ,, •eo , ID:IyKZxmACiJfsOcFjpjgEKzJICa-yq1 hXdKH Ijm WpXLGbSXe7B FJi2x1 cuzFg4Bj8OzJrdA 3-4-7 5.7-2 3-4-7 2-2-11 Scale = 1:10.8 1.4-10 1-10-4 5-7.2 1.410 0.5-10 3-8-14 Plate Offsets (X Y)— 11.0-7-2 0-0-01 11:0-0-7 Edgel LOADING+ Ips9 SPACING. 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.01 9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 5 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 19 lb FT = 20% LUMBER ,'I BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE it MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer st 'de, REACTIO S. (lb/size) 4=16/Mechanical, 1=158/0-11-5, 2=68/Mechanical Max Horz 1=79(LC 20) Max Uplift4=-3(LC 4), 1=-121(LC 4), 2=-80(LC 4) Max Grav 4=43(LC 3), 1=222(LC 28), 2=80(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ABCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gri DOL=1.60 2) As requi sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons bility of the fabricator to increase plate sizes to account for these factors. ♦e�� 1111(�� 3) Plates c ecked for a plus or minus 0 degree rotation about its center. ♦♦♦� S A,/�� 4) This tru �s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • , ♦ P q �i ' 5) This tress has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .••..... • • • �,9 ��' `♦-♦ 0 C E N �'•••�� S� fit between the bottom chord and any other members, with BCDL = 10.0psf. e •. /�� '.• 6) Refer to,girder(s) for truss to truss connections. • 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at Joint 4, 121 lb uplift at joint 1 : : "0 3 and 80 I f uplift at joint 2. 8) "Semi-ri id pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(sy or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 94 lb up at 2-8-14, - J� y and 101 jib down and 94 lb up at 2-8-14 on top chord, and 0 lb down and 67 lb up at 2-8-14, and 0 lb down and 67 lb up at 2-8-14 on •r+x - , �— SAT E cT� :• �� bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .. ��• A, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ILLOADp • Q;•. ��, 41 ♦ •. (p R 4 ,. ♦� s • Sndard ,.... ,��I�� 1) Dead +A Rooff)L ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 N A; ,,,♦♦♦ Uniform Loads (plf) art: 1-2=-70, 2-3=-30, 4-5=-20 Concent ated Loads (lb) FL Cert. 6634 10=186(F=93, B=93) 11=72(F=36, 3=36) F�ert: May 4,2016 WARWINO - Ver"Y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 0I/10/2015 BEFORE USE. Design valid for use onN with MRek connectors. This design 'based only upon parameters shown, and is for an individual building component. Applica��"`y of design parameters and proper incorporation o(componenf is responsibility of building designer • not truss designer. Bracing shown Is for tat al support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsiblllity of the i�iiTek' erector. I fabricafi�n, dditional permanent bracing of the overall structure Is fhe responlity of fhe building designer. For general guidance regarding delivery, bracing, ANSI/TPl1 Quality C11terla, DSB-89 BC51 Bu'ldtng Component Salety Insormatlon quality control, storage, erection and consult and available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type' Qty Ply Cehelnik Res Fir/Low Rf T7045708 28791 B03G Hip Girder 1 1 Job Re e e ce o Tonal East Coast runs, Fort Pierce, FL. 34946 7.630 s um I , cv14 rvu,- mwwamaa, ,rZ. G„ o, ... -...- -.- . -,_ . ID:IyKZxmACiJfsOcFjpjgEKzJtCa-Q1 b31zLw31uNQhwT8A2tY0oStSG9LLmP3kwHgSzJrd9 r 4.0.0 5-0.0 9-0.0 4-0-0 1-0.0 4.0-0 Scale=1:17.2 4x4 = 4x4 = 3.00 12 3x8 11 LOADING TOLL TCDL BOLL BCDL (psf) 20.0 15.0 10.0 ' 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.15 BC 0.17 WB 0.03 (Matrix-M) DEFL, in (loc) I/deft L/d Vert(LL) 0.02 5 >999 240 Vert(TL) -0.02 6 >999 180 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% LUMBER -I BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO ID 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 c No.3, Right: 2x4 SP No.3 installatigo REACTIO S. (lb/size) 1=424/0-8-0, 4=422/0-8-0 Max Horz 1=-23(LC 23) Max Uplift 1=-263(LC 8), 4=-263(LC 8) Max Grav 1=447(LC 2), 4=446(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-580/409, 2-3=-5557412, 3.4=-578I409 BOT CHO D 1-6=-363/548, 5-6=-369/555, 4-5=-373/547 NOTES- 1) Unbalar�ped roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; I?' ci., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60' ' A. �A1# plate gri DOL=1.60 ♦♦ pp PS ,q 3) Provide dequate drainage to prevent water ponding. have been designed to for tolerances or rough handling and erection conditions. It is the �♦♦ (�`v........ .r G E N S'C •.gj��i, 4) As requ6sted, plates not provide placement bility ,�� •,• y\ •" respons of the fabricator to Increase plate sizes to account for these factors, 5) Plates decked for a plus or minus 0 degree rotation about its center. e - • Fi-393 8 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This trt%Ips 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 yE ; v _ fit between the bottom chord and any other members, with BCDL = I O.Opsf. r r 8) Provide fpechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 1 and 263 lb uplift at c - joint 4. I` 9) "Serr ig d 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) 103 lb down and 93 lb up at 4-0-0, ATE i 0 ,i� �F •'C(O o Q:• 68 4-11-4 ��`� �R i '�`� and 2321 lb down and 218 lb up at 5-0-0 on top chord, and 42 lb down and 68 lb up at 4-0-0, and 42 lb down and lb up at on �1S ,. ♦o bottom chord. The design/selection of such connection device(s) is the responsibility of others. 'fill N AI 11) Wamin : Additional permanent and stability bracing for truss system (not part of this component design) is always required. ``'�♦ 12) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). l LOAD CASE(S) Standard 1) Dead + of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 May 4,2016 L WARFFI((�tNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. Design Jglid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an individual building component.� - Applic jq lity of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lotee al support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the {t A�T�1.IC• erector. I(sddV�itional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding L 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In(ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Cehelnik Res Flr/Low Rf T7045708 28791 B03G Hip Girder 1 1 Job Reference(ODtionall East coastj russ, Fort Pierce, FL. M4ti LOAD CASE(S) Standard Uniform,Loads (plf) IVert: 1-2=-70, 2-3=-70, 3-4=-70, 7-12=-20 Conce rated Loads (lb) IlVert: 2=-5(F) 3=14(F) 6=-23(F) 5=-23(F) r.avv o vw 14 cv i. nn vn n u,... w — , ,.,.. ' y.. ID:IyKZxmACt-jfsOcFjpjgEKzJ1Ca-Q1 b3lzLw31 uNQhwT8A2tY0oStSG9LLmP3kwHgSzJrd9 WARNI�'O - Ver1fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 rev. 02/16/2015 BEFORE USE. Design valid for use only with NuTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for all support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the N1iTek' erector. additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcatioIH, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inld,matlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply cehelnik Res Fir/Low Rf T7045709 28791 I'I B04 Common 1 1 Job a ere ce o do al East Coastruss, Fort Pierce, FL. 34946 f.oau S Jm 11 za14 mi i erc mausmes, mc. man may — 6.51..a ca,:, ray. , I D:IyKZxmACi jfSocFjpjgEKzJtCa-Q 1 b3lzLw31 uNQhwT8A2tYOoOES81 LJkP3kwHgSzJrd9 e_an 8-M 4.6.0 3-6-0 Scale = 1:15.2 4x4 = 3.00 12 2 14 13 II 15 12 3 i 1 0 d = 4x4 4 3x8 II 1x4 II 3x8 II 3x3 = 4.8.0 8-0-0 _ I 4-6.0 3-6-0 Plate Offsets (X Y)-- 11:0-4-3 Edoel f1:0-0-6 Edgel 13:Edae 0-1-71 f3:0-3-2 0-8-41 I(psf) LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL F0.0 Plates Increase 1.25 TC 0.44 VerI n/a n/a 999 MT20 2441190 TCDL �5.0 Lumber Increase 1.25 BC 0.67 Vert(TL) n/a 1 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.07 3 n/a I BCDL 110.0 Code FBC20101TP12007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER- BRACING. TOP CHO i D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS I 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 S No.3, Right: 2x4 SP No.3 sallation quide. REACTIONS. (lb/size) 1=-20/7-0-0, 3=0/7-0-0, 4=740/7-0-0, 1=20/7-0-0, 3=017-0-0 Max Horz 1=34(LC 8) Max Uplift 1=-35(LC 21). 4=-407(LC 12), 1=-20(LC 1) Max Grav 1=16(LC 8), 4=795(LC 19) v. I it,../ - ,.,a.......u,P..,.,a�. , �,,. - r.,, w..... �,../ .., , .........,N. ..,,..,, TOP �HORD 1-12=-1217/1492, 1-13=-374/373, 2-13=-372/388, 2-14=-356/403, 3-14=-364/373 BOT CHORD 1-4=-1600/1323, 3-4=-362/414 WEBS 11 2-4=-469/537 NOTESIII - 1) Unbalangged roof live loads have been considered for this design. 2) Wind: ASICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-0, Exterior(2) 4-6-0 to 7-6-0 zone; ca,ltilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber QOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This trus�l 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 betweeh the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1, 407 lb uplift at joint 4 and 35 14uplift at joint 1. 8) Non Star)dard bearing condition. Review required. 9) "Sernkrig i pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Wamingk Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARN G -Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PARE M11.7477 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica i iity of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for late bI support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. hddifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Infgrmafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Firti-ow Fit noa5710 28791 E01 Hip 1 1 Job efere c o do a ID:IyKZxmAC! jfsOcFjpjgEKZJtCa-uD9RyJMYgLOE2rVfitZ65cKxVsYW4oeYIOggCuzJrdf 3-9-8 8-6-8 13-6.8 j 3-9-8 4-9.0 5-0-0 Scale = 1:22.6 3.00 1248 2 = 44 = 17 3 18 19 20 21 4 3x4 22 2 0 1 5 of a Il io j$ �z6 I 3x4 = 7 6 1x4 I 5x8 = 3x8 II 3-9-8 8.6-8 12-2-8 •8- 3-8- II 3-9.8 4-9-0 3.8.0 Plate Offsets (X Y)- f1:0-2-0 0-2-151 f3:0-5-80-2-01 f5:0-0-2 1-8-41 i5:0-4-3 0-0-11 f6.0-3-4 0-3-01 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.13 6-7 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.03 5 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 54 lb FT = 20% LUMBER�11 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Right: 2x4 SP No.3 st SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 1=561/0-3-8, 5=658/0-8-0 Max Horz 1=-39(LC 9) Max Upliftl=-309(LC 12), 5=-361(LC 12) Max Grav 1=602(LC 19), 5=706(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . yr u i-t=-.ouroaa,t-ir=-ioiori too,o-ir=--2-1:2irr,o-io=-iacuncuo, io-ia=-...uric.., 19-20=-132011206, 20-21=-1320/1206, 4-21=-1320/1206, 4-22=-130411229, 5-22=-1341/1218 BOT CHO I D 1-7=-1032/1253, 6-7=-1026/1264, 5-6=-1091/1276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 4CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp D; E'ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-9-8, Exterior(2) 3-9-8 to 12-6-8 Interior() 12-6-8 to 13-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRSIfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requ sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the nsl respoility of the fabricator to increase plate sizes to account for these factors. 5) Plates c ecked for a plus or minus 0 degree rotation about its center. 6) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This tniss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 1 and 361 lb uplift at joint 5. 9) "Semi-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warri Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02116/2015 BEFORE USE. Design lid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applica 'illty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for laf at support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector; �Pdditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricat on, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FL Cert. 6634 ::1 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res FIrILow Fit noas711 28791 1 E02G Roof Special Girder 1 1 b Refe a ce o do al I,Inn IAa,. 04 15.51.15 2015 Panw 1 E.ei CueSi.IN�i. nenri.r.., r L.U.- ,..,+va„u,,,�v,.,..1........-....-....-....-.....-i-. ._.-...-__._ _� . ID:IyKZxmACiJfsOcFjpjgEKzJtCa-NPjp9fNAbe85g_4rGb4LdptmoFgapC4iX2PNkKzJrd7 3.0.0 8-0-4 8.9.0 10.3.0 14-9-0 3.0.0 3-0-4 2-8.12 1-6.0 4-0-0 �I Scale = 1:25.1 44 = 3.00 12 44 = 44 = 44 = 5 2 20 I 3 21 22 4 c o e 1 I$ 3x4 = 9 4x4 = 23 8 24 7 3x8 11 44 = 3x4 = 3x8 I I 3x4 = 1-0-0 10-9 3.0- 6-0-4 8-9-0 3-5-0 11.0.0 -3- 1-9 0 3-0-4 2.8 12 1-8 0 3-2-0 Plate Offsets (X Y)- i1:0-0-2 1-8-41 i1:0-4-3 0-0-11 i6:0-4-3 0-0-11 (6:0-0-2 1-8-41 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.14 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.22 7-8 >787 180 BCLL 10.0 ' Rep Stress ]nor NO WB 0.23 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 61 lb FT = 20% LUMBE. Rtj BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CH6, t D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 Ilp No.3, Right: 2x4 SP No.3 INS. s a REACTIO (lb/size) 6=644/0-8-0, 1=588/0-6-0 Max Horz 1=-26(LC 30) Max Uplift6=-373(LC 8). 1=-392(LC 8) Max Grav 6=691(LC 38). 1=653(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOPD 1-1=-463/303, 1-2=-1171/770, 2-20=-1161/771, 3-20=-1161/771, 3-21=-2081/1256, 21-22=-2081/1256, 4-22=-2081/1256, 4-5=-1276/726, 5-6=-1293/725 BOT CHO, D 1-15=-2671425, 1-9=-689/1114, 9-23=-1201/2079, 8-23=-1201/2079, 8-24=-117612058, 7-24=-117612058, 6-7=-634/1229 WEBS 2-9=-146/255, 3-9=-1007/503, 5-7=-254/531, 4-7=-938/613, 4-8=-248/259 NOTES- Unbala ced roof live loads have been considered for this design. ♦0 PkS' A. 2) Wind: A{SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ♦o �\`�, . • • •" �� j Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,o♦ .r ,•�\ G EN s �•. 9j��i� plate grip DOL=1.60- 3) Provideladequatedrainage toprevent water ponding. F(0 39380._, -- --1 4) As requsted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the * ; • �f responsi ility of the fabricator to Increase plate sizes to account for these factors. -_ 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.-s l 7) • This t ss 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 i AT E ( �.� W fit betwdbn the bottom chord and any other members, with BCDL = 10.Opsf. �i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 6 and 392 lb uplift at �i�'� �(Q R 1 Q Q`,.' N�`o♦` joint 1. �j \C'? 9) 'Seml-n id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �"sS/ • • • • •�\ `�o♦ 10) Hange,(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 64 lb up at 3-0-0, 11' �0 N A ' ,,% and 84 lb down and 64 lb up at 5-0-12, and 91 lb down and 70 lb up at 6-8-4 on top chord, and 39 lb down and 111 lb up at 3-0-0, and 12 lb down and 35 lb up at 5-0-12, and 20 lb down and 41 lb up at 6-8-4 on bottom chord. The design/selection of such connection device ;�) is the responsibility of others. 11) Wamigg: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FL Celt. 6634 12) In the LIOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). May 4,2015 1, WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 02He/2015 BEFORE USE. Design Iolid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicoility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown• Is for tat ral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the n /� erector.'IAdditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Fir/Low Rf 1 no457n 28791 E02G Roof Special Girder 1 1 I,I Job e e ce o ton East CoastiTruss, Fort Pierce, FL. 34946 LOAD CA'SE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) I'(Vert: 1-2=-70, 2-4=-70, 4-5=-70, 5-6=-70, 10-15=-20 Conce)itrated Loads (lb) IIlVert: 2=32(B) 9=38(B) 20=32(B) 21=19(B) 23=-6(B) 24=-19(B) L53U a JUI 11 ZV14 Nu l ex muusmas, Ina, —1 IVlay ov 15.61. w cU,e rnyc c ID:IyK7.cmACiJfsOcFjpjgEKzJICa-NPjp9f NAbe85g_4rGb4LdptmoFgapC4iX2PNkKzJrd7 WA III NG - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 02/16/2015 BEFORE USE. Design alid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applic: ility of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown ■' Is for la{1' ral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the A erectoftl Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Welk' I elk' fabrics} on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I iformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res FIrILow Rf T7045712 128791 FG01 FLOOR 1 •f LJob Reference (optional) East CoasjlTruss, Fort Pierce, FL. 34946 3-1-8 3x8 = 2 1x4 II 7.530 s dui s 1 nvw WT.k muusmus, mc. n,vo May w" 1�:,1:1 ,.. Joao , ID:IyKZxmACiJfsOcFjpjgEKzJtCa-rcGBN7NoMyGxH8f2glbaA1 QxsfABYC1 rli9xHnzJrd6 2-0-0 1-3-4 Scale=1:12.5 4 2x3 11 Lj Ll 4x6 - 4x14 II 8 9 7 6 5 4x8 = Plate Offsbts (X Y)-- r6.0-2-8 0-2-01 f7.0-3-0 0-4-01 LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.05 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight: 67 lb FT = 20% LUMBER -I BRACING - TOP CHO�D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHO D 2x6 SP No.2 end verticals. WEBS I 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. jll 1-8: 2x8 SP No.2, 4-5: 2x6 SP No.2 REACTIOII S. (lb/size) 8=2051/Mechanical, 5=2002/0-3-8 FORCESJI��(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=881/0, 1-2=-2438/0, 2-3=-2438/0 BOTCH �,�RD 8-9=0/680, 7-9=0/680, 6-7=0/2438, 5-6=0/2438 WEBS 1-7=0/1862, 3-6=011851, 3-5=-3176/0 NOTES- 1) 2-ply tru s to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom IChords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs c P nnected 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 t connectons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbala ced floor live loads have been considered for this design. ,�`�- ft P.�J A. • ...... 4) As re sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ��\. • C' N S' responsibility of the fabricator to Increase plate sizes to account for these factors. `�� .r �.• �\ S • Cf10 5) Plates dhecked for a plus or minus 0 degree rotation about its center. 6) Refer to lgirder(s) for truss to truss connections, . , • y p 3�; 7) "Semi-rjgld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. to .. * ; �- i 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks be attached to walls at their outer ends or restrained by other means. r• 9) Hanger s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1050 ib down at 1-1-12, and 1097 lb down1 p t 3-1-12, and 1143 lb down at 5-1-12 on bottom chord. The design/selection of such connection device(s) is the 1 ""__ '� Z i . I ATE 0 :• responsibility of others. 10) Wami�'Ig: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i O �i�� •;�< LOAD CA'SE(S) Standard door At ��/��""� 1) Dead + Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Dads (plo ,Vert: 1-4=-120, 5-8=-10 Concert rated Loads (lb) yert:7=-1097(B)6=-1143(B)9=-1050(B) FL Cert. 6634 II May 4,2015 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MfTek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applic bllify of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lat oral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iviiTek' erector fabrication, i Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety ldj ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Tfuss TfUss Type Qty Ply Cehelnik Res Fir/Low FitT7045713 28791 FL01 Floor 3 1 Job Reference (optional) 2� i2-ate ID:IyKZxmACi_jfsOcFjpjgEKzJtCa-JogaaLOQ7GOovlEEN77piEy_N3W4HzG_ML UpDzJrd5 i 22-0-0 _j i1-3'D—I Scale: 3/8"=1' 1x4 II 6x8 = 34 = 1x4 II I 3x4 = 1x4 I 1x4 II 3x6 =3x6 FP = 1x4 II 08 = 1x4 = 2 34XG 4 5 B 7 8 9 10 11 12 21 0 of0 20 19 18 17 16 15 14 •Ix3 I I 4x6 = 3x6 FP = 4x8 = 3x4 = 3x4 = 4x10 = 3x6 = LOADING psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.31 16-17 >716 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.57 16-17 >382 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) -0.02 13 n/a n/a BCDL 5.0 I Code FBC2010/TP12007 (Matrix) Weight: 98 lb FT = 20%F, 11%E LUMBER-H BRACING- TOPCHORD l 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-9: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-18: 2x4 SP 285OF 1.8E(flat) WEBS 2x4 SP No.3(flat) *Except* 1-19: 2x4 SP No.2(flat) i REACTIO S. (lb/size) 13=1176/0-3-8, 1=1184/0-3-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI0 1-2=1976/0, 2-3=-1971/0, 3-4=-3304/0, 4-5=-3304/0, 5-6=-4412/0, 6-7=-4412/0, I 7-8=-4412/0, 8-9=-2763/0, 9-10=-2763/0, 10-11=2763/0 BOT CHO D 18-19=0/1971, 17-18=0/1971, 16-17=0/4093, 15-16=0/4412, 14-15=0/3774, 13-14=0/1262 WEBS 6-16=-270/0, 7-15=-358/0, 5-16=-12/711, 5-17=-915/0, 3-17=0/1533, 8-15=0/977, 8-14=-1172/0, 10-14=-255/0, 11-14=0/1739, 11-13=-1677/0, 3-19=-980/0, 1-19=0/2208 NOTES- 1) Unbalan ed floor live loads have been considered for this design. , 2) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 3) RecomrTtle(nd 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to A, ,,,�� PS be attactled to walls at their outer ends or restrained by other means. ♦� 0` • •' •.... N • • '�i� 4) Gap betv(een inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ♦♦ .r \ G tS' • �•.9��JJ� �� 5) CAUTIOtJ, Do not erect truss backwards. �•, `� . 6) Warning:' dditional permanent and stability bracing for truss system (not part of this component design) is always required. ` Fj O 3 938 gas • ) ATE �t 1j Z. FL Cert. 6634 May 4,2016 2�1WARN% 0 • Ver%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design vat d for use onN with MRek connectors. This design is based any upon parameters shown, and Is for an Individual building component. Appllcob�ty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for later l support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatlo Safety Inf , quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res FlrlLow Rf T7045714 28791 FL02 Floor 1 1 Job Reference (optionall test uoas Ili toss, ron rierce, rL. ooyao 0- 11 1-111 -0.� I 6x8 = 3x3 = 1x4 II 1 2 3 44XB 5 i 2-0-0 ID:IyKZxmACi_ji OYFjpjgEKzJtCa-n 6yohP2tZWfXSoQxje2FSVA_TpHONM800e2LfzJrd4 tale: 3!8"=1' 3x4 = 1x4 II 1x4 II 34 FP = 3x6 = 1x4 II 4x8 = 3x3 II 6 7 8 9 10 11 12 13 o �1 0 21 20 19 18 17 16 15 14 3x3 I I I 4x6 = 48 = 3x8 M18SHS FP = 3x4 = 3x4 = 4x10 = 3x6 = 0 I 11 2-7-4 8- 0-4 9- 0.4 10. 0.4 18-3- 2 0- ' 11 2-3-9 6-3-0 1-0.0 1-0.0 7-5.8 Plate Offs' is (X Y)-- 12.0-3-0 Edael (4:0-1-8 Edgel f16:0-1-8 Edael 117.0-1-8 Edgel f20.0-1-8 Ed gel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 140.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.30 17-19 >720 360 MT20 244/190 TCDL 120.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.55 17-19 >387 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) -0.03 14 n1a rile BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 96 lb FT = 20%F, 11%E LUMBER•I --- -• • I-- - . -- .. _... .. __ .- BRACING. ,..,.mot„a,r ".,..,r, , .., .,, ,.,, ... .,.,....._,.., ..--- -..__......� _ . __.., -ram. -- -• - - - -- , -..... 1-9: 2x4 SP No.1(flat) end verticals. BOTCHOR 2x4 SP No.1(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-18: 2x4 SP 285OF 1.8E(flat) WEBS 2x4 SP No.3(flat) REACTIO S. (lb/size) 14=1153/Mechanical, 2=1217/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI D 2-3=-1791/03-4=-1785/0, 4-5=-3111/0, 5-6=3111/0, 6-7=-4184/0, 7-8=-418410, 8-9=-4184/0,, 9-10=-4184/0, 10-11=-2501/0, 11-12=-2501/0 BOT CHO D 19-20=0/1785, 18-19=0/3885, 17-18=0/3885, 16-17=0/4184, 15-16=0/3526, 14-15=0/989 WEBS 7-17=-260/0, 8-16=-358/0, 6-17=-17/680, 6-19=-897/0, 5-19=-251/0, 4-19=0/1526. 10-16=0/981, 10-15=-1188/0, 11-15=-257/0, 12-15=0/1752, 12-14=-1482/0, 4-20=-957/0, 2-20=0/2031 NOTES. I 1) Unbala ced floor live loads have been considered for this design. ' 2) All plates are MT20 plates unless otherwise indicated. ,�� 3) Refer t Irder(s) for truss to truss connections. ��- n PS A. 4) "Semi-r gld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��` �\`� . • • • • •. �� j 5) Recom ,'end 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to %% .r ,•• •� G E ^% S • �'.q �i be attae�ied to walls at their outer ends or restrained by other means. . 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Nb_3938Q_�_ %� } f 7) CAUTIO Do not erect truss backwards. 8) Warnin Additional permanent and stability bracing for truss system (not part of this component design) is always required. .. . ATE ,� . �0,11 FL Cert. 6634 May 4,2015 ® WAR g ZING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-1473 rev. OV1612015 BEFORE USE. Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applica 'Ili ty of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lot at support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the NiiTek' erector. IPdditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricat on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crllerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In formoflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 FLO3 (Floor I1 I 1 I T7045715 P 1I-28-� 2�� 01L8� ' Scale=1:30.4 46 = 16x6 3x4 = = 3x3 = 1x4 II 3x4 = 1x4 II 1x4 II 3x6 FP = 1x4 II 48 = 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 q 0 I 21 20 19 18 17 16 15 14 3x3 I 46 = 48 = 3x8 M18SHS FP = 3x4 = 3x4 = 48 = 3x6 = 0 1-10.11 8.1-11 9- -1 10.1-11 17- -3 0-' 1 1-7-0 6-3-0 1-0-0 1-0-0 7-5-8 Plate Offsets (X Y)-- (4:0-1-8 Edgel 116:0-1-8 Edgel (17.0-1-8 Edgel 1`20:0-1-8 Edgel LOADING( (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.27 17-19 >763 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.48 17-19 >425 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight: 93 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CH6,2D 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1107/Mechanical, 2=1171/0-3-8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHIrD 2-3=-1197/0, 3-4=-1192/0, 4-5=-2588/0, 5-6=-2588/0, 6-7=-3866/0, 7-8=-3866/0, 8-9=-3866/0, 9-10=-2385/0, 10-11=-238510, 11-12=-2385/0 BOT CHO�D 19-20=0/1192, 18-19=0/3446, 17-18=013446, 16-17=013866, 15-16=0/3326, 14-15=01950 WEBS 7-17=-284/0, 8-16=-319/0, 6-17=0/759, 6-19=-99510, 5-19=-253/0, 4-19=0/1606, 9-16=01860, 9-15=-1091/0, 11-15=-25210, 12-15=0/1663, 12-14=-1423/0, 4-20=-96310, 2-20=0/1542 NOTES- I 1) Unbala ced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) Refer tol girder(s) for truss to truss connections. 4) "Semi- 'Irgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recomend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUT11 N, Do not erect truss backwards. 8) Wamin$: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ® WARNING - Verify dest paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. OV1612015 BEFORE USE. Design, alid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an Individual building component. ApplicQQ ility of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for laf; ral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllfy of the erecto Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdca� on, quality control. storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ,�eeeertrrrr��t p.S A. q��Oi % 0,GEN&e �iJ. i • 0= z 1 TE Ar .O � r ♦ r %% FL Cert. 6634 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Flr/Low Rf T7045716 28791 FL04 Floor 1 1 Job Reference footional) .na, uas, a cuss, run n , r,.. ov 1 11_15 11--4-0 2� 0.0 Lr_�w11 IS r04 •:�r• 11011 1x4 II 3x4 = 5 6 21 20 19 18 3x3 11 4x8 = 48 = 3x8 M18SHS FP = I D:IyKZxmACi-jfsOcFjpjgEKzJtCa-FByK?OQheteWBcNdVQ9Hnf2Km18Ulu7HRgNbt6zJrd3 2-0-0 1 Scale = 1:29.2 1x4 II 1x4 I 1x4 I 3x4 = 3x6 FP= 4x8 = 3x3 II 7 8 9 10 11 12 13 17 16 3x4 = 3x4 = 15 14 48 = 3x8 = 1i 0.3-11 7-1-7 1-0-0 1.40 7-5-8 Plate Offsets (X Yl-- I4:0-1-8 Edgel f16.0-1-8 Edgel 117:0-1-8 Edael 120:0-1-8 Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.24 15-16 >812 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.42 15-16 >463 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight: 90 lb FT = 20%F, 11%E LUMBE BRACING - TOP CHI�RD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except SOT CHOIRD 2x4 SP No.2(flat) 'Except' end verticals. 14-18: 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1060/Mechanical, 2=1124/0-3-8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1088/0, 3-4=-1082/0, 4-5=-2061/0, 5-6=-2061/0, 6-7=-3547/0, 7-8=-3547/0, 8-9=-3547/0, 9-10=-2268/0, 10-11=-2268/0, 11-12=-2268/0 BOT CHORD 19-20=0/1082, 18-19=0/3009, 17-18=0/3009, 16-17=013547, 15-16=0/3127, 14-15=0/910 WEBS 7-17=-310/0, 8-16=-280/0, 6-17=01839, 6-1 9=-1 099/0, 4-19=0/1272, 9-16=0/737, 9-15=-996/0, 12-15=0/1573, 12-14=-1364/0, 4-20=-907/0, 2-20=0/1419 NOTES- 1) Unbalced floor live loads have been considered for this design. 2) All plat s are MT20 plates unless otherwise indicated. 3) Refer t J girder(s) for truss to truss connections. 4) "Semi-{igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap be(ween Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUTION, Do not erect truss backwards. 8) Wamin'g: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WA'?N/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Deslgr 1� alld for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ApplicggbiIlly of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for li�feral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erect Additional permanent bracing of the overall structure Is the responsibilify of the building designer. For general guidance regarding fabric Ion, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, bSB.89 and BCSI Building Component ialety plormotlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. ��wAPS A. N;0 80 :: lrAT E : �/ • 40 FL Cert. 6634 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Fir/Low Rf T7045717 28791 I FLOS Floor 4 1 Inh Reference (optional) oasr ,ua;uss, r.......... MRJPBm Nmmyp38gWKrtUGT661MiRg78Q.Y. zJrd2ID:IyKZxmACijfsOcFjpjgEKzJICa-jNWiD 1 8 1�2-8 � i 2-0-0 2-a0 3-0 II 'Scale = 1:27.0 1x4 II 1x4 II 1x4 II 6x6 = 3x3 = 3x6 = 1x4 II 1x4 I 3x3 = 3x6 FP = 3x8 = 1x4 = 1 2 3 4 5 6 7 8 9 10 11 19 0 o I 18 17 16 15 14 13 34 I I 48 = 3x6 FP = 3x4 = 3x3 = 3x10 = 3x6 = 6•a0 7•a0 8-a0 15-9.0 7-9-0 Plate Offsets (X Y)— r15 0-1-8 Edoel rl9:0-1-8 0-0-81 LOADINGI,'(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 140.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.26 13-14 >714 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.46 13-14 >396 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBERJ',I BRACING - TOP CHO D 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except 1-8: 2x4 SP No.1(flat) end verticals. BOT CHO . D 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-16: 2x4 SP No. 1(flat) WEBS I 2x4 SP No.3(flat) REACTIO S. (lb/size) 1=989/0-3-0, 12=981/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOliD 1-2=1067/0, 2-3=-1064/0, 3-4=-1064/0, 4-5=-3025/0, 5-6=-3025/0, 6-7=-3025/0, 11 7-8=-2222/0, 8-9=-2222/0, 9-10=-2222/0 BOT CHO D 16-17=012201, 15-16=012201, 14-15=0/3025, 13-14=0/2891, 12-13=0/1050 WEBS 5-15=-392/0, 4-15=0/1064, 4-17=-1318/0, 1-17=0/1376, 7-14=-88/471, 7-13=-775/0, 10-13=0/1359, 10-12=-1394/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,1 �„�, 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to �� 111 be attached to walls at their outer ends or restrained by other means, t��rtPS A, q� ll,� 4) Gap beI een inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. `�� y',. •N • •.• e �� 5) CAUTIO Do not erect truss backwards. .� .r •• \G E 6) Waning Additional permanent and stability bracing for truss system (not part of this component design) is always required. �` F•�'•; y .�l P 30 9380 •' o ATE •: ��CI .• 0NA� FL Cert. 6634 I May 4,2016 II A WARN{NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev, 0211612015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicab`:6ty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown HV Is for Iate�' l support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the iVliTek� erector. additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcatlan, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf¢iimation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type Qty Ply Cehelnik Res FIOLow Rf T7045718 28791 �I FL06 Floor 7 1 Job efe a ce o bona oex wax , mss, run nmm�, r�. ovvvo 0.1.8 H 1�1 f [, 4x12 = 1 3x8 = 13 ID:IyKZxnIC'sOcFjpjgEKzJtCa-BZ44QiRxAUuEOvX?crBlt47eZgrsDgvav_siy_zJrd1 i 2-0-0 3x3 = 1x4 II 1x4 II 3 4 5 12 � 11 10 9 3x4 = 08 = 08 = 3x3 = -44 1'- -404 8- -4 , 6--0 1-4-4 1 Plate Offsets (X Y)-- fl •Edge 0-1-81 f9.0-1-8.Edge1 f12:Edge 0-1-81 f13:0-1-8.0-1-81. 1`14:0-1-8 0-0-81 LOADINGiI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plates Increase 1.00 TC 0.93 VerI -0.19 10-11 >750 360 TCDL 120.0 Lumber Increase 1.00 BC 0.82 VerI -0.35 10-11 >411 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matrix) LUMBER1,I BRACING- S ale = 1:20.4 1x4 II 3x6 = 1x4 = 6 7 14 0 3x6 = PLATES GRIP MT20 2441190 Weight: 67 lb FT = 20%F, 11%E TOP CI, i D 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHO D 2x4 SP No.l (flat) end verticals. WEBS I 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO 4. (Ib/size) 12=1955/0-3-8, 8=768/0-3-8 FORCES. PSI (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOP D 12-13=-195910, 1-13=-1866/0, 1-2=-1158/0, 2-3=1158/0, 3-4=-1799/0, 4-5=-1799/0, 5-6=1799/0 BOT CHO�D 10-11 =0/1 757, 9-10=011799, 8-9=0/878 WEBS 5-9=426/0, 3-10=-88/302, 3-11=695/0, 6-9=0/1067, 6-8=-1110/0, 1-11=0/1249 NOTES- III 1) Unbala Ged floor live loads have been considered for this design. 2) "Semi-ridid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recom end 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attac�ed to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s1) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1200 lb down at 0-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) WarningFlAdditional permanent and stability bracing for truss system (not part of this component design) is always required. 7) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front I or back (B). LOAD CASE(S) Standard 1) Dead + F oor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Poads (plf) Vert: 8-12=-10, 1-7=-120 Concentrated Loads (lb) pert: 1=-1200(F) �h WARN(NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicabl,Iity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for Iate�, I support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responslbillity of the erector. (additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatio , quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component Safety Info mation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. °°,Vilitlf1//rif,, p,s A. 0 39380 FATE W F C? . '111nn1 FL Cert. 6634 May 4,2015 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 J00 Truss Truss Type Qty Ply Cehelnik Res Flr/Low Rf T7045719 26791 III FL07 Floor 3 1 job Reference (optional case west i russ, rmi nmce, r�. uvyro 0-3.8 6x8 = 1 I D:IyKZxmACiJfsOcFj pjgEKzJtCa -BZ44Q iRxAUuEOvX?crBlt47pS g_tDvhav_sly_zJ rd1 , 2-0-0 1 00 j Style = 1:12.4 3x3 = 3x3 = 2 3 1x4 II 4 3x3 = 5 1x4 II 6 VE 1x4 I 3x3 = 11 10 9 8 7 i 044 6-4-4 _ LOADIN ' (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.01 9 >999 360 TCDL 20.0 Lumber Increase 1.00 BC 0.24 Vert(TL) 0.02 9 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.29 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) TOP CH BOT CH WEBS TOP CH BOT CH WEBS NOTES- 1) Unbal 2) Non S 3) "Semi 4) Recor be attt 5) Gap b 6) CAUT 7) Warnfi D 2x4 SP No.2(flat) D 2x4 SP No.2(flat) 2x4 SP No.3(flat) S. (Ib/size) 7=280/0-3-0, 1=473/0-3-0 Max Horz 7=499(LC 3), 1=-499(LC 3) Max Grav 7=280(LC 1), 1=473(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 7-12=-286/0, 6-12=-285/0 D 9-10=0/696, 8-9=0/696, 7-8=0/509 4-10=-323/0, 1-10=0/606, 6-8=0/351 12 , 1x4 = PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :ad floor live loads have been considered for this design. dard bearing condition. Review required. Id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. and 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ad to walls at their outer ends or restrained by other means. Teen inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4, Do not erect truss backwards. Additional permanent and stability bracing for truss system (not part of this component design) is always required. * : No 93 380 rr T E : 4u • s 4U ,/&/O N FL Cert. 6634 May 4,2016 I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. OV1612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applica Ility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lot al support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the WOW erector. ,,Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVI� OW fa of on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Sale ty In(Ormatfan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res Flr/Low Rf noas7zo 28791 FLOG Floor Girder 1 1 Job Reference (optional) TCLL TCDL BCLL BCDL LUMBE TOP CF BOT CF WEBS FORCE; TOP CH BOT CH WEBS NOTES- 1) Unbal 2) Non 3) "Semi 4) Recor be att 5) Gap h 6) CAUT 7) Wami 8) In the LOAD C 1) Dead In Safety —..,__ .__--'- I D: Iy KZxmAC i jfsOcFjpj g E KzJtC a-gleTe2SZxo05436BAZ'_P lgyJ4FkyH718ecFU Q zJrdO 0.3.8 F—ii 1-1-4 1.3-0 Scale = 1:12.4 6x6 = 3x3 = 3x3 = 3x3 = 1 2 3 1x4 II 4 51x4 II 6 (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.02 9 >999 360 20.0 Lumber Increase 1.00 BC 0.52 Vert(TL) 0.04 9 >999 240 0.0 Rep Stress [nor NO WB 0.60 Horz(TL) 0.00 n/a n/a 5.0 Code FBC2010/TPI2007 (Matrix) 2x4 SP No,2(flat) 2x4 SP No.2(flat) 2x4 SP No.3(flat) (lb/size) 7=292/0-3-0, 1=1003/0-3-0 Max Horz 7=1062(LC 3), 1=-1062(LC 3) Max Grav 7=292(LC 1), 1=1003(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7-12=-308/0, 6-12=-307/0, 4-5=-256/0, 5-6=-256/0 9-10=011282, 8-9=0/1282, 7-8=0/1074 4-10=460/0, 3-10=-492/0, 1-10=0/1253, 6-8=0/386 12 1x4 = 3x3 = PLATES GRIP MT20 2441190 Weight: 38 lb FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ad floor live loads have been considered for this design. dard bearing condition. Review required. id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :nd 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to ad to walls at their outer ends or restrained by other means. 'een inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. J, Do not erect truss backwards. Additional permanent and stability bracing for truss system (not part of this component design) Is always required. AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E(S) Standard loor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 .oads (plf) 'art: 7-11=-10, 1-4=-320(F=-200), 4-6=-120 ING -Verify desl0n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 0211612015 BEFORE USE. olid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Ally of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8y and SCSI Building Component ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ♦� 0`V.E N N-C 3 9 3 8 0_-. _ r _ T T E : lu ~ •4� .• °°S O N Al 1- C%%%' FL Cert. 6634 May 4,2015 WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Cehelnik Res FldLow Rf T7045721 28791 FLO9 Floor 5 1 Job a re ce o do al coal wea11 i lu , rull Anil., r4• ov 9 0 4 �.�ur v� ,v.v �...r r.. ... � ..y.. . ID:lyKZxmACi, jfsOcFjpjgEKzJtCa-gleTe2SZxoO5?36BAZi_PIgOD4NuyPpj8ecFUQzJrdO 0-1-8 3>9 = 0.9.8 2 x4 II 1-4-0 a nx4 II 43x3 = Scale =1:9.6 3x3 = 3x3 = LOADING"(psf) SPACING. 2-0-0 CSI. TCLL 40.0 Plates Increase 1.00 TC 0.11 TCDL 20.0 Lumber Increase 1.00 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER DEFL. in (loc) Vdefl L/d Vert(LL) -0.00 7 >999 360 Vert(TL) -0.00 7 >999 240 Horz(TL) 0.00 5 n/a n/a BRACING- 10 1x4 = 0 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20%F, 11 %E TOP CHO D 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 cc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIO S. (lb/size) 8=215/0-3-0, 5=215/0-3-0 i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbala ced floor live loads have been considered for this design. 2) "Semi-ri 'id pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recomrpend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attac d to walls at their outer ends or restrained by other means. 4) CAUTIO'a, Do not erect truss backwards. 5) Wamin:1 Additional permanent and stability bracing for truss system (not part of this component design) is always required. `,,,1111111I/1//��I ,o� .� • • �� G ENS • .'`% i� Fvb 39380 r i41 '4 N A9��` FL Cert. 6634 May 4,2015 WARIJING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 02118/2015 BEFORE USE. Design vglid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for late al support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (bdditlonal MOW erector. fobricatigh, permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IntHrmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orx-bracin 9 g, is always required. See BCSI. T „ 0' /16 C1'2 C2-3 2. Truss bracing must be designed by an engineer. For T 4 WEBS ca, af m p b 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 3° U stack materials on inadequately braced trusses. 00 IL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate Cz e c�2 css designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'Ad' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. � 16. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89_ Desi n-SicmdacdJor_Braciflg —__ _ BtSCBUilding Component Safety Information, _ ___ M M6 k-FANSI/TPI _—is-notsufficient 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quarity Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015