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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: Site Cusl Lot/I Add. City: Nam Nam Addi City: This SCA NED Tek"St -Lode COOMY 19 - Mel-ry Construction MiTek USA, Inc. 6904 Parke East Blvd. rmation: Ta a FL 33610-0115 ;r Info: Mel-ry Construction Project Name: Nancy & Wally Burke Model: Cus grh k: Lot 841 Subdivision: Ventura : T.B.D. isen / St. Lucie State: SFI. Address and License # of Structural Engineer of Record, If there is one, for the building. License #: State: ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ng Conditions): In Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.4 Code: ASCE 7-10 [All HeighH Wind Speed: 170 mph Load: 55.0 psf Floor Load: N/A psf ►ackage includes 42 individual, dated Truss Design Drawings and 0 Additional Drawings. t sheet I hereby certify that I am the Truss Design Engineer and i in ex sheet ny seal affixed to this Y fY rms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rul Seal# Truss Name Date No. Seal# �-HJ5��l e g ~CJ1 11f7/013 18 T6008326 /013 No. 1 T600830 2 it T6008310 -CAA 11f7/013 19 T6008327 ~HJ5V 11f7/013 3 I T6008311 ~CJ2A 11/7/013 20 T6008328 ~HJ33 11f7/013 4 I T6008312 ~CJ2B 11/7/013 21 T6008329 A01G 11/7/013 5 T6008313 ~CJ3 1117/013 22 T6008330 A02 11/7/013 6 T6008314 ~CJ3V 11 f7/013 23 T6008331 A03 11 f7/013 7 I T6008315 ~EA 11/7/013 24 T6008332 B01G IIf7/013 8 T6008316 ~EJ5 11f7/013 25 T6008333 B02 11/7/013 9 1 T6008317 ~EJ5V 11f7/013 26 T6008334 B03 11/7/013 10 T6008318 ~EJ33 11/7/013 27 T6008335 B04 11/7/013 11 I T6008319 ~EJA 11f7/013 28 T6008336 B05 11/7/013 12 T6008320 -•EJB 11f7/013 29 T6008337 B06 11/7/013 13 T6008321 ~EJC 11f7/013 30 T6008338 B07 11/7/013 14 it T6008322 ~EJD 11/7/013 31 T6008339 BOB 11f7/013 15 I T6008323 ~EJE 11f7/013 32 T6008340 B09 11f7/013 16 'I T6008324 ~EJF 11f7/013 33 T6008341 B10 11f1/013 17 T6008325 ~HJ4 11f7/013 34 T6008342 611 11f7/013 The �russ drawing(s) referenced above have been prepared by MiTek Induu,stries, Inc. under my direct supervision based on the parameters proVaded by East Coast Truss. Tru Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IM I'IORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on eferenced truss drawings. Parameters have not been verified as ppropriate for any use. Any location identification specified is for He reference only and has not been used in preparing design. Sui ability of truss designs for any particular building is the res onsibility of the building designer, not the Truss Engineer, pe '�ANSI/TPI-1, Chapter 2. ji `�y 68182NO v � -'SS • STATE OF 'ni. y lON AI111111� FL sett. 6W4 November 7,2013 Velez, Joaquin 1 of 2 -n i/IZ L/ RE 26019 - Mel-ry Construction Si a Information: C �stomer Info: Mel-ry Construction L 't/Block: Lot 841 A dress: T.B.D. Ci Jensen / St. Lucie Project Name: Nancy & Wally Burke Model: Custom Subdivision: Ventura o. ;Seal# ITruss Name 1Date 36 IT6008343 ' B12 11 /7/013 3b IT6008344 I B13G 11/7/013 3� 'T6008345 IC01G 11/7/013 3 ' T6008346 ' CO2 11 /7/013 3 IT6008347 IC03 11/7/013 �4 'T6008348 j C04 111/7/013 1 41 IT6008349 ' C05 111/7/013 1 �42 176008350 ( MGA _ 11/7/013 State: SFI. 2 of 2 Job Truss Truss Type Qly Ply li Construction T6006309 26019 1 I -CJ1 Jack -Open 4 1 Job R ee o ' East Coast TT Fort Pierce, FL. 34946 1.43U s Jw zb zul a Nn i eK inousmes, inc. i nu Nov ur 0913:51i 20r4 rage i IDAPYsa4zaYmScZU FPFGdxSQyLdhV-7paL1 T02aLVNcgnl a9T?BgiwG4nuhbGQxMLwz?yLbCk 0-11-4 1 4 0-11-4 4 2x4 = 3x3 = rovide bearing connection(s) to resist orizontal reaction(s) shown. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL i20.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.01 5 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.01 5 >999 180 BCLL I10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 110.0 Code FBC201 OrrP12007 (Matrix-M) LUMBER TOP CHO , D 2x4 SP No.3 BOT CHO , D 2x4 SP No.3 Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIO S(lb/size) 1=89/Mechanical, 4=0/Mechanical Max Uplift l=-106(LC 8) Max Grav 1=100(LC 2) 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: 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; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As re .rested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respon libility of the fabricator to increase plate sizes to account for these factors. 3) Plates °hecked for a plus or minus 0 degree rotation about its center. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • Thi I 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 fit be Ben the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer t girder(s) far truss to truss connections. 7) Provid , mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=106. 8) "Semi- gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap b Itween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD C .SE(S1 Standard ,`t11111111111. co IN vF \GENS�.F�'.,' N 68182 7. T OF 010,�.,o 1nn111�� FL Cert. 6634 November 7,2013 A, 714i - Veil ff design parameters and READ NOTES ON 7 41S AND INCLUDED MI=REFERENCE RACrE 161.747v3 BEFORE USE. De si valid for use only with Mffek connectors. This design is based only upon parametersshown, and is for an individual building component. Appli abify of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IVIiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe ;Inlormatlon 7vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610d215 if5c thernPine SP lumber i3specified, the desienvalue3are those effective06 a1I2013byALSC Job Truss Truss Type Qty Ply Mel-ry Construction T6008310 26019 -CJtA Jack -Open 2 1 o e e o a East Coast Tru Fort Pierce, FL. 34946 rm .430 s a25 zui.3 Mu ex mausmies, Inc. nu nuv ur ue: rose 2013 roue r ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-b?8kFp1 gLfdDEgMD7s_EktG49U7BQ2 WZA?5TVSyLbCj f 1-2-4 1r3-0 1-2-4 0-012 2x4 = Providelibearing connection(s) to resist horizon al reaction(s) shown. Scale = 1:6.6 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 5 n/r 120 MT20 2441190 TCDL 5.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 0.0 Code FBC20101TP12007 (Matrix-M) Weight: 4 lb FT = 0% LUMBER it BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc pudins. BOT CHO b 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. that Stabilizers and required cross bracing Feekrecomends installed during truss erection, in accordance with Stabilizer tallation uide. Max Up" 2=-121(LC 8) iMax Grav 2=118(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES 1) Wind: A I CE 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; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requsted, 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 lru is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This4 t 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 fit betw en the bottom Chord and any other members, with BCDL = 10.Opsf. 6) Refertc Igirder(s) for truss to truss connections. 7) Provide (mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=121 8) "Semi-r gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,�`0%11 N 1111 r11+, % i N 68182 :5 ' T OF ♦��� S �NALE ��`� FL Cert. 6634 November 7,2013 AW. FG - Verify design,paramefers azd RE&D NOTES O%TSIS AND INCLUDED 1,9=REFERENCE PAGE 161-7473 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. Applic� bility, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the R 31, erecto I Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding W V fabric �1OW ion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety nlformation gvailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. Tampa, FL 33610.4115 if Sou hernPine rSP} lumber issoecified, the �desiEnvalue3_retho_eeffectiveO6 021i2O13bvALsC Job Truss Truss Type Qty Ply Mel Construction T6008311 26019 -CJ2A Jack -Open 1 1 Job East Coast Tru s, Fort Pierce, FL. 34946 7.430 s Jul z5 zu13 rvll l ex mcusmes, mc. 1 nu Nov ur ua:1s:5Z zurs rage i ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-b?BkFplgLfdDEgMD7s_EktG3gU7UQ2WZA?5TVSyLbq 1-11-4 2 1-11-4 0- 2 Scale = 1:7.9 34 LOADING sf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 9 >999 240 MT20 244/190 TCDL �5.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL "0.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER II BRACING TOP CHO D 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIO S (lb/size) 1=85/0-8-0 (min. 0-1-8), 2=82/Mechanical, 5=12/Mechanical Max Horz 1=49(LC 8) Max Uplift l=-34(LC 8), 2=-68(LC 8) Max Grav 1=95(LC 13), 2=87(LC 13), 5=23(LC 3) Refer to MiTek "TOE -NAIL" Detail for connection to supporting Carrier truss (typ all applicable jacks on this job) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 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; Ind., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As re qu sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respons 3) Plates c bility of the fabricator to increase plate sizes to account for these factors. lecked for a plus or minus 0 degree rotation about its center. 4) This tru 5) ' This t 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 fit betty en the bottom chord and any other members, with BCDL = tO.Opsf. (�vI N V� 6) Refer to 7) Bearing girder(s) for truss to truss connections. at joints) 1 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity ,�� ,� ,•• Ci E N ' •, �� ��� F •• of bean g surface. i 8) Provide : I{nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. .. N 68182 •:• 9) "Semi- 1 gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * �• LOAD CA E(S) Standard I I i FL Cert. 6634 November 7,2013 64 YM - Verifij design parameters and REAL VOTES ON THIS RIND INCLUDED M= REFERENCE PAGE FBI.7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component.my � Applic ibifity, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown g� is for to feral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek' erecto',j Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabdcc tion, quality control, storage, delivery, erection and bracing- consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810-0115 IfSnuthernPine 15P lumberisIvecified,thede-icnv0uesarethoseeffective06 0112013byALSC Truss Truss Type Qty Ply Mel-ry Construction T6008312 P�0�9 I -CJ2B Roof Special 1 1 Job Reference (optional) East Coast Tru s, Fort Pierce, FL. 34946 7.43D s Jul 25 2013 MiTek industries, !no. Thu Nov ur 09:13:53 2013 rage 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-3Bi6S9116z14r xQhaVTH5pDzuSg9U7jPfglluyLbCi 1-8-0 1-11-4 2 0- 1-8-0 0-3.4 0- 2 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 0.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 7 >999 240 TCDL 5.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 3 n/a n/a BCDL 0.0 Code FBC2010rrP12007 (Matrix-M) LUMBER TOP CH D 2x4 SP No.3 BOT CHO�11 D 2x4 SP N0.3 WEBS 2x4 SP N0.3 (lb/size) 3=-177/Mechanical, 7=347/0-8-0 (min. 0-1-8), 6=7/Mechanical Max Harz 7=49(LC 8) Max Uplift3=-195(LC 16), 7=-369(LC 8) Max Grav 3=181(LC 8), 7=374(LC 16), 6=13(LC 3) FORCES '(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHO D 1-7=253/238 WEBS I 2-7=364/355 NOTES 1) Wind: i Exp D; 2) As regl respon 3) Plates 4) This to 5) • This t fit betty 6) Refer t 7) Provid( 7=369. 8) "Semi - LOAD CE Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 7 lb FT = O% BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, ;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. II; G., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lity of the fabricator to increase plate sizes to account for these factors. ,,111111 cked for a plus or minus 0 degree rotation about its center. ,�% 4v N V I�� has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,� OP.• • •... • g 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 ♦♦ , •• G E N • • �i� I the bottom chord and any other members, with BCDL = 10.Opsf. : •� V F •••, rder(s) for truss to truss connections. N 68182 echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=1195, I pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - — (S) Standard T 0 F i ``, FL Cert. 6634 November 7,2013 W4 - Vert flj design parameters and READ NOTES ON THIS AhD INCLUDED 1e1 KREPERE.RTCE PAGE MI-74773 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. Applic bitty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for la,eral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erecto .I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610.4115 IfSoothernpinet510 lumberL=oecified,thedesignvaluesarethaseeffective06 020023byALSC u Job Truss Truss Type Qty Ply Ill Construction T6006313 26019 -CJ3 Jack -Open 2 1 1II Job Reference(optionall East Coast T s, Fort Pierce, FL. 34946 3x6 11 3-0-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:53 2013 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-3Bi6S9116z14r xQhaVTH5pFKuSy9VmjPfglluyLbCi Scale = 1:9.6 Plate Offse s X Y: 1:0-2-14 0-0-10 1:0-1-4 1-3-4 LOADING Ipsf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL l,5.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 0.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER 1I BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHO 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE IP MiTek recommends that Stabilizers and required cross bracing Left: 2x4 S No.3 be installed during truss erection, in accordance with Stabilizer Installation REACTIO auade. S (lb/size) 1=198/0-8-0 (min. 0-1-8), 2=47/Mechanical, 5=22/Mechanical Max Horz 1=74(LC 8) Max Uplift 1 =-88(LC 8), 2=-51(LC 8), 5=9(LC 8) Max Grav 1=221(LC 13), 2=47(LC 1), 5=34(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp D; fri GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requ fisted, 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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 ���� I N fit betty en the bottom chord and any other members, with BCDL = 10.Opsf. 0p ' <F �j� 6) Refer toll �** •,,,..... girder(s) for truss to truss connections. ' `C E N S • •�•• 7) Provide ,mechanical `� connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 5. : •• V F 8) "Semi-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = N 68182 •• * * LOAD CA El Standard ^ OF i ;o 4 t . i7NG - Verify dl parartwt m and REED NOTES ON7HIS END INCLUDED Aff7MK PEFER&WE PAGB Ill BEFORE USE. olid for use only with Mftek connectors. This design B based only upon parameters shown, and is for an individual building component. ,ifity of design parameters and proper incorporation of component is responsblity 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 responsibility of the Additional permanent bracing of the overall structure is the responsibilly of the building designer. For general guidance regarding on, quality control, storage, delivery, erection and bracing, consult ANSI/71`I7 Quality CrBerlo, DSB-89 and BCSI Building Component ormatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ern Pine lSPllumber isspecified, the designvalu-.serethoseeffective06 0112013bvALSC FL Cert. 6634 November 7,2013 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job 1 Truss Type City Ply Mel-ry Construction T6008314 26018 Puss J3V Jack -Open 2 1 b efe o East Coast Tru s, Fort Pierce, FL. 34946 1.43u s Jm 2a Zu1J mi i eK mausmes. Inc. i nu Nov ur ue:i osq 20i a rage i ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-XOGUgU2wsGtxT8WcFH1 iplLQj InFuyOsdJaaaKyLbCh 1-8-0 2-114 3 1-8-0 1-3-4 0- 2 Al 6 3x4 = Scale = 1:9.6 Plate Offs; s X Y: 1:0-7-2 0-1-0 6:0-2-0 0-0-5 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plates Increase 1.25 TIC 0.11 Vert(LL) 0.00 1 >999 240 MT20 244/190 TCDL 1 5.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 1 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 11 lb FT = O% LUMBER 1I BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied or 3-0-0 oc purlins. BOT CHO D 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-6: 2x6 SP No.2 MiT ek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer allation guide. REACTIO 5 All bearings 0-8-0 except (jt=length) 2=Mechanical, 5=Mechanical. (I - Max Horz 1=72(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2 except 1=-370(LC 8), 6=-201(LC 16) Max Grav All reactions 250 lb or less at joint(s) 6, 2, 5 except 1=416(LC 16), 1=395(LC 1) FORCES Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 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; !ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 bility of the fabricator to increase plate sizes to account for these factors. 3) Plates c :pecked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This trtss 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 betty en the bottom chard and any other members, with BCDL = 10.0psf. 6) Refer tojgirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=37 6=201 I1=370. 8) "Semi-ri td pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CA i E(S) Standard 00I N .� OP.• E N<� 0 N 68182 :rrz T OF : 441 ►nnnu� FL Cert. 6634 November 7,2013 tx' .NrNG - Verrfj design parameters aad READ NOYE5 ON THIS AND IXCLUDED AffTSK REFERENCE PAGE.WI.7473 BEFORE USE. '- Design lalid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applic bility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown giTek• is far la eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibBrity of the erecto Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i� fabrico (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 formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4116 If ou hzrnPine(SPIlumberi>specified,thzdesionvalvesaretboseefsectiye86�01/2€113byAL51C Job Truss Truss Type Qty Ply Mel.ry Construction T6008315 28019 -EJ4 Jack -Open 1 1 �job ce o 'o a East Coast Trt ss, Fart Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:54 2013 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-XOGUgU2wsGtxT8WcFH 1 iplLOvinwuyOsdJaaaKyLbCh 1.8-0 4.0-0 1-8-0 2-4-0 6Id 4 3x4 = Scale = 1:11.2 Plate Offsets (X.Y): 11:0-7-2.0-1-01, 14:0-2-0.0-0-51 LOADING Ipsf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 34 >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 FBC2010/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBERI BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHO D 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation REACTIONS guide, All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (I j - Max Harz 1=95(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 2 except 1=-318(LC 8), 4=-125(LC 16) Max Grav All reactions 250 lb or less at joint(s) 2, 4, 3 except 1=396(LC 16). 1=373(LC 1) FORCES i(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' NOTES 1) Wind: A GE 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; Exp D; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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 bility of the fabricator to increase plate sizes to account for these factors. 3) Plates ecked for a plus or minus 0 degree rotation about its center. 4) This tru • s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,►►1►► (� �f ♦fit 5) This t 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 ��� v 1 N � O fit betty e�gyp.• n the bottom chord and any other members, with BCDL = IO.Opsf. •,.... ' �i� 6) Refer to glyder(s) for truss to truss connections. IS • ' , Ci E %1(S 7) Provide ,� mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) 2 except Qt=lb) 1=318 : •• �. F••• 4=12511=318. "Semi-ri Member N 68182 •�� 8) Id pitchbreaks including heels" end fixity model was used in the analysis and design of this truss. + * �' LOAD CAS.Eliaj Standard — — :� T O� F "4f FL Cert. 6634 November 7,2013 WA lIN7NG Design Ivolid •Verify design pa..md. d READ h101ES Oil T wis Apm INCLUDED A f TEiKREFERE,r`dG'E PS GE h?li•7473 BEFORE USE. for use only with MiTek connectors. This design is based any upon parameters shown, and Is for an individual building component. Applicbbilify is for la of design parametersand proper incorporation of component is responsibility of building designer -not truss designer. Brocing shown T anal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibBrity of the MiTek* i erecto .` fabric ton, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IV lek• quality control, storage, delivery, erection bracing, c ection and bracionsult ANSI/TFII Quality anComponent Criteria, DSB-89 d BCSI Building Ct I 8904 Parke East Blvd. Safety 1 If Sou Alexandria, 22314. Tampa, FL 33610-4115 forn available from Truss Plate Institute. 781 N. Lee Street. Suite those hern rnpine:�P lumheris_necified.thede_ienv3luezretbo=eefi=_ctive46 01(20233rvr1LSC i Job Truss Truss Type Qty Ply Mel-ry Construction T8008316 28019 ' -EJS Jack -Open 1 1 ob Reference (optional East Coast Tss, Fort Pierce, FL. 34946 dI 3.6 II 5-0-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:55 2013 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-?apstg3Zda?o5H5op?YxMWuXji4OdPGOszJ86myLbCg Scale = 1:12.9 5-0-0 i I 1-0.0 0-0-0 3-8-0 Plate Offsets X 1:0-2-14 0-0-10 1:0-1-4 1-3-4 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL �0.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.03 3-8 >999 240 MT20 244/190 TCDL 5.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.04 3-8 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHO .I D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHO 'D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE i MiTek recommends that Stabilizers and required cross bracing Left: 2x4 S No.3 be installed during truss erection, in accordance with Stabilizer REACTIO S (lb/size) 2=113/Mechanical, 3=52/Mechanical, 1=279/0-8-0 (min. 0-1-8) Max Horz 1=121(LC 8) Max Uplift2=-101(LC 8), 3=-16(LC 8), 1=-127(LC 8) Max Grav2=113(LC 1), 3=75(LC 13), 1=311(LC 13) FORCES l(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES 1) Wind:, Exp D; 2) As req 3) Plates ( 4) This tru 5) • This tl fit betwi 6) Refer tc 7) Provide ,1=127 8) "Semi-r LOAD CA ;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. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lity 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 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 I the bottom chord and any other members, with BCDL = I O.Opsf. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=10 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. S) Standard N 68182 * oT OF : 441 • FL Cert. 6634 November 7,2013 VMG - Verify design parameters cmd READ NOTES OM MIS AND JAKLUDED I TEK REFERENCE PAGE 161-7473 BEFORE US2. olid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Aity 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 responsibility of the MiTek' permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding an, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ormation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33810-4115 ernPine SP lumber is specified, the deAgnvalues are those effective 06.0212013bvALSC Job Truss Truss Type Qty Ply Mel -ry Construction T6008317 26019 11, -EJ5V Jack -Open 3 1 b Reference (optional East Coast Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries. Inc. Thu Nov 07 09:13:55 2013 Page 1 I D:4PYsa4zaYm ScZU FP FGdxSQyLd hV-?apslg3Zda?o5H 5op?YxM WuW7i5MdPGOszJB6myLbCg 1-8-0 3-4-0 4 3x4 = LOADING psf) SPACING 2-0-0 CSI TCLL 0.0 Plates Increase 1.25 TC 0.39 TCDL 5.0 Lumber Increase 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 0.0 Code FBC201 OrrP12007 (Matrix-M) LUMBER TOP CHOD J,11 2x4 SP No.3 BOT CHOD 2x4 SP No.3 •Except• I 14: 2x6 SP No.2 Scale = 1:12.9 DEFL in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.01 34 >999 240 MT20 244/190 Vert(TL) -0.02 3-4 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIO All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (I )S - Max Horz 1=120(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 2 except 1=-216(LC 8), 4=-108(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 2, 4, 3 except 1=331(LC 16), 1=300(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 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; �ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requ Isted, 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 dcked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This t 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 fit b( 'en the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2 except Qt=lb) 1=21 4=108'It =216. 8) "Semi-ri ld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard 11111 �`PQU IN 1 f V F� ,ile 6 ��,� G E N S'-. F� �i�i � r N 68182 0,.. T O F r • ftOle 11111111 FL Cert. 6634 November 7,2013 ?G - Verify design parameters and READ !VOTES ON THIS AND DyCLUDED LfITEK REPERENdCE PAGE 7711.7473 BEFORE USE. for use only with MiTek connectors. This design is based only upon parameters shown, and is loran individual building component. of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' ditional 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. cation 7vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 nPine.SP lumber is3Decified. the desi_nv3luesere those effective 06 0112013bvALSC Job Truss Type Qty Ply Mel-ry Construction T8008316 26019 Puss J33 Jack -Open 5 1 Job R e e o do at East Coast Truss, Fort Pierce, FL. 34946 3x6 11 3-3-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:54 2013 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-XOGUgU2wsGtxT8WcFH1 ipILQ4lnBuyOsdJaaaKyLbCh Scale = 1:10.0 1-0-0 1-4-0 13-3.0 1-0-0 0-0-0 -11-0 Plate Offses X Y : 1:0-2-14 0-0-10 1:0-141-3-4 LOADING so SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 8 >999 240 MT20 2441190 TCDL i15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 8 >999 180 BCLL t0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL I10.0 Code FBC201 O/rP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER ( BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE jl MiTek recommends that Stabilizers and required cross bracing Left: 2x4 S N0.3 be installed during truss erection, in accordance with Stabilizer REACTIO S (lb/size) 2=53/Mechanical, 3=25/Mechanical, 1=209/0-8-0 (min. 0-1-8) Max Horz 1=78(LC 8) Max Uplift2=-51(LC 8), 3=-11(LC 8), 1=95(LC 8) Max Grav2=54(LC 13), 3=36(LC 13), 1=233(LC 13) FORCES 11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat, 11; Exp D; hcl., GCpi=o.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requ sled, 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 tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,fit 1111111f �� 5) - This tnllss 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 `�►�� Qv N V/�, fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Refer to girders) for truss to truss connections. `�� •'\ G ENS*-.. �i,* 7) Provide " echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. ` •• 1F • 8) "Se mi-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = N 68182 LOAD CA;E(S) Standard T O� F •' [V I If 1111111 FL Cert. 6634 November 7,2013 W Vert fij design parameters and READ NOTES ON THIS AND fNCLUDED MrEK REFERENCE PAGE PHI-7473 BEFORE USE. Design �alid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an Individual building component. Applic bility of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lot 'rat support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrity of the MiTek erector !� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrics Ion, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 8904 Parke East Blvd. Safety 11 formation 4vai able from Truss Plate Institute, 781 N. Lee Sireet. Suite 312, Alexandria, VA 2314. Tampa, FL 33610-0115 If Sauvhern Pine 1SPI lumber i_ specified, the design values are tho_e effective 06101j2013 byALSi Job Truss Truss Type Qty Ply Mel.ry construction T6006319 26019 11 -EJA Jack -Open 1 7 Job Reference (optional East Coast Truss, Fort Pierce. FL. 34946 3x6 11 6.2-3 7.430 s Jul 25 2013 MiTek Industries. Inc. Tnu Nov 07 09;13:56 2013 Page 1 ID:4PYsa4zaYmSCZUFPFGdxSQyLdhV-TmNE5A4BOu7fiRf Mi3AujRi?5PrMrV95d3heDyLbCf Scale = 1:13.1 Plate Offsets (X Y): f1.0-3-1 0-0-101 11.0-1-4.1-3-141 LOADING �psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.03 3-8 >999 240 MT20 244/190 TCDL '5.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.04 3-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 0.0 Code FBC2010frP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER �I BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc pudins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE I MiTek recommends that Stabilizers and required crass bracing Left: 2x4 S No.3 be installed during truss erection, in accordance with Stabilizer REACTIO S (lb/size) 2=1181Mechanicel, 3=55/Mechanical, 1=288/0-8-5 (min. 0-1-8) Installation guide, Max Horz 1=120(LC 8) Max Uplift 2=-104(LC 8), 3=-16(LC 8), 1=-134(LC 8) Max Grav2=118(LC 1), 3=78(LC 13). 1=319(LC 13) FORCES I(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES j 1) Wind: A CE 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; � CL, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 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 lru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0111111111111 5) • This t 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 ,`��� QU N V I,I�, fit be `en the bottom chord and any other members, with BCDL = 10.Opsf. ♦♦ P • • • �� 6) Refer to girders) for truss to truss connections. ♦♦♦ ,� ,• `G E N S • •. �� �i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=104 ` •• F , 1=134 `%• 8) "Semi -.lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N 68182 LOAD CA E(S) Standard ccZ if FL Cert. 6634 November 7,2013 WA Verify design parameters a .d READ.NOTES ORrTHIS AND INCLUDED 1417YsKREFERPhifE PACE MI-7473 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. Ap; iGty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for la eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllrity of the MiTek, erecto II.` Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrics n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety I �lormallan vai able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 336104115 usoy. hernPine SP�lumberisspecified, the design values <-rethose effective 06101/2013byAL5C p Job I Truss Type Qty Ply Mel-ry Construction T6008320 26019 Puss JB Jack -Open 1 1 Job eee c o ' East Coast Truss, Fort Pierce, FL. 34946 3x6 II 4-3-9 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:56 2013 Page 1 ID:4PYsa4zaYmSCZUFPFGdxSQyLdhV-TmNE5A4BOu7fiRf Mi3AujRkf5S3MrV95d3heDyLbCf LOADING ps() SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 0.0 Plates Increase 1.25 TIC 0.21 Vert(LL) -0.01 3-8 >999 240 TCDL 5.0 Lumber Increase 1.25 BC 0.18 Vert(TL) 0.02 3-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 0.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHC BOT CHC WEDGE Left: 2x4 FORCES NOTES 1) Wind: A Exp D;I 2) As requ respon: 3) Plates c 4) This tru 5) • This tr fit betw( 6) Refer tc 7) Provide 1=114. ) 2x4 SP No.3 I 2x4 SP No.3 No.3 (lb/size) 2=90/Mechanical, 3=42/Mechanical, 1=24910-8-0 (min. 0-1-8) Max Harz 1=102(LC 8) Max Uplift2=-81(LC 8), 3=14(LC 8), 1=-114(LC 8) Max Grav2=90(LC 1), 3=60(LC 13), 1=278(LC 13) 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.6 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purtins. 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 allatign 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. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lity 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 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 1 the bottom chord and any other members, with BCDL = 10.Opsf. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 8) "Semi-ri�lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard GEN N 68182 T OF N �/iilllll FL Cert. 6634 November 7,2013 WAF MnG - Vert, f design parameters and PeAD MOTES ON 2WIS AD INCLUDED MTEKREFEA. F CE PAGE 01-74" BEFORE USE, ■ Design 'alid for use only with Mfrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applic b! of design parameters and proper Incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity of the MiTek• erector j Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrica ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety I formation voil!able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314. Tampa, FL 33610-4115 NSaul�hernPineSP} lumber isspecified, the designvaluesare those effective06/0Z(2QZ34yAL6C Job Truss Truss Type Qty Ply Mel-ry Construction T6008321 26019 -EJC Jack -Open 1 1 b eee e (optional) East Coast TrL is, Fort Pierce, FL. 34946 3x6 11 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:57 2013 Page 1 ID:4PYsa4zaYm ScZU FP FGdxS QyLdhV-xzxd I W4p9BG WKbE BwQaP RxzvmV nm511I KHoEAfyLbCe 4-8-15 4-8-15 Scale = 1:11.3 1-1-11 1 6 5 r 4-8-15 1-1-11 0-4-10 3-2-10 Plate Offse i; X 1:0-3-9 0-0-10 1:0-1-3 1-5-13 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 0.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.02 3-8 >999 240 MT20 244/190 TCDL ils.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 3-8 >999 180 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL I,0.0 Code FBC2010(TPI2007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER BRACING TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc pul ins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ; MiTek recommends that Stabilizers and required cross bracing Left: 2x4 S No.3 be installed during truss erection, in accordance with Stabilizer REACTIO (lb/size) 2=97/Mechanical, 3=46/Mechanical, 1=278/0-9-4 (min. 0-1-8) IS Max Harz 1=99(LC 8) Max Uplift2=-84(LC 8), 3=14(LC 8), 1=-134(LC 8) Max Grav2=97(LC 1), 3=64(LC 13), 1=302(LC 13) FORCES Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: A CE 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; 4lcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque 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. 3) Plates c iecked for a plus or minus 0 degree rotation about its center. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This tri Iss 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. 6) Refer to pirder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except (jt=lb) 1=134. 8) "Semi-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,,'Go I N ! l VF,�e i N 68182 e T OF lillllil�� FL Cert. 6634 November 7,2013 WAF !NC.17erj. designparametersand READ .NOTESON7WfSANDINCLUDEDAff=REFERENCEPACE DY!(-7473BEFORE USE. Design alid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applic bility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for IaI of support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllty of the MiTek• erector'.) Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrics ion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 1 formation voil!able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. Tampa, FL 33810.4115 If5outpi,ernPine �SP} lumber isspecified, the design valuesare thoseeffe-ctiveOG 0112023byA.LSC Job Truss Truss Type Qty Ply Mel.ry Construction T6008322 26019 P -EJD Jack -Open 2 1 Job Reference East Coast Tn)ss, Fort Pierce, FL. 34946 1-9-1 7.430 s Jul 25 2013 MiTeK Industries, Inc. Thu Nov 07 09:13:57 2013 Page 1 ID:4PYsa4zaYmScZU FPFGdxSQyLdhV-xzxdlW4p9BGWKbEBwQaPRxzxJVgm5111KHoEAfyLbCe LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud TCLL Plates Increase1.25TC 0.09 Vert(LL)-0.00 1 >999 240 TCDL 5.0Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 1 >999 180 BCLL 10.0 0.0Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 0.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHC BOT CHC FORCES NOTES 1) Wind:i Exp D; 2) As regl 3) Plates 4) This tr 5) *This fit bete 6) Refer 1 7) Provid 8) "Semi - LOAD CI 2x4 SP No.3 2x6 SP No.2 (lb/size) 2=-46/Mechanical, 1=202/0-8-0 (min. 0-1-8) Max Horz 1=43(LC 8) Max Uplift2=-51(LC 13), 1=-93(LC 8) Max Grav 2=7(LC 8), 1=226(LC 13) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.5 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-1 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, :E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=451t; L=24ft; eave=4ft; Cat. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lity 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 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 I the bottom Chord and any other members, with BCDL = 10.Opsf. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1. I pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (S) Standard QU I N r tVF .•V�GENS••� N 68182 �:• T OF •:4tj� 1 lttnnr��n FL Cert. 6634 November 7,2013 F9Tn- Afu - 4 eri fy de;dgn Pararnetars uad RE3D VOTE: ON THIS P ftPD t1YCLUDED ?ff irK fZEfF.R.EA7CE PA M71.7473 BEFORE USE. Desfd for use ony with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shownis forl support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of thep y'�ek• erecdditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding t V fabric ron, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB•89 and BCSI Building Component I 6904 Parke 361 Blvd. Safety I formation gvai)oble from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Ifsou hernPine SP lumberisspecified,thedesignv3luesarethoseeffective0610112013bvAL5C Job Truss Truss Type Qty Ply Mel-ry Construction T8008323 26019 -EJE Roof Special 1 1 Job Reference i East Coast Truss, Fort Pierce, FL. 34946 2.6-6 7.430 s Jul 252013 MiTek Industries, Inc. Thu Nov 07 09:13:58 2013 Pagel ID:4 PYsa4zaYmScZU FP FGdxS QyLdhV-Q9V?Vs5RwV ONyipN U75e_BW 7ev99gl?SYxYoj5yLbCd Scale = 1:8.8 4 3x4 = i 1-0-0 1.6.0 i 2-6-6 1-0-0 0-&0 0-10-6 Plate Offs is X Y : 11:0-7-2 0-1-0 4:0-2-0 0-0-5 LOADING �psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL j20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL �15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 1 >999 180 BCLL iI10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL �10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER I BRACING TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc puffins. BOT CHO D 2x4 SP No.2 *Except. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIO S All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (I ) - Max Horz 1=59(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 2 except 1=-384(LC 8). 4=-215(LC 16) Max Grav All reactions 260 lb or less at joint(s) 2, 4, 3 except 1=410(LC 16). 1=389(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES ' 1) Wind: 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. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 respon ibility of the fabricator to increase plate sizes to account for these factors. 3) Plates hecked for a plus or minus 0 degree rotation about its center. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This 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 fit be Ben the bottom chss oto truss connections. rd and any other members,6) Refer 14 girder's) for trwith BCDL = 10.Opsf. u `�� .......... %% E N ••.�� 7) Provimechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint's) 2 except Qt=1b) 1=384 ,'O.• \G `� •• V F 4=21 , 1=384. N 68182 8) "Semi-'gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * •�: * — LOAD C ISE(S) Standard = : 53 T O F ' 4/J � Y ,,��ss • E �% N AL rrrrnn►�� j FL Cert. 6634 I November 7,2013 WNG - Ver(fj; design paramefers and READ ROTES ON THIS AND INCLUDED AffTEK REFERENCE PAGE IGI-7473 BEFORE USE. ulid for use only with MiTek connectors. This design is based only upon parameters shown, and is For an individual building component. rility 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 responsibllity, of the MiTek Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding )n, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cr8erla, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. ormation vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA2314. Tampa, FL 33610-4115 ernPine.SP lumber issoecified, the desi=--nvaluesare those effective0610112013bvALSC Job Truss Truss Type Qty Ply Mel-ry Construction I T6008324 26019 -EJF Roof Special Girder i 1 - Job Reference (optional) East Coast TrIs, Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:13:58 2013 Page 1 II) ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-Q9V?Vs5RwVONyIpNU75e_8W4Mv94gkoSYxYojSyLbCd 1-9-12 2-7-9 Scale = 1:11.1 5 6x6 = Plate Offse § X Y : 5:0-4-8 0-1-4 LOADING (Isf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 10'0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 4-5 >999 180 BCLL 15.0 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) -0.01 3 n/a n/a BCDL 0.0 Code FBC2010/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER it BRACING TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc puffins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS i 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIO S (lb/size) 3=62/Mechanical, 5=1086/0-8-7 (min. 0-1-8), 4=26/Mechanical Max Horz 5=95(LC 8) Max Uplifl3=-55(LC 8), 5=1151(LC 8) Max Grav 3=62(LC 13), 5=1120(LC 2), 4=51(LC 3) i FORCES I b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-286/261 NOTES 1) Wind: A CE 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; �cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 responsibilityb of the fabricator to increase plate sizes to account for these factors. 3) Plates c"" cked for a plus or minus 0 degree rotation about its center. f t i l!! f1111 4) This tru ,,�I11 s has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� N 5) • This I 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 P` ,v �n bottom BCDL = 10.Opsf. E N ' `� �i� fit betwe the chord and any other members, with ♦�♦�,�,•'� Ci • S 6) Refer to irder(s) for truss to truss connections. ♦ •• F••• 7) Provide � echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Gt=lb) N 68182 5=1151. 1 * •� * 8) "Semi-ri id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' ^ 9) Hanger() or other connection device(s) shall be provided sufficient to support concentrated load(s) 798 lb down and 914 lb up at = 1-9-12 o bottom chord. The design/selection of such connection device(s) is the responsibility of others. ; Z • O �• T F LOAD CA E(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 •, Q ; .• �•�•.'`�\``♦ �ii,' Uniform (rated Loads•• • 1 3f) l70, 5-6--20, 4-5=-20 lS' ICI S Concen Loads (lb) Q N AL %\�, I , Iert: 5=-780 !! 11111 i FL Cert. 6634 November 7,2013 WA1fkCTnG Design - Ve ,•r design pararnd. and READ MOTES ON M S AND TAr-Lr1DED 16TEK REFERENCE PAGE rei.7473 BEFORE USE. 2 alid for use only with MiTek 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 tat oral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the pl A�T��• erector IlAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' V' i fabrica ion, Safety Ii form Iftaut qualify control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Ion voil!oble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA gg2314. Tama, FL 33810.4115 ernPineSP}lumberi_ pecified,thede-signv3luesaretheseeffectivefl5J01013byAL5C p y �� Job ' ss Truss Type city Ply Mel-ry Construction T6008325 28D19 ITu —HJ4 Diagonal Hip Girder 1 1 I Job Reference (optional) East Coast Fort Pierce, FL. 34946 r.43a s dul zo zui s ml I eK Inausmes, inc. 1 nu rvov ur ue:13:oV zu1 a rage i ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-uL3NjC63hoWEZvOZ2rctWM2ELJUaZBebnbHLFYyLbCc 2-2-13 5-6-12 5-7r2 2-2-13 3-3-15 0 6 7x6 = Scale = 1:11.6 LOADING Qsf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 4-5 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS III 2x4 SP No.3 (lb/size) 3=82/Mechanical, 5=387/0-10-9 (min. 0-1-8), 4=32/Mechanical Max Horz 5=96(LC 8) Max Uplift3=-67(LC 8), 5=-349(LC 8) Max Grav 3=82(LC 1), 5=409(LC 2), 4=63(LC 3) FORCES (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP 'HO D 1-2=-283/357 BOT CHO D 1-5=-383/310 WEBS 25=-373/347 NOTES 1) Wind:/ Exp D; 2) As reqi respon 3) Plates 4) This to 5) • This t fit betw 6) Refer t 7) Provid( 5=349. 8) "Semi -I 9) Hangel on top 10) In the LOAD CA 1) Dead + BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatim guide ;E 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 have been designed to for tolerances or rough handling and erection conditions. It is the ted, plates not provide placement for these factors. %%0111111111,,E N // lity of the fabricator to increase plate sizes to account Icked for a plus or minus 0 degree rotation about its center. has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. %"% U V � Pa. • • • • �/ '/ j `�� Ci E ' •• a psf by ,�� '� .• +v S' F ••� 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 2-0-0 wide will ` i the bottom chord and any other members, with BCDL = IO.Opsf. rder(s) for truss to truss connections. N = * �� 68182 •:• echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) i 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) 26 lb down and 100 lb up at 2-8-14 T O F 1JJ' ,rd, and 17 lb up at 2-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. IAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). o� �/T •. ((/ P`.' ` O ��`�� :(S) Standard '/�, N )of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 )ads (pli) �1111111 1-3=70, 5-6=-20, 4-5=-20 Loads (lb) 9=-12(B) 10=8(B) FL Cert. 6634 November 7,2013 W - Verify design parameters and READ NOTES ON EHIS AnD INCLUDED MT EKREPEPFNCE PAGE AIII.7473 BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for on individual building component. Applic 5 bility of design parameters and proper incorporation of component is responsibility of bulding designer- not truss designer. Bracing shown is for la eral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblfity of the MiT�k` erects j Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabric Ilion, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality CrIteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I 'formation avoilIoble from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. IfSoutnhernPine15P4lumberi::oeciired,thedesignvaluesarethoseofEctive06/01/` I1b1AL5C Tampa, FL 338104115 Job Truss Truss Type Qty Ply Mel-ry Construction I T6008326 28019 -HJS Diagonal Hip Ginter 1 1 I Job Reference (optional) East Coast Ti dI Fort Pierce, FL. 34946 7.430 s Jul 25 2013 MiTek Industries, Inc. Tnu Nov 137 99:13:59 2D13 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-uL3NjC63hoWEZvOZ2rclWM2CoJR3ZCFbnbHLFYyLbCc 3xB 11 3-11-0 3-1-2 LOADING SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 0.0Plates Increase1.25TC 0.41 Vert(LL) 0.09 3-8 >882 240 TCDL jsf) 5.0Lumber Increase 1.25 BC 0.35 Vert(TL) 0.12 3-B >682 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 0.0 Code FBC20101TP12007 (Matrix-M) LUMBER TOP CHC BOT CHC WEDGE Left: 2x41 FORCES NOTES 1) Wind:, Exp D; 2) As req 3) Plates c 4) This tru, 5) • This tr fit betw( 6) Refer tc 7) Provide , 1=206 8) "Semi-d 9) Hanged and 5 lb bottom, 10) In the', LOAD CA 1) Dead + Uniform 2x4 SP No.2 2x4 SP No.2 No.3 (lb/size) 2=145/Mechanical, 3=69/Mechanical, 1=369/0-11-5 (min. 0-1-8) Max Horz 1=120(LC 8) Max Uplift2=-132(LC 8), 3=-26(LC 8), 1=-206(LC 8) Max Grav 2=145(LC 1), 3=96(LC 2). 1=392(LC 2) 7) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 :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. II; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the lity 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 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 `,1111 ,�% av N 1 the bottom chord and any other members, with BCDL = 10.Opsf. rder(s) for truss to truss connections. � OP • G E N S •' oio ,� ' •' \ echanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=132 •' F •••� plate : I pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : N * 68182 r •' * or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 83 lb up at 4-1-14, - :• •' )wn and 83 lb up at 4-1-14 on top chord, and 2 lb down and 29 lb up at 4-1-14, and 2 lb down and 29 lb up at 4-1-14 on — Ird. The design/selection of such connection device(s) is the responsibility of others. -p ; AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �} ,• T O F *' ([/ .(S) Standard SOT '.� P .' _4u� �.•• wf Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 (2I-70, ojo� �� `�� �j�ss • wt: 1 3-4=-20 MA�;;.`%% ted Loads (lb) ► 11111 ;rt: 9=47(F=23, B=23) 10=4(F=-2, B=-2) FL Cert. 6634 November 7,2013 A& WAr VNG - Verify design parameters rind READ N07£S ON THIS AND rATLf1DED hfi'TSX REPEPEIiCE PAGE 161-7473 BEFORE USE, Design olid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applic bility of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lat"ral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector I Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrica ran, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 6904 Parke East Blvd. Sazety I formation gvoijable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA y2314. Tampa, FL 33810-4115 Ii.authernPine SP lumber isspecified, the desi-�nv3.lue> Ere thoieefiectire06.i0112013bvALSC Job it Truss Qty Ply Mel•ry ConsWctionT6008327 7rus.S.Type 26019 I -HJSV p Girder 1 1 oReference foptional) East Coast Fort Pierce, FL. 34946 1.44u s dui [a zu w mi r ex muusmas, niu. i uu luau ur ua: w.uu cu i o F.U. . I D:4PYsa4zaYmScZU FP FGdxSQyLdhV-MYd IwY7hS6e5B3zmbY763ZbNdjoC lel IOF1 vnyLb Cb 7-0-2 2-2-13 4113 Scale = 1:14.1 6 3x4 = LOADING (isf) SPACING 2-0-0 CSI TCLL 0.0 Plates Increase 1.25 TC 0.40 TCDL 5.0 Lumber Increase 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 BCDL 0.0 Code FBC201 OrrP12007 (Matrix-M) LUMBER 1I TOP CHORD 2x4 SP No.2 BOT CHO D 2x4 SP No.2 *Except* 1-6: 2x6 SP No.2 WEBS I 2x4 SP No.3 DEFL in (loc) I/deg Ud Vert(LL) 0.03 5-6 >999 240 Vert(TL) -0.05 5-6 >999 180 Horz(TL) -0.00 3 n/a n/a 1x4 7-0-2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer All bearings 0-10-3 except Ut=length) 3=Mechanical, 4=Mechanical. Max Horz 1=119(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 3 except 1=-359(LC 8), 6=-216(LC 11), 4=-220(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 3, 6, 4 except 1=432(LC 16). 1=315(LC 1) FORCES rib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS ! 2-5=195/259 NOTES 11 1) Wind: A Exp D; EAd., CE 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; GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As reqUE sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsi 3) Plates )ility of the fabricator to increase plate sizes to account for these factors. ecked for a or minus 0 degree rotation about its center. c 4) This truss plus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ Qv N V �Ioj F� 5) ' This t fit between ss 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 the bottom chord and any other members, with BCDL = 10.Opsf. 1�%% `1 P. (� IJ* Ci E N S • • `� �i� ♦�� '� .•'� 6) Refer to irder(s) for truss to truss connections. ♦ •• F•••• 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 1=359 N 68182 ••� , 6=216, 8) "Semi-riE =220, 1=359. Id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * �• 9) Hanger( ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ito down and 84 lb up at 4-1-14, and 3 lb design/s Jown and 84 lb up at 4-1-14 on top chord, and 15 lb up at 4-1-14, and 15 lb up at 4-1-14 on bottom chord. The election of such connection device(s) is the responsibility of others. -• 'dCC 10) In the OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •• T �. ••� O F :• IJJ �; LOAD CA 1) Dead + it E(S) Standard Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 P.� �j�� •'`��,�� �� ss \%% Uniform loads (plf) ert: 1-3=-70, 1-6=-20, 4-6=-20 �t �N Al-� % t1111111111� Loads (lb) 10=34(F=17,B=17)11=9(F=4,B=4) FL Cert. 6634 November 7,2013 (A9R)17Rfir - Ver(/tj design parameters and READ NOTES OM FHIS AND INCLUDED MrEK REFERENCE P-4GB PHI-74 73 BEFORE USE, Design olid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applica irity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lat ial support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the NOWerector. IPdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricat n, cluolity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component R 8904 Parke East Blvd. Safety In ormation gvoilobie from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If South';ErnP'ine SP lumber isspecified,the design values are those effective06 01/2013byALSC Job Truss Truss Type City Ply Mel-ry Construction T6008328 26019 l -HJ33 Diagonal Hip Girder 1 1 ob e e e o 'o a East Coast Ti Fort Pierce, FL. 34946 7.430 s Jul 252013 Mri ek industries, Inc. Thu Nov 07 0913:58 20i3 Page I D:4PYsa4zaYm ScZU FP FGdxSQyLdhV-Q9V?Vs5RwVON ylpN U75e_8 W69vANgl?SYxYoj5yLbCd 3x8 11 4.6-6 2x3 11 Scale = 1:9.8 2 3 Plate Offs ' s X Y : 1:0-5-3 0-0-1 1:0-0-5 Ed e LOADING i psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.02 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.01 6 >999 180 BCLL iI10.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 110.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER I BRACING TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except BOT CHO D 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 20 No.3 be installed during truss erection, in accordance with Stabilizer I Installatio uide. REACTIO S (lb/size) 5=106/Mechanical, 1=125/0-8-6 (min.0-1-8) Max Horz 1=46(LC 7) Max Uplift5=-86(LC 8), 1=-117(LC 7) Max Grav 5=123(LC 13), 1=132(LC 2) FORCES I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: 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; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 respon libility of the fabricator to increase plate sizes to account for these factors. 3) Plates ihecked fora plus or minus 0 degree rotation about its center. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v (N V �� 5) • This tI 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 e�� Q.�,. • • • fit be �en bottom BCDL = 10.0psf. 0 E I/ • • `�'i� the chord and any other members, with ♦♦♦ ,• Ci S 6) Refer girder(s) for truss to truss connections. ♦ •� �` •�•� 7) Provid I mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except Qt=1b) [\j 68182 •• 1=117 * 8) "Semi-i'gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : 9) In the OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). w ; LOAD C�SE(S) Standard o 13 •. T F (V .I 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ((y .00 Trape oidal Loads (pli) •. Q �.' ��� �.• Vert: 1=0(F=35, B=35)-to-2=-74(F=-2, B=-2), 2=-74(F=-2, B=2}to-3=-79(F=-5, B=-5), 6=0(F=10, B=10)-to-4=-23(F=-1, B=-1) Gib,♦♦ I is '• �••� fill I i FL Cert. 6634 i November 7,2013 i Tr1 Desi AIC, - Verify design parameters and READ NOTES ON 1iiIS AtW INCLUDED RITEIf REFERENCE PAGE 161-74" BEPORE USE. valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. a Appability of design parameters and proper incorporation of component 8 responsibility of building designer - not truss designer. Bracing shown is foteral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibllity of the erecr. fobrtion, 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 BC51 Building Component t1�iTek" 6904 Parke East Blvd. Wellnformation If5o(lthern vaI able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. pine (SP)lumber isspecified,the de-ip values a ra those effective 06 00013byAL5C Tampa, FL 33610-4115 Job Truss Type Qty Ply Mel-ry Construction T60D8329 26019 Puss 1G Hip Girder 1 1 e ere ce o fo East Coast Truss. Fart Pierce, FL. 34946 6-0.0 1.6-3 1-7-6 f 1.98112 4x4 = 44 = 4.00 12 2 3 19 I 1 I i3x4 = 8 3x4 = 7 3x4 = .430sam202013Muekmau5mes,mc, mu Nov uruu:rv:u12uis 44x10= 4-2-6 Scale = 1:21.1 1x4 II V �I 3x4 = 3x8 I I 3x8 I I I 1-0.0 1 0 5-0.0 683 8-1-10 11-0.0 12-4-0 II 1-0-0 -4.0 3-11-0 1-6-3 1-7-6 2-10-6 -4-0 1-0.0 Plate Offs Is (X Y): fl:0-0-4 Edoel fl:D-2-14 0-0-21 f5.0-2-14 0-0-21 f5:0-0-4 Edoel LOADINGI(psf) I SPACING 2-0-0 TILL I�0.0 TPlates Increase 1.25 CDL 15.0 Lumber Increase 1.25 BCLL i 10.0 ' Rep Stress Incr NO BCDL I10.0 Code FBC20101TP12007 CSI DEFL in (loc) Vdefl Ud TC 0.29 Vert(LL) 0.04 7 >999 240 BC 0.55 Vert(TL) -0.06 7 >999 180 WB 0.09 Horz(TL) 0.02 5 n/a n/a (Matrix-M) LUMBERII BRACING TOP CHO, D 2x4 SP No.2 TOP CHORD BOT CHO D 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE `p Left: 2x4 No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 5=714/0-8-0 (min.0-1-8), 1=698/0-8-0 (min. 0-1-8) Max Horz 1=52(LC 7) Max Uplift5=-447(LC 8), 1=-428(LC 8) ' Max Grav 5=757(LC 2), 1=743(LC 19) FORCESI (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH �D 1-2=11221701, 2-3=1040/696, 3-4=1137/758, 4-5=-1146/735, 5-5=-373/228 BOTCH RD 1-8=567/1022, 7-8=628/1110, 6-7=603/1046, 5-6=-608/1047, 5-9=-203/327 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 0% Structural wood sheathing directly applied or 5-3-5 oc purlins. Rigid ceiling directly applied or 7-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, N I6 NOTES I 1) Unbal�'Iraced 2) Wind: roof live loads have been considered for this design. ASCE 7-10; Vult=170rtiph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Ex p D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 .l 3) Provid 4) As req adequate drainage to prevent water ponding. -* N V ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �� a F J# responsibility of the fabricator to increase plate sizes to account for these factors. `% ,O • \ Ci E N S •. checked 5) Plates 6) This t for a plus or minus 0 degree rotation about its center. .• �, �••.� Iss has been designed fora 10.0 psf bottom chord live load nonconcurtent with any other live loads. 7) 'This ° 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 N 681 82 •• een fit be 8) Provid the bottom chord and any other members, with BCDL = 10.Opsf. "mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=447, ' 1=428 9) "Semi-',igid 10) Han pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 133 lb up at 5-0-0, O••� T O F : and :I; 8 lb down and 136 lb up at 6-6-3, and 127 lb down and 229 lb up at 8-1-10 on top chord, and 98 lb down and 82 lb up at 5-0-0, iC P •: _ ,� lb bottom The design/selection ��� (� \ and 7 Ito down and 36 lb up at 6-6-3, and 51 lb down and 68 up at 8-0-0 on Chord. of such C 1 �.• ,� �j� SS Conn ction device(s) is the responsibility of others. • •'! 11) In th i LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N /p1' , t LOAD C4SE(S) Standard 1) Dead Unifo + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Loads (plf) FL Cert. 6634 Vert: 1-2=70, 2-3=70, 3-4=-70, 4-5=-70, 9-14=-20 November 7,2013 ;ontinue on age 2 is I .r - V., ,fy design parameters a 4d READ NOMS ON THIS AND INCLUDED ISTEii REFERENCE PlrrF Dff f-7473 BEFORE USE. Desig,I valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Apple ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for oteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabri Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and SildiComponent BCI Bung omponen Q Tamp Parke East Blvd. Safe Information gvoilable from Truss Plate Institute, 781 N. Lee Street, Suite o-2 Alexandria, 22314. If Sotiih zrn Pine SP lumber isspecified, the desi;;n values are those I=_r=_cxive 96,6, 41J2013 byI+LSC Tampa, FL 33810.4115 Job Truss Truss Type Qty Ply Mel-ry Construction 1 T8008329 26019 A01G Hip Girder 1 1 I Job e East Coast Truss, Fort Pierce, FL. 34946 LOAD CAS (S) Standard Concert lted Loads (lb) 1ert: 2=-43(F) 3=48(F) 4=-47(F) 8=-81(F) 7=35(F) 6=-48(F) ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-qkB78u8JDQmypDYy9FfLbn8a263P15OuEvmSJQyLbCa W Vervry fj dwittn p--net— —d READ NOTES ON THIS AnD INCLUDED hfi'TEK REPEPMCE PACE MI-7473 BEFORE USE, De sig �l valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Sal, Appli abifity, of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for pteral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblli of the ir�iTeie" ere ctepr. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabn'Qotion, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII pualMy CrBerla, DSB-B9 and BCSI BuOding Component 6904 Parke East Blvd. Safe}}VV'Information ?voil!oble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA y2314. Tampa, FL 336104115 if Soothern Pine,SP) Iunlber isspecified, the design values are those effective 061OV2023 byALSO Job Truss Truss Type Qty Ply Mel-ry construction T6008330 26019 A02 Common 1 1 b Beference (optional) East Coast TNss, Fort Pierce, FL. 34946 6-2-0 4.00 12 7.430 s Jul 25 2013 MITex mausmes, !no. Thu Nov ur 09a4:01 2u13 rage I ID:4PYsa4zaYmSeZUFPFGdxSQyLdhV-gkB78u8JDQmypDYy9FfLbnBaV67s15duEvmSJQyLbCa 4x4 = 6-2-0 Scale = 1:20.3 II 34= 4 1x4 II 3x4 = 3x8 II 3x8 II I -0-0 -4-0 6-2-0 11-0-0 1-4- -10-0 -4-0 4-10-0 4-10-0 0 Plate Offs �ts X Y : 1:0-2-14 0-0-2 1:0-0-4 Ed a 3:0-2-14 0-0-2 3:0-0-4 Ed e LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.02 4-9 >999 240 MT20 244/190 TCDL �15.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.05 4-9 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 3 n/a n/a BCDL 110.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 43 lb FT = 0% LUMBER II BRACING TOP CHO, D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 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 P No.3, Right: 2x4 SP No.3 Installation guide, REACTIOII S (lb/size) 1=555/0-8-0 (min. 0-1-8). 3=55510-8-0 (min. 0-1-8) Max Horz 1=-66(LC 6) Max Uplift 1=305(LC 8), 3=-305(LC 8) Max Grav 1=596(LC 15). 3=596(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH � 13 1-2=-738/400, 2-3=-738/400 BOT CH RD 1-4=270/655, 3-4=-270/655 NOTES 1) UnbalE 2) Wind:, Exp D; 3) As req 4) Plates 5) This tr 6) • This fit betv 7) Provid 3=305 8) "Semi - LOAD CA iced roof live loads have been considered for this design. 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; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 11% J r r r 1 r rr9, ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the v' N V j`j* 'ibility of the fabricator to increase plate sizes to account for these factors. �� PQ ,hecked for a plus or minus 0 degree rotation about its center. %% 0% •, •� C E (� S `� �� ss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. �� ,• \- ••,• �� uss 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 :en the bottom chord and any other members, with BCDL = 10.Opsf. N 68182 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=305, * •• igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. SE(S) Standard O:� .7T OF :�411� rr►nrn�t� FL Cert. 6634 November 7,2013 h W. Vertfry design parameters card READ NOTES ON THIS AND INCLUDED M/T`EKREFEPSME PAGE M11.74in BEFORE USE, Desig l valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��, Appliabirity of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibtllity of the MiTek' erect�qr. Additional permanent bracing of the overall structure is the respomibifity, of the building designer. For general guidance regarding fabn'Qation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe �Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33810-0115 If Southern Pine(SPI lumber is specified, the de-ien value: are tho>e efective 0602f2{t43 hyALSC Job Truss Truss Type Qty Ply Mel-ry Construction T6008331 26019 I A03 Common 1 1 Job Reference (optal East Coast Tross, Fort Pierce, FL. 34946 (.43o s Jw zb tura Mu ex mausmes, mc. i nu rvov ur uuan:uz 26ia rage i I D:4PYsa4zaYmScZUFPFGdxSQyLdhV-IwIWLE8yjupQM78jzAa8_gl3WiGmYv2TZWissyLbCZ 6.2-0 5-2.0 4.00 12 4x4 = 3 3x4 Scale = 1:19.1 1 I \1 N n �5 tj d I �3x4 = 5 1x4 II I axe I I 3.6 I I 1-0-1 0 -4-0 6-2-0 11-4-0 it 1-o-0 -4-0 4-10-0 5-2-0 Plate Offsets (X Y): f1:0-0-4 Ed -gel. 11:0-2-14.0-0-21, f4:0-2-12 0'3-31 LOADING14psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL {20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.02 5-16 >999 240 MT20 244/190 TCDL 115.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.05 5-16 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER I BRACING TOP CHO I D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS WEDGE 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing I be installed during truss in Stabilizer Left: 2x4 erection, accordance with P No.3 Installation auede, SLIDER I Right 2x4 SP No.3 1-6-0 REACTI NS (lb/size) 4=476/0-8-0 (min. 0-1-8), 1=544/0-8-0 (min. 0-1-8) Max Horz 1=64(LC 7) Max Uplift4=-262(LC 8), 1=-299(LC 8) Max Grav4=511(LC 15), 1=584(LC 15) FORCES I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH � D 1-2-699/379, 2-4=-694/382 BOT CH I j D 1-5=275/619, 4-5=-275/619, 4-6=-275/619 NOTES 1) Unbal raced roof live loads have been considered for this design. 2) Wind: '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. 11; `I I { 11111f Exp D;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `���/ v t N 3) As re rested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the PQ respo 4) Plates `�� sibility of the fabricator to increase plate sizes to account for these factors. �� G•E N �i checked for a or minus 0 degree rotation about its center. ,: • S�`'• �� 5) This t °ss plus `� V` has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) •This fuss 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 68182 fit be °een the bottom chord and any other members, with BCDL = 1 O.Opsf. * •• ► 7) Provid r mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=262, _ 1=299'I .Q CC 8) "Semirigid gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O �• r O LOAD C I SE(S) Standard � •� ASS • •N �?�,��� AL l//►111111� i r I FL Cert. 6634 November 7,2013 ZAW Verify design parameters mad READ ROTES ON 3WIS AND IMCLUDED I4ITEif REFEMWE PACE Iffl-7473 BEFORE USE. Desi n valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Appli ability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for ateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek* are c or. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabri anon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe �;Informalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ff 5o thern Pine (SP) lumber is pacified, the design values are those effective06l,112013 bVAL5C Job Truss Truss Type Qty Ply Mel-ry Construction T6008332 26019 B01G Roof Special Girder 1 1 b Reee ce o a East Coast T ton vierce, rL. saeaa ..., ,...,., , .,�� �., �� �., �.�, 0" �,,..,.=, ,,.-. .,,- .. _. _.,..,._.. __._ . ,.b- . ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-m7luZZ9all Og2 WiLHghphC Dnl wfJVp5BiDFZOJyLbCY s-z-o s-1-o 14-3-0 19-5-0 22-8-0 !I 6-2-0 2-11-0 5-2-0 5.2-0 3 I Scale = 1:39.3 44 = 4.00 12 2 I 46 = 4x4 = 5x8 = 3 20 21 4 2223 24 5 V)1 6 y , Ibd 11 10 25 9 26 8 27 28 7 4 4 = 48 II US = 4x4 = I it 3x8 M18SHS = 5x5 = 1x4 II 3x4 = II 0-0 1 4- 5-2-8 6-2.0 9-1-0 14-3-0 19.5-0 22-8-0 1 0-0 0.4- 3-10-8 0-11-8 2-11-0 5-2-0 5.2.0 3-3.0 Plate Offs 'ts X 1:0-0-4 Ed a 1:0-3-2 Ed a 5:0-5-4 0-2-0 6:0-2-0 Ed a 8:0-2-8 0-2-0 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.59 8-10 >465 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.88 8-10 >309 180 M18SHS 2441190 BCLL 10.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.10 6 n/a n/a BCDL I10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER II BRACING TOP CHO D 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc pudins. I 3-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. BOT CHO D 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE l Left: 2x4 P No.3 i REACTIO S (lb/size) 6=1029/0-8-0 (min. 0-1-8), 1=1036/0-8-0 (min.0-1-8) Max Horz 1=66(LC 7) Max Uplift6=-672(1_C 8), 1=-608(LC 8) Max Grav 6=1074(LC 2), 1=1092(LC 2) FORCES I (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1981/1151, 2-3=-1942/1155, 3-4=-4385/2598, 4-5=-4403/2750, 5-6=2391/1540 BOTCH 1-11=-973/1823, 10-11=-2514/4365, 8-10=-2670/4403, 7-8=-1400/2244, 6-7=-1455/2339 WEBS rD I 2-11=-543/1040, 3-11=-2722/1651, 4-10=140/560, 4-8=-337/269, 5-8=-1300/2209 NOTES 1) Unball 2) Wind: Exp D. 3) Provid 4) As req respor 5) All plal 6) Plates 7) This tr 8) • This fit bete 9) Provid 10) "Set 11) Han 11-4 and at 1 12) In LOAD iced roof live loads have been considered for this design. %J/111111111 ,SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; , Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. ��, �P' • G•E N • • ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,�� ,•• S� •• �� iibility of the fabricator to increase plate sizes to account for these factors. �s are MT20 plates unless otherwise indicated. e N 68182 :hecked for a plus or minus 0 degree rotation about its center. * •• ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. uss 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 1 mn the bottom chord and any other members, with BCDL = I O.Opsf. �� mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 6=672, O T F rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� •• Q P •• \�,� !r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 84 lb up at ��j� tS's ... ... 3, 23 lb down and 84 lb up at 13 -4-423 lb down and 84 lb up at 15 4 4, and 23 lb down and 64 lb up at 1744, and 23 lb down I lb up at 19-5-0 on top chord, and 5 lb down and 31 lb up at 11-4-13, 5 lb down and 31 Ito up at 134-4, 5 lb down and 31 Ib up 4-4, and 5 lb down and 31 lb up at 17-4-4, and 91 lb down and 137 lb up at 19-4-4 on bottom Chord. The design/selection of onnection device(s) is the responsibility of others. LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SE(S) Standard November 7,2013 W#RPv7nG - Verrfg design parame@ers an READ NOTES ON THIS AND XCLUDEB 141 MK REFP.R XE PAGE P+9d-7473 BEFORE USE. Design' volid for use only with VINO connectors. This design is based only upon parameters shown, and is for an individual building component. Bill' AppliobiGty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction a the responsibillity of the MiTek° erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fc bri ation, qualify control, storage, delivery, erection and bracing, consult ANSI/T141 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe '�Informatlon available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA yy2314. Tampa. FL 33610-4115 1f So 'thern Pine {SP� lumber isipecified, the design value; are those effective06i0112013 bvAL5C Job { Truss Truss Type City Ply Mel-ry Construction T6008332 26019 B01G Roof Special Girder 1 1 II ence o a East Coast Truss, Fort Pierce, FL. 34946 1,4aU s Jul ZD,UIJ MIIeK InaUalnea, mG. rau rvov U/ Ue:14:U3 cull rage, ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-m7luZZ9alI Dg2WiLHghphCDn1 wfJVp5BiDFZOJyLbCY LOAD CAS�(S) Standard 1) Dead + R' Ioof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform goads (plf) ert: 1-2=-70, 2-3=-70, 3-5=-70, 5-6=-70, 12-15=-20 Concent °ted Loads (lb) ert: 5=17(F) 7=-91(F) 20=17(F) 21=17(F) 23=17(F) 24=17(F) 25=-5(F) 26=-5(F) 27=-5(F) 28=5(F) Vf Na - Verify design parameters and READ NOTES ON MIS AND INCLUDED MIEK REFERENCE PAGE I ft-7473 BEFORE USE. Desig valid for use any with MRek connectors. This design is based only upon parameters shown, and is for an individual building component., Appli ability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown fs for I " feral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the i�iTek' erect �r. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabd ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information vai able from Truss Plate Institute. 781 N. Lee Street Suite 312. Alexandria, VA 2314. Tampa, FL 33810.4115 it Soothe rnPine �SP}lumber isspecifted,the de-io values are those effective0610112013byALSC Job I ssTruss Type Qty Ply Mel•ry ConstructionT6006333 26019 I 2 Pu Roof Special 1 1 ob Fast coast T 55, FOa YIerCR, i'L. 34946 6-2.0 j 6-2.0 0-11-0 I I I 4x4 = 4.00 12 4x4 = 2 3 19 I a I , , . ,,,,.. ,,,,. ,..,. ,., ..'.,�.,...,.,. ' "ate , ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-EJsGmvACWLBWggHXg6C23F m64K1OEMKKxt76wlyLbCX 17-5-0 22.8-0 5-1-8 5-2-8 5-3-0 20 08 = Scale = 1:39.3 4x8 II 3x4 = 4x4 = US = 1x4 II 3x4 = I it 1 0-0 4- 6- -0 7- -0 12-2-8 I 17-5-0 2 -8-0 1 0 04- 4-10.0 0-11-0 5-1-8 5-2-8 5.3-0 Plate Offs is KY): : 1:0-0-4 Ed a 1:0-2-14 Ed a 5:0-5-4 0-2-0 LOADING Spsf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.29 8-10 >953 240 MT20 244/190 TCDL iI15.0 Lumber Increase 1.25 BC 0.82 Vert(fL) -0.52 8-10 >522 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.09 6 n/a n/a BCDL (110.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 95 lb FT = 0% LUMBER II BRACING TOP CHO , D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc puriins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-3 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 P No.3 Installation guide, REACTIOI S (lb/size) 6=99010-8-0 (min. 0-1-8), 1=105010-8-0 (min. 0-1-8) Max Horz 1=66(LC 7) Max Uplift6=-545(LC 8), 1=-576(LC 8) Max Grav6=1071(LC 14). 1 =1 127(LC 15) FORCES I (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH f2D 1-2=-2076/1068, 2-3=-2037/1096, 3-4=-3159/1674, 4-5=-3159/1674, 5-6=2358/1205 BOT CH RD 1-10=-895/1916,8-10=-1213/2468,7-8=-1049/2200,6-7=-1052/2189 WEBS l 2-10=-568/1226, 3-8=-382/778, 4-8=-403/320, 5-8=-525/1054, 3-10=-1242/696 NOTES Ill 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ��SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0 I N 3) Provid adequate drainage to prevent water ponding. 4) As req ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,tit PQ• • • • , ENS • • ibilily the fabricator to increase to for these factors. ,,l ,O •, `G •••• respon of plate sizes account 5) Plates hecked for a plus or minus 0 degree rotation about its center. ; �` 6) This t �Ss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. • load 20.Opsf in 3-6-0 tall by 2-0-0 N 68182 :. * ; •� 7) This fuss has been designed for alive of on the bottom chord all areas where a rectangle wide will fit be Ban the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=545, 1=576!I 9) "Semi- igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : T O F : � O� o�i� LOAD CI,SE(S) Standard •"� Q•••\���, fill It i �FL Cert. 6634 November 7,2013 W 'IVetz jg design paramdem and READ NOTES ON THIS AND 11VCLUDED 16TEK REFEREWE PAGE IMI.7473 BEPORE USE. De for Mnek This design is based is for individual building sig valid use ony with connectors. only upon parameters shown, and an component. Appli ability oI'd. sign parameters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown is for feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabri,btion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe ilnformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. it So Loth ern Pine.4Pl lumber issoecified, thedesien values are those effEctive 0610112013 bvALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Mel-ry Construction �lj I T6008334 26019 i B03 Hip 1 !job ' a test coast i russ, ron riesce, rL. saygo 4x4 4x8 11 7-3.0 4.00 12 4x4 = 2 17 8 3x4 = 4.1-0 3x4 = 3 7 4x4 = 4-1-0 "yo dxSQyLdhV-EJsGmvAC WLBWggHXgOC2DPm?9K1 sEQPKxt?6wIyLbCX 4x4 = 184 6 3x4 = 7-3-0 Scale = 1:38.6 3x4 = 1-04O.4- 5-11-0 B-2-0 7-3-0 Plate Offs is X Y : 1:0-2-14 Ede 1:0-0-4 Ed e LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.17 6-8 >999 240 MT20 244/190 TCDL I115.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.47 6-8 >576 180 BCLL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.08 5 n/a n/a BCDL 110.0 Code FBC201 01TP 12007 (Matrix-M) Weight: 90 lb FT = O% LUMBER I BRACING TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puriins. BOT CHO D 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 5-8-15 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 P No.3 Installation guide. i REACTIOI S (lb/size) 5=995/0-8-0 (min. 0-1-8), 1=1045/0-8-0 (min. 0-1-8) Max Horz 1=-78(LC 6) Max Uplift5=-549(LC 8), 1=-572(LC 8) Max Grav 5=1075(LC 14), 1=1129(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH fD 1-2=-2043/1036,2-3=-1897/1033,3-4=-2038/1087,4-5=-2192/1112 BOTCH RD 1-8=-850/1897, 6-8=-1059/2173, 5-6=-1238/2151 WEBS 1 2-8=-79/413, 3-8=-450/242, 3-6=-314/191, 4-6=-62/401 NOTES ; 1) Unbal need roof Ii1/e loads have been considered for this design. 2) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. 11; ,,►►►11 1rrrr�I Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �� t N t� 3) Provid adequate drainage to prevent water ponding. ♦�� PQv V�� �/� 4) As n q ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦♦♦,Q �,•� GCE �� 11j S, •, respon ibility of the fabricator to increase plate sizes to account for these factors. �♦ ,• (.`�•,• 5) Plateshecked for a plus or minus 0 degree rotation about its center. - 6) This t ss tfas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 7) • This fuss 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 be 'e'en the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provid ' mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=549, .� 9) "Semi- lgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD C VSE(S) Standard ���� ••� Q,•r• \�`�, � rrrnn►►►► i FL Cert. 6634 November 7,2013 L`N7NG - Verify design parameters and REA NOTES ON THIS AND INCLUDED 16TEK REF—PREENCE F.AGE D9II-7470 BEFORE USE, valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. tbirity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iw iTek' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tion, quality control, storage, delivery, erection and bracing- consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. nformafion gvai�oble 6om Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314.. Tampa, FL 33810-4115 hernPine SP lumber il3pecified,thedeei nvaluesErethcseeffective461fl1(2013bvAUSC Job Truss Truss Type Qty Ply Mel-ry Construction T8008335 26019 B04 Hip 1 1 Job Reference a 4x4 4x8 11 7-2-15 4.00 12 IDAPYsa4zaYmScZUFdx PFGSQyLdhV-iVQezFBgHeGNlgsjO5jHmdISHkN5zu7U9XkfSByLbC W 15-5-1 1 22-8-0 i 2-0-1 4-2-0 2-0-1 4x8 = 4x4 3 4 9 8 7 3x4 = 3x4 = 3x8 = 1 x4 5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.16 7-12 >999 240 TCDL h5.0 Lumber Increase 1.25 BC 0.83 Vert(TL) 0.44 7-12 >612 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.17 Horz(rL) 0.07 6 n/a n/a BCDL �10.0 Code FBC20101TP12007 (Matrix-M) LUMBER I BRACING TOP CHO D 2x4 SP No.2 TOP CHORD BOT CHO , D 2x4 SP No.2 BOT CHORD WEBS I 2x4 SP No.3 WEDGE Left: 2x4 I No.3 REACTIOS (lb/size) 6=996/0-8-0 (min. 0-1-8), 1=1044/0-8-0 (min. 0-1-8) Max Horz 1=-100(LC 6) Max Uplift6=-547(LC 8), 1=-575(LC 8) Max Grav 6=1070(LC 15), 1=1119(LC 15) FORCES I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHC ~ D 1-2=1973/1074, 2-3=-1774/984, 3-4=-1732/976, 4-5=-1845/1017, 5-6=-2122/1146 BOTCH RD 1-9=-888/1830, 7-9=727/1671, 6-7=-1093/2312 WEBS II 2-9=-268/245, 3-9=-134/361, 4-7=-205/447, 5-7=385/339 NOTES 1) Unball 2) Wind: Exp D 3) Provid 4) As req respor 5) Plates 6) This tr 7) • This fit bete 8) Provid 1=575 9) "Semi - LOAD C, 7-2-15 Scale = 1:38.6 4x4 = PLATES GRIP MT20 244/190 Weight: 95 lb FT = 0% Structural wood sheathing directly applied or 3-3-10 oc purlins. Rigid ceiling directly applied or 5-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ced roof live loads have been considered for this design. ` 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; �1I�� =ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0, t' N V� adequate drainage to prevent water ponding. rated, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �% t� c ,�� fir.•• G E N �`1�j ,; •�,� S�` •• bility, of the fabricator to increase plate sizes to account for these factors. �� hacked for a plus or minus 0 degree rotation about its center. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 681 82 •• iss 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 * en the bottom chord and any other members, with BCDL = 10.Opsf. ` mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=547, + Did pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O :• T O F : �� 3E(S) Standard • �� ••� Q; •���� 1 � ,��'ss • %% NA %% fffnn{{{' FL Cert. 6634 November 7,2013 L W�.t'NIPIG - Verrfy design parame era tm d READ NOTES ON. THIS AND INCLUDED 1UTEKREFERENCE PAGE MII-7473 BEFORE USE. Desig�tI valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for tercel support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetilnformallon gvai)able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA J2314. Tampa, FL 33810-4115 If5cWthernPine SP lumber is specified, the deAznvaluesere thoseeffective06.01120_1 3bvALSC Job Truss Truss Type City Ply Mel-ry Construction ( T8008338 26019 B05 common 1 1 I of a ce ' n East Coast Truss, Fort Pierce, FL. 34946 6-0-14 5-3.2 i 4.00 12 1x4 \\ 2 N1 I 3x4 = 4x8 11 7.430s der 2a 2ui a Mu ex mausmes, mc. i nu N- ur uv:rn:uo 2u 3 5-3-2 6-0-14 3x4 = 3x4 = Scale = 1:38.6 3x4 = I� d 1/0-01 - 6-2-1 15-0-3 22-8-0 1' 0 04- 6-10-1 6-10-1 7-7-13 Plate Offs is X Y : 1:0-2-14 Ed a 1:0-0-4 Ed e LOADING V (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.20 6-8 >999 240 MT20 244/190 TCDL 1 .0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.38 6-8 >725 180 BCLL i10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 5 n/a n/a BCDL 110.0 Code FBC201 Orl-P12007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER Ij BRACING TOP Clio D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE I be installed during truss erection, in accordance with Stabilizer Left: 2x4 P No.3 allatica guide. REACTIOI S (lb/size) 5=989/0-8-0 (min. 0-1-8), 1=1051/0-8-0 (min. 0-1-8) Max Horz 1=-122(LC 6) Max Uplift5=-544(LC 8), 1=-578(LC 8) Max Grav 5=1062(LC 15), 1=1127(LC 15) FORCES 1(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH �D 1-2=-2088/1136, 2-3=-1883/1016, 3-4=-2087/1137, 4-5=-2308/1236 BOTCH RD 1-8=-965/1928, 6-8=622/1431, 5-6=1077/2142 WEBS I 2-8=-330/304, 3-8=-183/523, 3-6=-328/755, 4-6=-399/352 NOTES 1) Unbal 2) Wind: Exp D 3) As rec 4) Plates 5) This tr 6) • This fit betv 7) Provid 1=578 8) "Semi. LOAD C, red roof live loads have been considered for this design. SCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ij,1111t 111111' :ncl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `��% IN N V , Bsted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `�� P,Q ibility of the fabricator to increase plate sizes to account for these factors. ,� O • C•E N hecked for a plus or minus 0 degree rotation about its center. �� ,: �� S'�•• �� cs has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 N 68182 en the bottom chord and any other members, with BCDL = 10.Opsf. * •• mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=544, gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .�' T OF 441• 3E(S) Standard .o,� .•i<` P ��� FL Cert. 6634 November 7,2013 Wr'. Verify designparameters andR1z4 n VOTES ON THIS AND INCLUDED AffTEKREFERENCEPAGEMil-7473 BEFORE USE,Desialid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.Applbility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the IYIiTek' erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sale Information vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if Soo th a rn P'ine7SVPj lumber i3 Specified, the design value3 are those effective 06�01/2013 byALSC Job Truss Type Oty Ply Mel•ry Construction T6008337 26019 I PUSS 6 Common 14 1 Job R e e o a East Coast Tr4ss, Fort Pierce, FL. 34946 6-0-14 4.00 12 .430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:14:05 2013 h 5-3-2 5-3-2 6-0-14 04 = 1x4 144 Scale = 1:37.9 5 Ib 4x4 6 r b Imo, 3x4 = 3x4 = 3x4 = i 4x8 II l 3x4 = 1-0- L-0 8-2-1 5-0-3 22-8-0 1-0. 10-4- 6-10-1 6-10-1 7-7-13 Plate Offs 'ts X Y : 1:0-2-14 Ede 1:0-0-4 Ed e LOADING r'psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.20 6-8 >999 240 MT20 244/190 TCDL i 5.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.38 6-8 >725 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.07 5 n/a n/a BCDL i110.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 93 lb FT = 0% LUMBER II BRACING TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc pudins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 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 P No.3 REACTIOI S (lb/size) 5=989/0-8-0 (min.0-1-8), 1=1051/0-8-0 (min. 0-1-8) Max Horz 1=-122(LC 6) Max Uplift5=-544(LC 8), 1=-578(LC 8) Max Grav 5=1062(LC 15), 1=1127(LC 15) FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 1-2=2088/1136, 2-3=-1881/1015, 3-4=-2085/1136, 4-5=-2308/1236 BOTCH D 1-8=-965/1928, 6-8=619/1426, 5-6=-1077/2142 WEBS 2-8=-334/307, 3-8=-185/526, 3-6=-330/759, 4-6=-403/355 NOTES 1) Unbal raced roof live loads have been considered for this design. 2) Wind:ISCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; l l i lli fill, titl Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60' rested, N V Ili Q 3) As req plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �� F P,......,, < (� respon ' ibility of the fabricator to increase plate sizes to account for these factors. ,O C E N S •, `� �� ••. 4) Plates Checked for a plus or minus 0 degree rotation about its center. ass ,`� ,• \ 5) This t has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This � ss has been designed for alive load of 20.Opsf on the bottom chord Wall areas where a rectangle 3-6-0 tall by 2-0-0 wide will N 68182 •• fit be Ben the bottom chord and any other members, with BCDL = 10.Opsf. * 7) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=544, _ e 1=578 I -10 8) "Semi-i gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �• T 0 F�� o O LOAD C SE(S) Standard 7<` J* ,p 0 `, N AI- i FL Cert. 6634 November 7,2013 YV.$NdR?a - Verifyonlydesign panametem rn d RBSD M07ES ON THIS AND IR'CLUDRD .F5=REFERENCE PAGE 1&1-74" BEFORE USE, Desig valid for use onwith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli�obirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown PTA Is for IPteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I V I iTek' erect 'r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fob ri anon, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810-4115 If SoLithern Pine iSPI lumber is specified, the design values are those effective 0610112013 byALSC Job Truss Truss Type Qty Ply Mel -ry Construction T6008338 26019 B07 Roof Special 1 1 Job Reference do 3x4 TCLL TCDL BCLL BCDL LUMBER IO ID:4PYsa4zaYmScZUFPF6dxSQyLdhV-7uYPOxC4pGW5X8?6W Wm12OTYX1 LReOndrDmX4yLbCU 5.4.0 10-9-2 11-4- 16-7-2 22-8-0 �0 3-8-0 5-5.2 0-6.1 5-3-2 6-0.14 Scale = 1:38.6 4x4 = 4 12 3x4 :3X4% 5 10 2 5x10 gg� 11 1X4 II 101 6 b IA 5x5 d 9 8 7 12 2.00 12 1x4 II 3x8 = 7x8 -_ 3x4 - 1x4 II ' -8-0 5.4.0 0.9-2 1 -4 16-7-2 22-8.0 0-8-0 3-:0 5-5-2 -6-1 5-3-2 6-0-14 s KY): 17:0-3-8 0-1-81 110:0-1-14.0-0-01 f10:0-4-8.0-3-01 112:0-4-0.0-2-121 1sf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP 0.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.23 10-11 >999 240 MT20 244/190 5.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 10-11 >523 180 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.16 6 n/a n/a 0.0 Code FBC2010/TP12007 (Matrix-M) Weight: 111 lb FT = 0% BRACING TOP CHO � D 2x4 SP No.2 TOP CHORD BOTCH D 2x4 SP No.2 'Except* BOT CHORD 9-10: 2x4 SP No.3 WEBS I 2x4 SP No 'Except* 2-11: 2x4 SP No.2 REACTIONS (lb/size) 6=953/0-8-0 (min. 0-1-8), 12=1095/0-8-0 (min. 0-1-8) Max Horz 12=122(LC 6) Max Uplift6=-519(LC 8), 12=-688(LC 8) Max Grav 6=1028(LC 15), 12=1178(LC 16) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-380/119, 2-3=-2651/1270, 3-4=-2539/1225, 4-5=-2414/1185, 5-6=-2231/1120 BOTCH RD 1-12=-146/460, 11-12=-431/308, 10-11=-1125/2537, 6-7=973/2067 WEBS 3-10=-279/166, 7-10=-984/2093,5-10=-108/322,5-7=442/318,4-10=-456/1193, 2-12=-1051/611,3-11=-310/270,2-11=-1413/2849 Structural wood sheathing directly applied or 2-2-0 oc pur ins. Rigid ceiling directly applied or 5-6-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES I I 1) Unbal nced roof live loads have been considered for this design. ,�� 111►/►►� �I� 2) Wind: 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; `��� v I N Exp D; 3) As ri Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,�� PO • ...... (1O�j ' ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the E •, `� responsibility ,�� ,O •, Ci S' 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 t °ss has been designed for a 10.0 psf bottom chord livL- load nonconcurrent with any other live loads. N 68182 •• 6) • This jiuss 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 be Ban the bottom chord and any other members, with BCDL = 10.Opsf. 7) Prowd " mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 6=519, � .� � : CC 8) 1Seml 'gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O �• J T 0 F � �W LOAD C •• Q P\�`�R IISE(S) Standard J. FL Cert. 6634 I November 7,2013 W Cr -Verify design parameters a-zd RSISD NOTES ON THIS AND INCLUDED P97TEX REFERENCE PAGE PHI-7473 BEFORE USE. Desig valid for use Doty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ES Appli is for I ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erect fabri 'btion, r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parka East Blvd. Safety IfSojthern Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 Pine 15PIlumber i_specified, the design values are thaseeffective06101P2013byALSC Job Truss Truss Type Qty Ply Mel-ry Construction T8008339 26019 BOB Roof Special 1 1 fe ce io a East Coast T fs, Fort Pierce, FL. 34946 r.43p s 3u1 2e 203 Mi i ex inouslnes, inc. i nu Nov ur ua:i4:uo 20i s Pagel ID:4PYsa4zaYmSeZUFPFGdxSQyLdhV-746ncHDiZZey9Hal3EH_NFwdGxNwA5JwrVzK3WyLbCT 1-810 4-4-0 10-11-8 1-8--4 0 16-7-2 22-8-0 1b 2-8-0 6-7-8 0.4- 5-3-2 6-0-14 Scale = 1:38.6 04 = 4 4.0o 12 3x4 04 l 3 10 :a x N N1 d 5x5 � d 9 8 7 3x4 12 2.00 52 U4 US = 7x8 — 3x4 1-0- I -8-0 4.4-0 ,o-, -e 1 •a o 16-7-z zz-a•o 1-0- 1 0-e-o 2-s-0 N 8 0 4 53 z 6-0 ,a Plate Offs is X Y : F7:0-3-8 0-1-8 10:0-2-8 0-2-12 12:0-4-00-2-12 LOADING I (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL I. 0.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.20 10-11 >999 240 MT20 244/190 TCDL �15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.50 10-11 >501 180 BCLL 10.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.15 6 n/a n/a BCDL I10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 109 lb FT = O% LUMBER] BRACING TOP CHO, D 2x4 SP No.1 TOP CHORD BOT CHO D 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 2-11: 2x4 SP No.2 REACTIO S (lb/size) 6=949/0-8-0 (min. 0-1-8), 12=1095/0-8-0 (min. 0-1-8) Max Horz 12=122(LC 6) Max Uplift6=-518(LC 8), 12=-690(LC 8) Max Grav 6=1022(LC 15), 12=1177(LC 16) FORCES + (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH f D 1-2=496/374, 2-3=-2419/1169, 3-4=2534/1224, 4-5=2400/1194, 5-6=-2218/1117 BOTCH �D 1-12=-351/568,11-12=-643/445,10-11=-1028/2327,6-7=-962/2054 WEBS 2-12=-1052/534,3-10=-157/322,7-10=-982/2083, 5-1 0=-1 15/324, 5-7=-437/316, 4-1 0=-428/1152, 3-11 =-434/366, 2-11 =-1 484/2872 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES III 1) UnbaI raced of live loads have been considered for this design. 2) Wind: ISCE 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; ,,,r,111 1 t r11111 Exp D; Lncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `�� QV I raj V /III 3) As req jested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `,� OQ. respon ibility of the fabricator to increase plate sizes to account for these factors. ,� , •'`G E N 4) Plates checked for a plus or minus b degree rotation about its center. ♦ •'• F••• 5) This t ss has been designed for a 10.0 Qsf bottom chord live load nonconcurrent with any other live loads. 6) *This russ 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 N 68182 * • • •:• fit be een the bottom chord and any other members, with BCDL = 10.Opsf. - 7) ProvidISE(S) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=518, - 12=69 '1]CC 8) "Semigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.T O F : •�LOADC Standard �O •• '. P; ' _��` I nnn1+►t�`� FL Cert. 6634 November 7,2013 L Ly ' -Verify destgr. parameters a--d RP.BD NOTES ON THIS AND INCLUDED AffTEKREP'EPENCE PAGE IVIfI-7473 BEFORE USE. Desig.� valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli 'ability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown my ff is for I �teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI iTek' erect 'r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri btion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Sale Information vailable from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 IiSoOtbern Pine�SPI lumber isspecified, the dezi-�n values are those effective 0610212023 bvALSC Job Truss Truss Type Qty Ply Mel-ry ConstructionT6008340 ��11 26019 B09 Roof Special 1 1 o tasr coast , ryss, ton rrorce, r�. avavo ID:4PYsa4zaYmScZUFPFGdxSQyCghV Gg9pdELKtmpmR9UdxoDwTToALhmvZg449itbyyLbCS 1-8-0 B-0-0 1-7-8 4.5-6 5-3-2 4x6 = 4.00 12 Scale = 1:38.5 3x4 5 1x4 II 3 8 2 5x5 = 1x4 II 6 `01 1,4 Ins d 5x8 = 1x4 II 1x4 II d 3xa 10 z.00 1z 1x4 II 1x4 II 8x8 = 3x8 I 1-0- 1-8-0 3-4-0 11-10-0 12- 1-8 17-4-14 8.1.4 22-8-0 1-0- 1 0-8-0 1-8-0 8-6-0 1-1-8 4-5-6 0-8-6 4-112 Plate Offsets X Y : 10:04-0 0-6-0 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.37 7-8 >680 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.70 8-9 >361 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.27 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 114 lb FT = O% LUMBER 11 BRACING TOP CHO,, D 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-8: 2x4 SP No.1, 11-12,6-12: 2x4 SP No.3 4-6-0 oc bracing: 7-8, 7-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-9 2-9: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation vide. REACTIO S (lb/size) 6=926/0-8-0 (min. 0-1-8), 10=1114/0-8-0 (min. 0-1-8) Max Horz 10=122(LC 7) Max Upliff6=-506(LC 8), 10=-704(LC 8) Max Grav 6=996(LC 15). 10=1195(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=-752/722,2-3=-1996/917,3-4=-2086/1098,4-5=-2888/1390,5-6=-4005/2019 BOTCH RD 1-10=-713/863, 9-10=-1010/661, 8-9=-1012/2444, 7-8=-1860/3826, 6-7=-1852/3807 WEBS 2-10=-11111459, 3-9=-558/517, 4-8=-475/1346, 5-8=-1200/727, 4-9=-710/174, 2-9=1516/2914 ,,11111111/11,1 NOTES `��� OV1N V�����' 1) Unbal ced roof live loads have been considered for this design. `� P 2) Wind: rSCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15f1; B=45ft; L=24ft; eave=4ft; Cat. II; ♦�♦ '� ••', Ci E N 5' • • •�� �i� Exp D; Encl., GCpi=0.1 B; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ♦ V F •• 3) As reg0ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the N 68182 responsibility of the fabricator to increase plate sizes to account for these factors. 4) The S I'd section of the plate is required to be placed over the splice line at joint(s) B. m 5) Plate() at joint(s) 1, 4, 6, 6, 10, 11, 12, 3, 9, 5, 7, 13 and 14 Checked for a plus or minus 0 degree rotation about its center. 6) Plate( at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. -0 7) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13 -r F (U 8) • This fuss 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 be peen the bottom chord and any other members, with BCDL = 1 O.Opsf. 9) Bearin ' at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �j 1 . • ` ♦♦ of bea `ng surface. J*_I ss • • • • ` \ ���, 10) Prov@e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 6=506, �I�� • •N AL ``��� 10=704. /111111111 11) "Se i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD C�l SE(S) Standard FL Cert. 6634 November 7,2013 WARNTNG - VMfy design parameters a-nd READ NOTES ON T_WS AND INCLUDED I TEK REPERENCE PAGE I4//-7473 EEPORE USE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrl ration, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality QUM[% DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safe 'Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 tf5olithernpine SPtlumber i>specified, the desisnvaluesare those effective06 01/2013byALSC Job Truss Truss Type Qty Ply Mel-ry Construction T8008341 26019 B10 Hip 1 1 jJ ob 14 eastcoasn rortrierce,rL.saaan ••�_����•^••��^�--^�••���--•--•^----•-•� ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-bGg9pdELK.impmR9Udx oDwT7nzLkNvaZ449itbyyLbCS �s. I n•a-o 22.8-0 1-8-0 2-5-8 2-2-8 4-8-0 4- 3-4-0 7-8.0 j 0.4.0 Scale = 1:39.2 4x4 = 4 4.00 12 3x4 5 3x4 3 I 2 9 8 5x= 6 0 7 6 N1 5x5 = 1x4 II � Ia d 3 I _ 10 4 — 5x6 11 2.00 12 8x8 = 3x6 _ 0-0 1-8-0 4-1-8 1-1-8 11 012b-8 15-0-0 22-8-0 -0-0 0-8-0 2-5-8 7-0.0 0.- 1-2-e 2-5-8 7-8-0 Plate Offs 'is (X Y): 18:0-2-8 0-3-41 111:0-5-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL ,20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.31 7 >815 240 MT20 244/190 TCDL Lumber Increase 1.25 BC 0.80 Vert(TL) -0.57 9-10 >438 180 BCLL I15.0 10.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.24 6 n/a We BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 97 lb FT = 0% LUMBER 1 BRACING TOP CHO,i D 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. 6-8: 2x4 SP No.t MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 2-10: 2x4 SP No.2 Installation guide, REACTIONS (lb/size) 6=928/0-8-0 (min. 0-1-8), 11=1112/0-8-0 (min. 0-1-8) Max Horz 11=-120(LC 6) Max Uplift6=-508(LC 8), 11=-702(LC 8) I Max Grav 6=998(LC 15). 11=1193(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=681/542, 2-3=-2287/1121, 3-4=-2654/1274, 4-5=3023/1540, 5-6=-3750/1857 BOT CH RD 1-11=-527/780, 10-11=-819/540, 9-10=-1014/2234, 8-9=-985/2397, 7-8=-1662/3542, 6-7=-1666/3563 WEBS 2-11=-1045/528, 3-9=-47/470, 4-8=-491/930, 3-10=-503/404, 4-9=-152/589, 5-8=-801/448, 2-10=1539/2928 NOTES 1) Unbal 2) Wind: Exp C 3) As let 4) Plate; 5) This ti 6) • This fit bet 7) Bearit of bez 8) Provi( 11=7( 9) "Semi LOAD C .4 111111111 ced roof live loads have been considered for this design. �%% %J I, N t,V .,��� SCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; ,t� PQ :ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �� 0 - E N :sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �� ,: • �,� S� •• �� bility of the fabricator to increase plate sizes to account for these factors. o lecked for a plus or minus 0 degree rotation about its center. N 68182 ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * •• * r iss 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 en the bottom chord and any other members, with BCDL = I O.Opsf. x at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity O Ig surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=508, ��� .• P •. ��, aid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A ` >E(s) Standard �1 N 11110 „0, FL Cert. 6634 November 7,2013 WARNING - Verify design parameters a.^, d RESD R01t WS ON MIS AND INCLUDED Ir =REFERENCE PAGE fi7f1-7473 BEFORE USE, Desi n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Apt Ii ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for ierai support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erec or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crilerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information 4voilable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33810-4115 IfSo _thern pine {513 lumber is specified, the design values are those effective 06lO2J2033 byALSC Truss Truss Type Qty Ply Mel.ry Construction T8008342 Pb all Hip 1 1 I 0 C O East coast I Ss, YOn Fierce, t-L. J4a40 rage , ID:4PYsa4zaYmSCZUFPFGdxSQyLdhV-3TDX1zFz5BugObkhBeJSTg00B14Ve2WDJpSQBPyLbCR 1-.0 5.4.0 9-0-0 13-8-0i 6-1-4 22-8-0 1- 'o 3-8-0 3-8-0 4-B-0 2-5-4 6-6-12 Scale = 1:39.2 4x4 = 5x5 = 4.00 12 4 5 1x4 i 3x4 % . 6 3 d t A 2 9 7 eS rat II 5x8 = a rn 10 5x5 = Ian d 5x5 = d 3x4 1 11 7x8 = 2.00 12 Us = I i 5-0-0 9-0-0 9- 8 14-2-12 14 3 zz-a-o 1-0. ' •a0 3-8.0 3-8-0 0- -8 5-1.4 0- -1 8-3-3 Plate Offs 'ts KY): 18:0-2-8 0-2-121 19:0-2-12.0-2-81. f 11:0-4-0 0-2-121 f LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL j20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.36 8 >702 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.64 8-17 >396 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.26 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 97 lb FT = 0% LUMBERII BRACING TOP CHOI.RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc pudins. BOT CH RD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. 7-8: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer 3-9,2-10: 2x4 SP No.2 Installation aumde. REACTI NS (lb/size) 7=930/0-8-0 (min. 0-1-8), 1 1=1 110/0-8-0 (min. 0-1-8) Max Horz 11=97(LC 6) Max Upiift7=-509(LC 8), 11=-701(LC 8) Max Grav 7=1002(LC 14), 11=1191(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH i D 1-2=546/212, 2-3=-2485/1204, 3-4=2756/1374, 4-5=2634/1353, 5-6=-3441/1715, 6-7=3796/1958 BOT CH RD 1-11=-257/660, 10-11=-495/326, 9-10=-1050/2381, 8-9=-1260/2840, 7-8=1777/3616 WEBS 2-11 =-1 060/665, 4-9=-194/590, 5-9=360/138, 5-8=-438/1043, 6-8=-392/354, 3-10=342/251, 3-9=115/416, 2-10=135712727 NOTES I� ♦♦ ♦,`,V 1 N „�/ iI 1) Unbal ced roof live loads have been considered for this design. 2) Wind: 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; �� Q F �j Exp D;�€ncl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `�♦ OP,•' C E N,3 ......... C� 3)Provid adequatedrainagetoprevent water ponding. `� '; •�,� �`�• 4) As req ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. No, 68182 5) Plates checked for a plus or minus 0 degree rotation about its center. * •• 6) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This 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 fit be een the bottom chord and any other members, with BCDL = 10.Opsf. . r 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity O% T 0 F . ��; of beat ing surface. .•�t P 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=509, 10) "Sergi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 112 N A�—�`♦♦�� LOAD C I SE(S) Standard FL Cert. 6634 November 7,2013 ® III Ven fy design paramefers cmd REAL' MOTES ON THIS AND INCLUDED bRTEKREF'E£i W_4' PAGE B271-7473 BEFORE USE. W Desi �ri11 valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. pp ability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabd btion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sate �Informatlon vai able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 2314. Tampa, FL 33610-4115 If5opthern Pine SP lumber i>specified, the deli=n v3lue3 are tha>e effective 06�0112013 byALSC Job I Truss Truss Type City Ply Mel-ry Construction T6008343 26019 I B12 Roof Special 1 1 IJob Reference (optional) test coast I ss. tort tierce, L. J4ti40 v a Fa= 7.43 201310cn in ueu'as � ,c. Mu nv , vo. �+• a ID:4PYsa4zaYmScZU FP FGdxSQyLdhV-XfnvEJ FbsUOXOIJII Mqh?uY9TBP9N Q6MYTB_gryLbC Q 11-8-0 4-0-0 7-0.0 13-1-8 14-6-4 1S-9-0 22-6-0 2-4-0 3-0-0 6-1-8 1-4-12 2-2-12 5-11-0 i1-8-0 Scale = 1:39.9 �I 3.28 12 4x4 4x8 5x5 = 4.00 12 6 I' 4 20 � .5 • , 1x4 3x4 % 7 3 w 2 r; 9 N 1 8 'n 11 10 5x5 = T� Id d 12 5x8 = Sx8 = 3 4 = 5x5 = 13 1.64 12 8x10 % 2 o0 12 i US = 1-0-0 1-B•0 4-0.0 7-0.0 7- 8 13-2-4 15-0-6 22-8-0 -Io-0 -8-0 2-4-0 3-0-0 0- -8 6-0-12 1-10-2 7-7-10 Plate Offs 'ts X Y : 4:0-5-4 0-2-0 5:0-2-8 Ede 9:0-2-8 0-3-0 t 2:0 2-8 0-1-12 13:0-2-4 0.5-4 I LOADIN (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.41 10 >617 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.71 10-11 >356 180 BCLL i 10.0 Rep Stress Incr YES WB 0.90 Horz(rL) 0.26 8 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 99 lb FT = O% LUMBER;I BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. it 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. BOTCH I RD 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing I 8-9: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 REACTIONS (Ib/size) 13=1114/0-8-0 (min. 0-1-8), 8=926/0-8-0 (min. 0-1-8) Max Horz 13=87(LC 7) Max Uplift 13=703(LC 8), 8=-506(LC 8) Max Grav 13=1195(LC 16), 8=996(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH 1-2=-741/508, 2-3=-1834/867, 3-4=-2767/1375, 4-5=-3535/1825, 5-6=-3626/1885, IRD 6-7=3544/1764, 7-8=-3856/1997 BOTCH RD 1-13=-478/902, 12-13=-776/488, 11-12=-737/1760, 10-11=-1173/2643, 9-10=-1326/2975, 8-9=1821 /3670 WEBS 2-1V1040/618, 4-11=-39/352, 4-10=-494/979, 5-10=-1204/741, 6-10=-524/919, 6-9=597/1296, 7-9=-380/319, 3-12=-514/320, 3-11=-449/982, 2-12=-1217/2411 ` NOTES N V�� 1) Unbar nced roof live loads have been considered for this design. 2) Wind: 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; ,�%% t'a C•E•Nl •' �0 , Exp D GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 : ',••� SF �• �� 3) Provid adequate drainage to prevent water ponding. j,Encl., 4) As m rested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the aibility N 68182 * •• respo of the fabricator to increase plate sizes to account for these factors. 5) Plates lchecked for a plus or minus 0 degree rotation about its center. 6) This t rss has been designed fora 10.0 psf bottom chord live load nonwncurrent with any other live loads. 'This nrss .� 7) 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 be seen the bottom chord and any other members, with BCDL = 10.Opsf. ; %T F 8) Bearing at joint(s) 8 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity ofbea'ngsurface. �� it* Q 4U. �Q•.•• \ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 13=703, ��j� l�sl • • • • • •' • >�� ��� = en fixity 10 Se i-rigid id Itchbreaks including heels" Member end fixi model was used in the analysis and design of this truss. P �!! N Ail % � ! � 9 9 Y g !1 LOAD C� SE(S) Standard � FL Cert. 6634 November 7,2013 W RWNG -Verify design parameters aad READ 1sOTES OAF THIS A1yD IA'CLUDED MTFX PEFEPENCE P.AGE 1W1-74731 BEFORE USE. Desl n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appl1 ability of design parameters and proper incorporation of component is responsbility of building designer - not truss designer. Bracing shown `Tii is for � teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the bracing the is the the building designer. For MiTek' erect r. Additional permanent of overall structure responsibility of general guidance regarding fabri btion,quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safe l nformatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. itSapthe rn Pine 15P) lumber is specified, the deign values are those effective 0610112013 byALSC 6904 Parke East Blvd. Tampa, FL 33810-0115 Job • Truss Truss Type Qty Ply Mel-ry Construction I T6008344 26019 B13G Roof Special Girder 1 1 East Coast Trus ', Fort Pierce, FL. 34946 r.43U s Jul zo zuts Mi I eK industries, inc. Thu Nov ur i4:55:34 zui s rage t ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-fofaTCJ7191g15mhCm RdUFB6WcsG6uCVzXLMNRyLXyt I8-0 5-0-0 8-6-8 9-11-4 12-1-0 15-1-13 17-4-9 22-8-0 �L8-0 3-4-0 3-6-8 1-4-12 2-1-12 3-0-13 2-2-12 5-3-7 Scale = 1:38.8 3.28 12 5x10 i 4.00 12 4x8 = 3x4 = 1x4 it 5x5 = 7 1x4 3 22 4 5 6 8 1 2 N 1 I 10 9 I 14 23 24 13 12 11 Sx8 M18SHS = T�1¢ 1- 7x8 = US = US= 5x14 M18SHS = 15 1.64 12 3x4l= 8x12 3x8 = 2.o0 12 I i - 1-8-0 8-6-8 9114 1221-812 15-7-15 22-8 -01--0 1- -8-0 353-6-3 7-0-1 Pate Offset-X Y : 1:0-1-6 Ed a 3:0-6-0 0-2-0 60-3-4 :0-8-0 0-2-12 9.0-3-14 0-0-10 1170-7-0 0-2-12 1470-3-8 0-34 15.0-2-12 0-5-4 LOADING psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plates Increase 115 TC 0.86 Vert(LL) 0.80 11 >314 240 MT20 244/190 TCDL Lumber Increase 1.25 BC 0.94 Vert(TL) -1.24 11 >203 180 M18SHS 244/190 15.0 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.35 9 n/a n/a BCDL 0.0 Code FBC2010rrP12007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER I BRACING TOP CHOF D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-1 oc puriins. BOT CHO D 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. 1-15: 2x4 SP No.2, 11-14: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except' be installed during truss erection, in accordance with Stabilizer 3-13,2-14: 2x4 SP No.2 Installation guide. I REACT10 $ (lb/size) 9=113210-8-0 (min. 0-1-8), 15=1543/0-8-0 (min. 0-1-14) Horz 15=78(LC 7) jlMax Max Uplift 9=-644(LC 8), 15=-1012(LC 8) Max Grav 9=1184(LC 2), 15=1591(LC 2) i FORCES �Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=12231715, 2-3=-3356/1945, 3-22=-5670/3230, 4-22=5670/3230, 4-5=-6317/3612, 5-6=-6317/3612,6-7=-6379/3631,7-8=-4741/2586,8-9=-4869/2709 BOT CHORD 1-15=-797/1491, 14-15=-1090/698, 14-23=-1744/3140, 23-24=-1744/3140, 13-24=-174413140, 12-13=-3107/5670, 11-12=-3414/6253, 10-11=-2079/4031, 9-10=-250614631 WEBS { 2-15=-1433/959,3-13=-1431/2655,4-13=-698/468,6-12=-555/203,6-11=-1833/1124, 7-11=-1541/2580, 7-10=-754/1567, 8-10=291/173, 4-12=-490/831, 2-14=2428/4192 f NOTES 001 N [.,' I V`4 , 1) Unbala ced roof live loads have been considered for this design. ♦♦0 ♦♦ Q` . 4�� 2) Wind: A CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. '� • �\ CC, E N S'� •�� �j 11; Exp Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,♦♦♦ i 3) Provide adequate drainage to prevent water ponding. N 68182 �. •; 4) As requ sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ., * ; * .. the res onsibility of the fabricator to increase plate sizes to account for these factors. 5) All plates are MT20 plates unless otherwise indicated. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 3. -0 tz 7) Plate(s) fat joint(s) 1, 6, 7, 9, 15, 10. 14. 13, 4, 11. 8, 5 and 12 checked fora plus or minus 0 degree rotation about its center. - '. T O F : 4U 8) Plate(s){at joint(s) 3 checked for a plus or minus 4 degree rotation about its center. 9) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, iop Q Q;•• �� `�. 10) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom BCDL = IO.Opsf. , ♦♦♦ � S • .. will fit between chord and any other members, with I ' �., N A� 11) Bearidg at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify t-y bearing �� 11 `',�♦♦♦ cepac of surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 644 lb uplift at joint 9 and 1012 lb uplift atem rigs. 13) "Semgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 { November 7,2013 LW�RMfiNT-Verifydes ignparametersandREAD MOTES ONTHIS AND INCLUDEDPJ'=REFEREIC:EPAGEIfff-7493BEFORE USE Design valid for use only with MBek 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 feral support of individual web members only. Additional temporary bracing to insure stobirity during construction Is the responsibility of the MiTek' erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri anon, quolify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Sale , formation Available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA g2314. Tampa, FL 33610-4116 45otithernPinetSP}lumberisspecifsed,the de --in vslue3eretho_eeffective06J0112013byAL5C Job ` Truss Puss Type Qty Ply Met-ry Construction T6008344 26019 B13G Roof Special Girder 1 1 Job Reference (optoonal) East Coast Trus i� Fort Pierce, FL. 34946 7.430 s Jul 25 2013 M7ek Industries, Inc. Thu Nov 07 14:55:34 2013 Page 2 ID:4PYsa4zaYmSCZUFPFGdxSQyLdhV-fofaTCJ7191g15mhCmRdUFB6WcsG6uCVzXLMN RyLXyt NOTES 14) Hanger( ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 117 lb up at 5-0-0 on top chord, and 110 Ib down and 139 lb u lat 5-1-8, 25 lb down and 10 lb up at 7-0-12, and 25 lb down and 10 lb up at 7-11-4, and 482 lb down and 328 lb up at 9-11-4 on bottom chord. The design1s lection of such connection device(s) is the responsibility of others. 15) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS9(S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L�lads (plf) V rt. 1-3=70, 3-6=-70, 6-7=-70, 7-9=70, 15-16=-20, 14-15=20, 11-14=-20, 10-11=-20, 10-19=-20 Concent ted Loads (Ib) ert: 3=-21(B) '14=110(B) 12=-478(B) 23=-13(B) 24=13(B) t9 I1F r - Veil design poor meters aad RFc n NOTES 01- THIS AND INUMED 167'EK REFEFFNCE PA E M71.7473 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli�abliity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility of the iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri Ption, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sofa Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lfsoathernPine JSPJlumberisspecified, the design valuesare those effectiveG6 O1f2013byAL5C Job Truss Truss Type Qty Ply Mel-ry construction T8008345 26019 �I� C01 G Hip Girder 1 1 b Re e ce o 'o East Coast Ti Fort Pierce, FL. 34948 r.4au s am za zula mu ex mausines, mc. i no Nov of u-4: i4 pus a rage 1 ID:4PYsa4zaYmScZUFP FGdxSQyLdhV-y ET2sK1T9P P6tC2S QU OOd WAI I MXpayepERQeHAyLbC N i 1-11-6 4-10-9 5-10-6 i 9-10-6 1-11-6 2-11.4 0-11-12 4-0-0 Scale = 1:19.1 4x4 = 4x4 = 3.28 12 4.00112 7x6 = 1.64112 z.uu L.12- axa i 1-1-14 1-11.6 4-11.6 6-8-14 9-10-6 1 _1_114 n_a_n i.Rn 1A Plate Offs 8ts (X.Y): 17:0-1-6 0-1-01. (8:0-3-12.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.07 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.12 7 >795 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC201 O/rP12007 (Matrix-M) Weight: 35 lb FT = 0% LUMBER +I BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIO S (lb/size) 5=348/0-8-0 (min. 0-1-8), 8=490/0-9-4 (min. 0-1-8) Max Horz 8=39(LC 7) i Max Uplift5=-178(LC 8), 8=-391(LC 8) Max Grav 5=374(LC 2), 8=524(LC 2) FORCES' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=605/375, 2-3=-591/236, 3-4=-543/240, 4-5=1053/450 BOTCH RD 1-8=420/637, 7-8=-139/528, 6-7=-268/712, 5-6=-368/997 WEBS 2-8=412/322, 3-7=-78/256, 4-6=-133/393 I NOTES 1) Unbal Aced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45f; L=24ft; eave=4ft; Cat. 11; Exp D;aEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �,�1� 3) Provid adequate drainage to prevent water ponding. ♦%0 Q01 N 4) As req rested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,,� OP. • `4� resposibility of the fabricator to increase plate sizes to account for these factors. ,� , ,•'� C E N S ' • i� 5) Plates checked for a plus or minus 0 degree rotation about its center. : F •�•• 6) This t 'Iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 6 8182 7) •This fuss 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 be een the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bead at joints) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ' of bea Ing surface. 'Q : • (r 9) Provid l mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=178, p .� T O F 6=391 10) "Se I. -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� •.� Q 11) Han er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 lb down and 62 lb up at 3-2-6, �j �.• ` �� and 11 lb down and 84 lb up at 5-10-6 on top chord, and 28 lb up at 3-2-6, and 11 lb down and 12 lb up at 4-11-6, and 29 lb down and4 up at 5-9-10 on bottom chord. The of such connction ��j ss ' • ` \ ��, s) is the 12) In th , 'LOAD CASE(S) section, applied to the fac�ce of the truss are tion noted as front (F) or back (Bresponsibility of others. ��� ry N A, ; 0� LOAD C'I SE(S) Standard FL C@rt. 6634 I November 7,2013 'ontinue on Daqe 2 W Verify design parameters and READ h1O rES OII THIS AND INCLUDED 16TEK REPEPI WE PAGE DII1.7473 BEFORE USE. ■ Design valid for use only with Mi ek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli abirity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for 9teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the GVIiTek• area or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri Ption, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBedc, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information Available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33810-0115 If So thernPinet5PFlumberissoecified,thede:irnvalue:arethoseeffective06 0112013bYALSC Job Truss Truss Type Qty Ply Mel-ry Construction T6008345 26019 I C01G Hip Girder 1 1 b e o a East Coast Tr4ss, Fort Pierce, FL. 34946 LOAD CAS(S) Standard 1) Dead + R,00f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform ]pads (plf) ert: 1-3=-70, 3-4=-70, 4-5=-70, 8-9=-20, 7-8=-20, 6-7=-20, 6-12=-20 Concent�led Loads (lb) �ert:4=15(B)7=-6(B)15=45(B)16=10(B)17=-14(B) uec I D:4PYsa4zaYmScZU FP FGdxSQyLdhV-y ET2sKIT9P P6tC2S QU 00d WAIIMXpaye pE RQeHAyLbC N W FCr - Verify design parwrtd s a..,d RP4D ArOms off mis AND IJ LADED zffrE i RRPEREP cE PACrE MY-7473 REF ORE USE. Des! ii valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for on individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for sterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the f�iiTek' erec or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ration, quality 4cont`rol, storage, delivery, erection and bracing, consult ANSI/rPll quality CCriteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. IfSoGthernPine(SFtlulmfber spelcified,thedels .nvalueesare thole effective061011C2J23bvALSC Tampa, FL33810-4115 Job Truss Truss Type Qty Ply Mel-ry Construction i T6008346 26019 CO2 Roof Special 1 1 Job a ce io East Coast Truss, Fort Pierce, FL. 34946 1-11-6 3.28 12 4-2-15 1.43u s uul zo zut a mi I ea mousmes, inc. Thu Nov u r ue:w; ry cui 3 rage s ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-yET2sKIT9PP6tC2S0000dWAkMM W Way7pERQeHAyLbCN 11-3-2 4x6 5-0-14 4.00 112 Scale = 1:18.8 4 1 5x5 = A d 13x4 = d �I 1.64 12 2.00 b2- 6 3x4 7x6 = 1-1-14 1-11-6 6-8-7 1-3-2 11-1-14 0-9-8 4-9-1 4-6-12 Plate Offs 'ts X 3:0-3-0 0-0-1 6:0-3-12 0-2-12 l(psf) LOADIN SPACING 2-0-0 CSI DEFL in (loc) Web L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.11 5-12 >991 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.19 5-12 >602 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 37 lb FT = 0% LUMBER] BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins. BOT CH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb/size) 4=433/0-8-0 (min. 0-1-8), 6=581/0-94 (min. 0-1-8) Max Horz 6=49(LC 7) Max Uplift4=-230(LC 8), 6=-430(LC 8) Max Grav4=468(LC 15), 6=624(LC 16) FORCESIII (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 1-2=1033/645, 2-3=-10191491, 3-4=1241/531 BOTCH RD 1-6=-730/1065, 5-6=-376/945, 4-5=-430/1170 WEBS 2-6=566/455, 3-5=-110/496 NOTES 1) Unbal 2) Wind: Exp C 3) As rat respo 4) Plate: 5) This tl 6) • This fit bets 7) Beadr of beE 8) Provic 9) "Sei LOAD ced roof live loads have been considered for this design. 3CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511t; B=45ft; L=24ft; eave=4ft; Cat. Il; :ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,,t jj 111111 �sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `♦� Q� I N bility of the fabricator to increase plate sizes to account for these factors. ♦♦ P lecked for a plus or minus 0 degree rotation about its center. ♦♦♦ '�.•• `G E �/ S' ' •.��1 �i� ,s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : •• V F iss has been designed for alive load cf 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = N 68182 en the bottom chord and any other members, with BCDL = 10.0psf. * •:• at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Ig surface. - mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 4=230, -9cc Z T OF 4 aid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i (� •• • �� iE(S) Standard '�j - ' �•� P;••��>`, C? FL Cert. 6634 November 7,2013 'HIVG - verzjg dwifgn parameters and READ NOTES ON THIS AND INCLUDED AMTEK REFEcRENCE PAGE MI.7473 EEFOIL RISE. olid for use onlywith Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component.• iility of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown g� rol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IVIiTek` Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Din, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crilerlo, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. ormation available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 ernPinef5Ptlumber is.Specified, the desi-=nv3luesare those effective06 81/2913byAL5C Job Truss Truss Type Qty Ply Mel-ry Construction I T6008347 26019 �'l CO3 Roof Special 1 1 e ce o do a East Coast Tr)Iss, Fort Pierce, FL. 34946 3.26 12 6 7x6 = 5-0-3 1.64 12 LOADIN TCLL TCDL BCLL BCDL I POS.0 20.0 15.0 110.0' 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI TC 0.69 BC 0.58 WB 0.22 (Matrix-M) LUMBERI TOP CH .�2D 2x4 SP No.2 BOT CH RD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTI r) NS (lb/size) 4=500/0-8-0 (min. 0-1-8), 6=640/0-9-4 (min. 0-1-8) Max Horz 6=55(LC 7) Max Uplift4=-268(LC 8), 6=461(LC 8) Max Grav 4=539(LC 15), 6=687(LC 16) FORCES j (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1281/776, 2-3=-1266/617, 3-4=1528/674 BOTCH RD 1-6=-882/1318, 5-6=-490/1182, 4-5=556/1435 WEBS I, 2-6=-652/524, 3-5=-146/600 NOTES 1) Unbal 2) Wind: Exp 0 3) As re( 4) Plate: 5) This It 6) • This fit beh 7) Beadr of bea 8) Provic 9) "Set LOAD 7.430 s Jul 2:. zui 3 mIeKInausmes,mc. inurvovurua:waotoio Pager ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-QQ1 Q4gl5wjXzUMce_CvdAkjtMmgHJOkyT49BpcyLbCM 4x6 % 5x5 = 5-8.7 Scale = 1:21.2 4.00 12 2.00 12 3x4 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.16 5-12 >829 240 MT20 244/190 Vert(TL) -0.26 5-12 >496 180 Horz(TL) 0.09 4 n/a n/a Weight: 41 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 74-9 oc bracing. MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer 4 N 6 Id Iced roof live loads have been considered for this design. 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; _ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,%1111 i 1111j'r. ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ,�� Qv N Vt�/ It ibility of the fabricator to increase plate sizes to account for these factors. ` % 6 • • • • • • -, hacked for a plus or minus 0 degree rotation about its center. ♦♦ , ,• G E N 3 • •,• is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ V F iss 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 68182 en the bottom chord and any other members, with BCDL = 10.Opsf. * * o at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ig surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=268, '0 ; T OF gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 3E(S) Standard ��j� e �f• � 1♦♦ 1111111i1�� FL Cert. 6634 November 7,2013 A 4 'I NG - Verf design parameters a.,d READ MOTES OIL 7HIS AND INCLUDED 16=RSPERENCE PAGE 11211.7473 BEFORE USE, Desk �S valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Ap .1 ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for ateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek erec or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabri ration, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crnerla, DSB-89 and BCSI Bunding Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Z2314. Tampa, FL 33610-4115 l5outhern Pine JSP} lumber is specified, the de=_ien values are those of ective46J�1/2013 byALSC Job Truss Truss Type Qty Ply Mel-ry Construction ��l T6008348 26019 { C04 Roof Special 1 1 e re c o a East Coast Truss, Fort Pierce, FL. 34946 3x4 2 1 bl 6-4-0 3.28 12 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Nov 07 09:14:15 2013 Page 1 ID:4PYsa4zaYmScZUFPFGdxSQyLdhV-QQ1 Q4g I5wjXzUMce_CvdAkjvHmp9JNxyT49BpcyLbCM 12-8-0 4x6 % 5x5 = 6-4-0 4.00 12 Scale = 1:21.2 1.64 12 2.OD L12 3x4 = I 6-10-2 5-9-14 Plate Offsets X Y : 1:0-1-14 0-3-8 3:0-3-00-0-1 LOADIN i(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.13 5-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.23 5-12 >656 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.08 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 43 lb FT = 0% LUMBERII BRACING TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc pudins. BOT CH fD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0 be Installed during truss erection, in accordance with Stabilizer REACTI NS (lb/size) 1=568/0-6-10 (min. 0-1-8), 4=572/0-8-0 (min. 0-1-8) Max Horz 1=-55(LC 6) Max Uplift 1 =-313(LC 8), 4=-314(LC 8) Max Grav 1=61 O(LC 15), 4=614(LC 15) FORCE l (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CH RD 1-3=-1564/815, 3-4=-1877/903 BOT CH RD 1-5=677/1487, 4-5=769/1772 WEBS l 3-5=-228/728 NOTES 1) Unbal n.d roof live loads have been considered for this design. 2) Wind: 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; Exp D IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 DOL=1.60 111 1111, plate grip 3) As re nested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the %%J1111► `��� Qv t N respo sibility of the fabricator to increase plate sizes to account for these factors. 4) Platenchecked for a plus or minus 0 degree rotation about its center. ♦ P. ,��.•'� Ci E N S ' •. `� �i� 5) This t ss 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 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will g y ♦ •• F fit be peen the bottom chord and any other members with BCDL = 10.Opsf. 7) Bead g atjoints) 1, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verifycapac 82 , of bearing surface. 8) Provi a mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoints) except (jt=lb) 1=313,9) OFLOAD Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4Nb C` E�.��• i FL Cert. 6634 November 7,2013 b, 0 VeHfy design paramefeis and RE.9D HOTT3S ON THIS AM INCLUDED M7TEK REFERENCE PAGE 161-7473 BEFORE USE. Desi �n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., App lity, cability of design parameters and proper incorporation of component is responsibof building designer- not truss designer. Bracing shown is forli,ateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the iViiTek� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabn,4'ation, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Cri erta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon 4� !!able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA p2314. Tampa. FL 33610-0115 115duthern Pine tSPF lumber isspecified, thedesi, l uatues are those effective 06i0112013 bvALSC Job Truss Truss Type City Ply Mel-ry Construction T6008349 26019 ICI COS Roof Special 1 1 o ce o 'o ai Fast coast i r0ss, tort Tierce, tL. ;54s4c 1-2-1 4-6-6 3.28 12 I 2 4 II 4x4 = II1 N I I I I 1 13x4 = 6 5x10 = 1.64 12 5x5 5x5 = r.— . — co 1u i o n... .... rugn ID:4PYsa4zaYmSCZUFPFGdxSQyLdhV-udboHOJkhl fp6WBgXvQsixG2B98R2gj5hkvlL3yLbCL 6-11-9 4.00112 2.00 L]2 3x4 Scale = 1:22.5 1-2-13 4-11-12 6-5-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.15 5-10 >999 240 MT20 244/190 TCDL 115.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.25 5-10 >599 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 4 n/a n/a BCDL 110.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 51 lb FT = 0% LUMBER BRACING TOP CH RD 2x4 SP No.2 IRD TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc pudins, except BOT CH 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTI S (lb/size) 7=561/Mechanical, 4=566/0-8-0 (min. 0-1-8) guide, Max Horz 7=-80(LC 8) Max Uplift 7=-310(LC 8), 4=-309(LC 8) Max Grav 7=602(LC 15), 4=607(LC 15) FORCES'l (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-839/454, 34=-1746/819 BOTCH IRD 6-7=-306/767, 5-6=-599/1381, 4-5=-680/1644 WEBS it 2-7=-950/480, 3-6=-666/314, 3-5=-210/713 NOTES 1) Unbal 2) Wind: Exp E 3) Provic 4) As re( 5) Plates 6) This tl 7) ' This fit bets 8) Refer 9) Bearir of beE 10) Prov 4=3( 11) "Ser LOAD C ced roof live loads have been considered for this design. 3CE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; :ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,`{{{► { i �irIIII adequate drainage to prevent water ponding. `%0 0.0 N V III riled, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the � OQ • .......... bility of the fabricator to increase plate sizes to account for these factors. G E N�i lecked for a plus or minus 0 degree rotation about its center. S� ,s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 r iss 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 * * „ BIT the bottom chord and any other members, with BCDL = I O.Opsf. girder(s) for truss to truss connections. at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Ig surface. i T F : •441 Z. 1 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=310, ((y lgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��j 1 0.••� �� )E(S) Standard fill III FL Cert. 6634 November 7,2013 W. Verify design patramefem and READ NOTES ON THIS AAFD INCLUDED I TEKKREFERENCE PAGE IGI.7473 BEFORE USE. Des i �n valid for use only with MiTek connectors. This design isbased only upon parameters shown, and is for an individual building component. Appl cabilfy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for oteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IyiTek• erec br. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fob' 'otion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cr9erlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information 44vailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 li5 itthernPinesSP}lum6erisspecified,the-de_ienvalues aretho-se effective06/01/2013bvAL5C r Job Truss Truss Type Qty Ply Mel-ry construction T6008350 28019 I MGA Monopitch Girder 1 1 Job Reference (optional) East Coast' Fort Pierce, FL. 34946 4x4 4-0-0 7.430 s Jul 25 2013 MITek Industries, Inc. Tnu Nov 07 09:14:16 2013 Page 1 ID:4PYsa4zaYmScZU FPFGdxSQyLdhV-udboHOJkhl fp6WBgXvQsixG9ogDW2uS5hkvIL3yLbC L Scale = 1:13.0 LOADIN (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.03 3-6 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(rL) 0.01 1 n/a n/a BCDL 1 10.0 Code FBC2010/rP12007 (Matrix-M) o Weight: 20 lb FT = 0 /o LUMBER BRACING TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT CH RD 2x8 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTI JVS (Ib/size) 1=390/0-8-0 (min. 0-1-8), 3=498/Mechanical Max Horz 1=94(LC 8) III Max Upliftl=-198(LC 8), 3=-308(LC 8) Max Grav 1=406(LC 2), 3=518(LC 2) FORCES � (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES 1) Wind: Exp C 2) As re( 3) Plate: 4) This tl 5) • This fit be6 6) Refer 7) Bearir of be. 8) Provic 9) "Sem 10) Han 2-3- 11) In th LOAD C 1) Dead ,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; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ;ibility of the fabricator to increase plate sizes to account for these factors. :hecked for a plus or minus 0 degree rotation about its center. ss has been designed for a 10.0 bottom chord live load noncwncurrent with any other live loads. I I t 111 /IIIII psf has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 wide will `,��I I N III uss a of on chord all areas where a rectangle ♦♦� Qt, V F� ;en the bottom chord and any other members, with BCDL = 10.Opsf. for truss to truss connections. `♦ Q. I� Ci E N S • • �� �i� girder(s) 1 to ANSIfTPI 1 to formula. Building designer should verify capacity `ice '� .•'� •' V F•••• at joint(s) considers parallel grain value using angle grain ` ng surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=198, • * N 68182 �:• gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 557 lb down and 330 lb up at -p ' on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �} ;• -r O F •,' (U LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). !L SE(S) Standard Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 �j • 1 �;.•\Gi\ `♦� III ss ... •• \ %♦♦ I Loads (pit) I (v%% % Vert: 1-2=-70, 3-4=-20 /11111t% trated Loads (lb) Vert: 7=-541(8) FL Cert. 6634 November 7,2013 AL 1 S4A 1 11- Verify design parameters and READ DOTES ON7HIS AND 7AGLUDED MiTEF REFERENCE PAGE MIt-7473 BEFORE USE. Desi In valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.. Ap fcabifity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is to'Iaterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MITek, ere for. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fob Cation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safe Information 4vatfable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA p2314. Tampa. FL 336104115 if8 Ithem Pine l lumberis3pecified,thedesignvaluesarethoseeffective95J02j2033bvALSC p Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14_a " 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-bracing, is always required. See BCSI. T 9� - /16 cl-2 cgs 2. Truss bracing must be designed by an engineer. For 4 0 WEBS ca,� Uf ,y p O �> 3 1�Y� 3 OM 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 d�p U stack materials on inadequately braced trusses. O� 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6- CS 6 designer, erection supervisor, property owner and plates 0-'Ad' from outside BOTTOM CHORDS 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 MiTek 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 4 ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to x 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 Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated b symbol shown and/or y y SYP represents values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 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 number where bearings occur. 17. Install and load vertically unless indicated otherwise. --,Bi 18. 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 plonne.CtecLW_o-od Truss_Cons1Euc5oll._ DSB-89: Design Standard for Bracing. ra and pictures) before use. Reviewing pictures alone BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 02/26/2013