Loading...
HomeMy WebLinkAboutMITEK - ENGINEERING120,3' D�S�i Lumber design values are in actor ante with All 1-2007 section 6.3 These truss designs rely on lumber values established by others. _ COPY MITek M � �,tµ.� RE: 23503 - #23503 - Phoenix - Steger MITek USA, Inc. Site Information 6904 Parke East Blvd. Customer Info: Phoenix Project Name: Steger Res. Model: custom Tampa, FL33004115 Lot/Block: na Subdivision: na A ,o Address: 8316 S. Ocean Drive o 15 City: Ft. Pierce State: St. Lucie Cnty, FI 0O a a k -2 o Name Address and License # of Structural Engineer of Record, If there Is one, fqr the ding. Y 'a b $ 00 Name: License #: o �a ° Address: '� ow yo o 0 City: State: u $ e '� " c c w M General Truss Engineering Criteria 8, Design Loads (Individual Truss Design gZWing& ow specim „ , y •o L Q C S Loading Conditions): ►- x O'e &- o u o y Design Code: FBC2007/TPI2002 Design Program: MITek 20/20 7.� r,,, .0 c °' Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psfr� v Roof Load: 32.0 psf (+1 '^� c This package includes 90 individual, dated Truss Design Drawings and 0 Additionalmwings B o = d With my seal affixed to this sheet, 1 hereby certify that I am the Truss Design EngineK"rid thi in ex sheet) conforms to 61 G15-31.003, section 5 of the Florida Board of Professional EngineersmIes. No. Seal# Truss Name Date No. Seat# Truss Name Date 1 T4396629 -CJ1 5/18/012 18 T4395646 -ERA 5/18/012 2 T4395630 -CJ1C 5/18/012 19 T4395647 -EJ7C 5/18/012 3 T4395631 -CJIG 20 T4395648 -ERE /18/012 4 T4395632 -CJ3 5/18/012 21 T4395649 -EJ7F 6/18/012 5 IT4395633 -CJ3C 5/18/012 22 T4395650 -EJC 5118/0.12 4 95 -CJ3E 5/18/012 23 T43 5651 -HJ5 5/ 8/012 7 T4395635 ^CJ3E2 effij24 T4395652 -HJ7 8 T4395636 -CJ3G .5/1 5/18/012 25 T4395653 -HJ7A 5/18/012 9 T4395637 -CJ5 5/18/012 26 T4395654 -HJ7C /181012 10 T4395 38 -CJ5A5/18/012 27 T4 95655 -HRE 5/18/012 11 IT4395639 I -CJ5A2 5 18 1 28 T4395656 -HJ7G 5/18/012 12 T4395640 I -CJ5C 5/18/012 29 T4395657 -HJC 5/18/012 13 T4395641 -CJ5E 5/181012 30 T4395658 AM 5/18/012 14 T4395B42 -CJ5E2 5/ /012 31 T4395659 A2 5/18/012 15 T4395643 -CJ5F 5/18101232 T4395660 A3 /18101 18 IT4395644 -EJ5 33 T439566' A45/18/012 17 T4395645 -EJ7 5/18/012 34 T439 2 A5 5 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. il' SCANNED BY �9t. Lucie County i r �CENS�..•9� STATE OF .; FL Cert. 6634 May 18,2012 Alban, Thomas 1 of 2 RE: 23503 - #23503 - Phoenix - Steger Site Information: Customer Info: Phoenix Project Name: Steger Res. Model: custom Lot/Block: na Subdivision: na Address: 8316 S. Ocean Drive City: Ft. Pierce State: St. Lucie Cnty, FI INo. Seal# Tru Truss Name Date No. Seal# Truss Name Date 35 IT4395663 IA6 5/18/012 178 T4395706 G4 5/18/012 36 114 IA7 5/18/012 179 I T4395707 H1 H 5/18/012 T4395665 AS 012 80 T4395708 P81 5/18/01237 38 T4395666 A9 L5/101 T4395709 P62 5/18/012 139 T4395667 81H T4395710 V4 5118/012 1 40 IT4395668 IB2 5/18/012 83 T4395711 V8 5/18/012 41 T4395669 C1H 5/18/012184 1T4395712_V12 15/18/0121 42 T4395670 IC2 15/18/012 185 1T4395713 V16 15/18/012 1 43 T4395671 C3 5/18/012 86 T4395714 V20 5/18/012 44 T4395672 C4 5/18/012 87 T4395715 V24 5/18/012 45 T4395673 C5 5/18l012 88 T4395716 VM2 5/18/012 46 T4395674 IC6 5/18/012 189 1T4395717 VM4 5/18/012 47 T4395675 C7G 5/18/012 90 T4395718 VM4 5/18/012 48 49 T4395676 T4395677 1C8G D1 5/18/012 5/18/012 1 1 1 1 50 T4395678 I D2 5/18/012 51 T4395679 D3G 5/18/012 52 T4395680 E1H 5/18/012 53 IT4395681 E2 5/18/012 54 IT4395682 E3 5/18/012 55 4395683 1 I E4 5/18/012 56 T4395684 E5 5/18/012 I57 T4395685 E6 5/18/012 58 T4395686 E7 5/18/012 159 IT4395687 JE8 15/18/012 J 60 T4395688 E9 5/18/012 61 �T4395689 E10 5/18/012 162 63 IT4395690 IT4395691 1 Ell JE12 15/18/012 5/18/012 64 T4395692 IE13 5/18/012 65 T4395693 E14 5/18/012 66 T4395694 E15 5/18/012 67 T4395695 E16G 5/18/012 68 T4395696 F1H 5/18/012 69 T4395697 F2 5/18/012 70 1T4395698 - F3 5/18/012 71 IT4395699 IF4 5/18/012 172 IT4395700 I F5 15/18/012 173 IT4395701 IFS 15/18/012 74 T4395702 F7G 75 T4395703 G1H :118l012 5/18/012 76 IT4395704 I G2 15/18/012 77 IT4395705 IG3 5/18/012 2 of 2 Job Truss Truss Type Cry Ply nf;503-Phoenix-Steger 23503 -CJt JeakApen Truss 23 1 Job Refemnw (opt' East Coast Truss, Fart Pierce, FL MM Hun: n,.: a69 Yeal9 lull rnnci,..aPprzizull MI I ee Inaveaes,In4 r'n Mey l 0ll:aC:...... ..... ID:Zg7vPAueutxCFkvELK_L3gzlFgO t4XvkPdnljJa4ofJ9n%6fbS1_gVJDOyMjeglJzFHjB 2 scale-1:10.8 Plate Offsets (KY), 12,0-1-1 0-1-121 LOADING (psf) SPACING 24)-0 CSI DEFL In (roc) gdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) , 0.00 9 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 veri(TL) 0.00 9 >999 180 BCLL 0.0 Rep Stress Ina YES W3 0.00 Hom(TL) 0.00 3 nla n/a BCDL 5.0 Code FBC2007/rPI2002 (Matrix-M) Weight: 8lb FTa20% LUMBER BRACING TOP CHORD 2x4 SYP No.t TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc pudins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left: 2x4 SYP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=22310-8-0 (min.0-1-8), 3=38/Mechaniwl, 6=42IMechanipI Max Horz 2=250(LC 8) Max Uplift 2=747(LC 8), 3=-47(LC 2). 6=53(LC 2) Max Gmv 2=272(LC 2), 3=157(LC 8), 6=193(LC 8) FORCES (Ib)-Max. Comp./Max.Ten.-All forces 250(Ib) or less exceptwhen shown. TOP CHORD 23=5961178 BOTCHORD 2-6=114/281 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psC BCDL=3.Opsh h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end ver0al left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. ive 1 pert bottom chord ve load ss has been designed for a lie reas 3.&0 tall by 2-0.0 wWss A.r q���i,♦ the bottom chordInall ant lad of 20.Opsf on.0 4)?Thisis has been designed for a where al rectangle wide fit between the bottom and any other members. ,,,0`JPS • • •`• • will chord 5) Refer to for truss to truss connections. ,� O\`t'�,. � ,. G ENS •• B9 ♦♦� girder(a) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747 Ib uplift at joint 2, 471b uplift at joint ,Z,. ]� V 3 and 531b uplift at joint 6. w 3938 7)"Semkigid pilchbreaks including Fiesta' Member end fixity model was used in the analysis and design of this truss. � .�• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard �fR: ATE v ♦�iO�� < O R F- N C? ♦,��SSIONA� is � FL Cert. 6634 May 18,2012 Awelamm-VerylymtgnparmnehaenaRIMAVM GNIBIS AMIRMEWNak=R&FMERCereDsmra473BEFDnBUSK ■■■ Dedgnvand fauna onysdih Miekconnectoa. This design B based any upon paamelersshown. and is loran Individual binding component. ��• ApplkablGN of dedgn pammetere and praperincorpomHon of component B huponsiolly of bulding designee - not hum doegner. Bracing shovm h for lateral support of lndiddual veb members only. Additional temporary bracing to insure debility during constriction b the rapmiblliy of the MiTek' erector. Add1ional pemanent bracing of the overall structure is theresponablry of the building dedgnw. Forgweal guidance regarding fabricationi quality control. doage, delNey. erection and bracing, comull ANSI/rPll Quarlly CMetlo, D111419 and Bar BuldIng Component 6904Papa Feel Bind. Safay lnlormalion available rromimss Plate lnslibte.]81N. Lea5heel. SuAe312 Alexandria. VA 22314. Tempe, FL 0361gd115 tt Sataem Pme SPorS Mmberis spetlfie Medea vatues ate muse effective aAlflm2 ALSC or proposed by SRB. Job Truss Truss Type Oty Piy a235a3-Phoenix-Steger 235M - lc Jads-0pen Truss 4 1 Job Referman pfmon.11 Eeel CoeslTNSa, FOIL Pietro, FL 34845 7.350 a Apr23201ZMIIeM Inau3mee, InL ra May ltl 1Z: 4:41 ZOR V8901 ID2g7vPAugulxOFkvELK L3gzIFgO u51KOICRvRIwni129ZhHPC2gjClGDKDOZSDIMFHUC -2-00 0-114 tAA 2M atiA 3iz Sale =1:10b LOADING (psf) SPACING 2 -0 CSI DEFL in (roc) gde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Ven(LL) -0.01 5 >999 240 MT20 2441190 TCDL 7.0 Lumbef Increase 1.25 BC 0.02 Vert(TL) -0.01 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Hoa(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2007RPI2002 (Matrix-M) Weight: 8lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOTCHORD 2x6 SYP No.2 BOTCHORD Rigid ceiling directly applied or B-0-0 oc bracing. WEBS 2x4 SYP No.3 MITek recommends that Stabilizers and required cross bacng be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=22310-8-0 (min. 0-1-8),3=81/Mechanical Max Ham 2=250(LC 8) Max Uplift 2=715(LC 8), 3=-101(LC 2) Max Grav 2=272(LC 2), 3=317(LC 8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=566/181 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=41ft; 8=45ft; L-2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); camilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANS" 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715lb uplift at joint 2 and 101 Ile uplift at joint 3. 8) "Semkrigid pkchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2612 A WARIBM- Vcrgg dei9nparmndeas a tdREAD NOTES 097MB AND MUDDED DOWREFERSPICS PAGBOI-7473 BEFORE OS& Deslgnvolld fa use only With Wek connectors. This design h eased any upon pammeterssha .and is fora" Indilduel building component. ITS[Applkabifty of design Parameters and preaerincorPomllon of componenth responslbuty of building designer. not truss designer. Bracing shown IsfwloteraisuppodoflndMduciv bmembersonM. Additional tempaarybracingtolnusestoblBtyeluding construction8MenesponslellGryofthe Welk'erector. Additional permanent bracing of theaveNB shuctae Is the reseasdbifly of the building designee Forgenenel guidance regarding fabrication. quality central,storage. delivery. erection and bracing. consult Al Quallly CMeda,DSB-89 and B6l Bonding Component 69Dl Parke Fast BIW. o�dsableif Southern Pale SPa or from isss Plsafelnifitud, the design Wags am Mote effective 06'01=2 ALM or proposed by SRB. Tempe, FL 33818d115 Job Truss Truss Type Lily Ply 823503-Phoenix-Steger 2MD3 - 11G Jeck-Gpen Truss 1 1 8 I East Coast Truss, Fort Pierce, FL Mass nun: r.wu a reo zo zmz rnm: r.uw anprm zmx mi ma muusmea, ins rn may jai i,o.so m ra ratio i ID:Zg7vPAugulxOFkvELK_L3gzlFgOLN5lylePoORRhxEVV2LCp7a_Ewc9PodMNNi2mzFHj7 Refer to MiTek "TOE -NAIL" Detail for connection to D0 supporting carrier truss (typ all applicable jacks on this job) SIM = LOADING (Pat) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.03 TCDL 7.0 Lumber Increase 1.25 BC 0.04 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 5.0 Code FBC2007ITP12002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP No.3 BOT CHORD 2x4 SYP No.3 REACTIONS (lb/size) 1=23/0-8-0 (min. 0-1-8), 2=19/Mechanical, 5=9/Mechanical Max Hoa 1=64(LC 8) Max Uplift 1=4(LC 8), 2-75(LC 8), 5=16(LC 8) Max Gmv i=28(LC 2), 2=25(LC 6), 5-18(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale -1:8.4 DEFL In (loc) gde0 Ud PLATES GRIP Vert(LL) -0.00 8 >999 240 MT20 244/190 Vert(TL) -0.00 8 >999 180 Ho¢(TL) -0.00 2 rda n/a Weight: 3lb FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 14)-0 act purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MRek recommends that Stabilizers and required chose bracing be installed during truss erection, in accordance with Stabilizer Installation outdo. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psY BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed: MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcurtem with any other live loads. 4) ' This truss has been designed for a like load of 20.0psr on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 1, 75 lb uplift at joint 2 and 16 lb uplift at joint S. 7) 'Semi -rigid pltchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is aways required. LOAD CASE(S) Standard A,(0RIIOP, a- ONALEC FL Cert. 6634 May 18,2012 AwARN(NG-very; desisnpmmrsten andRw iii ON"176.01 m Lr1U80 MWRBPBRSNCBFAGS JUI-7473 BEFORE USE aaa ■ Design wild for use only with Wek connectors. The design b based a lyupon parameters shows. and b for an lndMdual building component.• Applicabllity, of design parameters and proper incorporation of component b responsbiiry of buiding designer -not Truss designer. Binding shovm b forlateral support of ind'Mdual web members only. Additional temporary bracing to Insure slabllitydudng cvnshuction b the reasonability of the MiTek' erector, Additional pemnnenl bracing of the overall skuotore tithe respomiblBty of the building designer. Forgenerai guidance regarding fabrication, quality conkol storage, delivery. erection and bracing• consult ANSI/IPI1 clearly Works, DSa-e9 and BCSI Belding Component 69M Parke Fast BIW. 9aroHlaarne , available from Tmss Plate lnsfitute,781 N. Lee Sheet. Suite 312 Almrondrla. VA 2Z1i4. ff 5outhem Fine SP or lumberls specgk4 the design Woes ere those effective 0161=2 by ALSO or proposed by SRO. Tampa, R 3351"115 Job Truss Truss Type Oly Ply Q3503-Phoenix-Ste9er 23503 -CJ3 Jack -Open Truss 21 1 ReferenceJob ti a EeSt Coea1 Tu59, Fod Pie., FL 34946 Rua: T340 a Feb 242012 Pant 7.3J0 S Apr23 2012 Mllelt IOaueNes, Ina Yn May 1011Dtl402012 YBBa 1 ID:Zg7vPAugulxQFkvELN L3gzlFg6LN51ylePoORRhxEVjWLCp7TkED9PooMNNi7mzFHj7 -2-0-0 2-0-0 Scale -1:16.7 LOADING (psQ SPACING 2-0-0 CSI DEFL In (too) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 3 n/a Na BCDL 5.0 Code FBC2007rfP12002 (Matrix-M) Weight: 14lb FT-20% LUMBER TOP CHORD 2x4 SYP No.1 BOTCHORD 2x4SYPNo.3 WEDGE Left: 2x4 SYP No.2 REACTIONS (lb/size) 3=41/Mechanical, 2=203/0-8-0 (min. 041 8), 4=6/1,11ec6nipl Max Horz 2=374(LC 8) Max Uplift 3=414fLC 8), 2=505(LC 8) Max Gray 3=85(LC 6). 2=245(LC 2), 4=39(LC 10) FORCES (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=746/205 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wmd: ASCE 7-05; 140mph (3-secand gust); TCDL=4.2psY, BCDL-3.Opsf, h=41ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple cencu ent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 24P0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for "as to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1141b uplift at joint 3 and 5051b uplift at joint 2. 7) °Sen igid phohbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AwARNfti.veto dcignParmmhrsoadRaw mom ONTrus Alto iymugmkUisKRRFIDtRflCRFAGS MUI-7473AWRBUSA ■■ Design vdild for use only v th MTek connearm This design is based any upon prnamalers shown, and is for an Individual bullding component. Iva Applicability of design parameters and proper tnco,poratbn of component 6 responsbTty of building designer -not truss designer. Bracing shown Isforlot.i.pportofhdMduotwxbmembersonty. Additional temporarybmchgtolmmestobinydugngconshuctlona the responslioln of the 11A erectors Addmtonal peloneni bracing of she overall shuotu,a is the responsibility of the burding designer. rargeneral gubonce regarding Mew fabrication, quorlty control, storage, deltvery. erection and bracing, consult ANSVITH Qualify CMedo, D51d/ and BC9 Burning Component 6904 Pe1ka East oM. Salefyldoanoron available from Two More insrtufe,781 N. Lee Street, Suite 312. AIexanMa, VA MI 4. TemL 936 pa, F10i115 If Southern Pine Wor tlumberba effied, the design valise are these effective 06111=12 by ALSC or proposed by SM& Job Truss Truss Type Dry Ply Q3503-Phoenix.Steger 23503 - 13C Jack-0pen Truss ,Job Referencelie al East CoastTmss, Fort Pierce, FL 34946 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 7.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 ' Rep Strew Ina YES WB 0.00 BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP No.1 BOTCHORD 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3 1-6-0 REACTIONS (lb/size) 2=228/0-8-0 (min.0-1-8), 4=22/Mechanical, 7=0/Meihanical Max Horz 2=378(LC 8) Max Uplift 2=-552(LC 8), 4=77(LC 8), 7=3(LC 2) Max Grant 2=276(LC 2), 4=92(LC 6), 7=46(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=611433, 2-2=37WI02, 2-3=465/140 BOTCHORD 2-12=25Of71 Run: ➢.34Us Feb242012Pmnt �k Scale=1:16.7 DEFL in (loc) Vde0 Ud PLATES GRIP Ven(LL) -0.01 7-12 >999 240 MT20 2441190 Vert(TL) -0.01 7-12 >999 180 Hoa(TL) 0.01 4 n/a Na Weight 161b FT=20% BRACING TOPCHORD Structural wood sheathing directly applied or 3-M cc pudins. BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf h=41ft; B=45ft; L=24ft; eave=oft; CaL II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurtenl live loads. ive loads. load Sj141 P1 his chord ve nt with for ra has been esigned of bottom in 3-6-0 tall by 2-0.0 wide -Thhiswtrus A. 20. psf onom e loasf d fogned has been dss the chord all areasnwhereealrectangle 4) will fit between the bottom chord and any other members. ��*'-`^,P$ %% �\V,..... •. 5) Refer togirdega)for truslomissconnecdons. 6) Bearing stjoirn(s) 2 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verity �� �.-.•�\CEN capacity of bearing surface. Z 39 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift atjoint 2, 771b uplift atjoint = *. �� 4 and 3 Ib uplift atjoint 7. 8) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard i Q •, 0 R %� S'ONA FL Cert. 6634 May 18,2012 AweRNmG-Yer1/ydemlgnPormndersandBSADN07wOmlws mLwLUDBDMMRUPJiR N PAGBffiF7473BBPORSU88, ■ Design valid fa use opt, Wth Wek connecton.ihk design h based ant, upon parameters shown. and Is loved Ndividual building camponenl. e�• ApplkabiPly of design parameter and ooperincaporatbn of component 6 respawbiiH of building deegnm- not hus dedgnec Bmcing shown 4falateralsuppat of lndMtlualweb members any. Additional temporary bracing to Insure stobilly during conshuctbn Is the respa bllliN of the MiTek' erects. Ad?5ona1 Pamsonent bracing of the overall shuchoo is theresponsibliny of the building desgna. Fagenaral guidance regarding fabdcatbn. quaftyconlrol. storage, delivery. erectbn and bracing. consult ANSIyrPll Quality CMada,p5e-99 and Sal building Component 69M Parke East BW. Sa t1theado n ilabiehom Two Plate lntituteJ6lN. Lee Sheet. Sulte 31Z Alexandria, VA 22J14. Tampa, FL 3361e4116 ff 5wthem Prue SPmS tumberta sped! the des values ere thaw effective DW1rM2byALX orproposed by SPHL Job Truss Truss Type 0ty Ply Q35o3-Ph.me-Stager 23503 -CJ3E Jed-0pen Truss t 1 Referencea t' al Eau Coast Trues, Fad Pierre, FL. MM Nun: 1.34e3 rep La ¢u 12 Ynnc f.:IDu SAfe[ m1L mu eitlnmmnes, Ina rnmry sa 11:a0:403uT2 rose ID:Zg7vPAugutxOFkvELK__L3gzlFg0.LNSIAePoORRhxEVV2LCp7TkEs49PodMNNiZmzFHJ7 340 0a.re Scale=1:16.7 30a 28 Q11< � 2$a 0.612 Plate offsets IX YY r210-0-00.0-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.01 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.01 9.12 >999 180 BCLL 0.0 ' Rep Suess Ina YES WE 0.00 Horz(TL) 0.00 2 Na Na BCDL 5.0 Code FBC2007frP12002 (Matrix-M) Weight: 16lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP Nu.1 TOP CHORD Structural wood sheathing directly applied or 3-0-0 be Funds. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid railing directlyapplied or 10-0-0 oc bracing, Except: WEDGE &04 oc bracing: 8-9. Left: 2x4 SYP Ni MTek recommends that Stabilizers and required cross bracing be installed during fuss erection, in accordance with Stabilizer Installation rude REACTIONS (lb/size) 2=202/68-0 (min. 0.1-8), 4=21/Mechanical, 7=28/Mechanical Max Ho¢ 2=378(LC 8) Max Uplift 2=501(LC 8), 4=-71(LC 8), 7=57(LC 5) Max Grev 2=244(LC 2), 4=24(LC 2), 7=132(LC 6) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7211192 NOTES 1) Wind: ASCE 7-06; 140mph (3-second gust); TCDL=4.2psf,, BCDL=3.OpsY h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. bottom live load ive loads. 111I,P 3) This truss has been designed for a 10.0 pid chard rent with rIn nwhere ealrectangle 3-&O tall by 2-&O k q,10,� 4) Thls truss has been designed for a live lad of 20. psf on the bottom chord all areas wide fit between the bottom chord and any other members. *�����xPg •� \`5` eq will 5) Refer to for truss to truss connections. .......... • E" N S •• �i� .•'" C• girder(s) 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 501 lb uplift at joint 2, 71 IO uplift at joint ����.� 4 and 57lb upl'dt at joint 7. 3938 7) "SemFrigid pflrhbreaks including heels' Member end f0dry model was used in the analysis and design of this truss. Z *. 8) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. LOAD CASE(S) Standard �fFL-� :O ATE :�4/ %�`�� FL Cert. 6634 May 18,2012 AWBRMMi-7er(&deatgapormrzten andRS40 NOM ON 2NISAM MMUDBDA27MRSPEWICBEAGRAI1I-7470 BEFORE USE. ■■ Dedenwlld for um ony Wth Mitakconnecton. This design b based only upon parameters shown and is Ewan individual building component. Applkabilly ofdeign paramm afeeand pmperincorpo8on of component lb responshef ofbulding designer- not We designer. Bracing shown bf.I.hxalwCpodofhdMdualwabmembenony.Additional tempiary bracing to inure dabi0ty during conhuotion h the resporelbility ofthe MiTek' erector. Additional permanent bracing of the ovem0 structure lbthe responseny of the bulldhg deslipi For general guklance regarding fabdcaticn, quality cannot darage, delivery, erection and brachg, coreuA AN51RPI1 DuaBly Criteda, 858.89 and lPQ1 Building ComponeM 69N Parke Fast file. SaklylMa Mtn available hard We Plate lmiliute.781N. Ice Sheet. SuBe 312 Alexandria, VA 22314. Tampa, FL 3381ad115 ttSvuNem Pme SP or )Blmberhis tlm design reties erctlmse effective 0fi101=2 ALSO or sect SPHL Job Truss Truss Type Oty Ply P23503-Phoen'a-Steger 23503 -DJ3E2 J.oxO,n T.. 1 1 Job Reference East CoaslTmss, Pont Pierce, FL 34946 Run: 7.340a Feb 242012 Print 7.350 a Apr232012 Was lndusNe;Inc Fri May 18 11:58:47 2012 Pagel I D:Zg7v Wwgul xOFkvELK_L3gzIFgO-gZfg95f1 ZKZIJ5phGCZakOYkCeE0us2mbl7G6CzFHj6 a4o zo Rou 0612 Sale-1:14.3 KMt LOADING (psQ SPACING 2-0-0 CS] TCLL 20.0 Plates Increase 1.25 TO 0.12 TCDL 7.0 Lumber Increase 1.25 BC 0.19 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 5.0 Code FBC2007rrP12002 (Mabix-M) LUMBER TOP CHORD Zx4 SYP No.3 BOTCHORD 2x4SYPNo.3 REACTIONS (Ib/size) 1=78/0-8-0 (min.O.1-e), 3=B/Mechanical, 6=74/Mechanical Max Horz 1=192(LC 8) Max Uplift 1=64(LC 8), 3=19(LC 8). 6=202(LC 8) Max Gmv 1=92(LC 2), 3=13(LC 3), 6=87(LC 2) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(ID) or less except when shown. 3D0 DEFL in (loc) Vde8 L/d PLATES GRIP Vert(LL) -0.00 11 >999 240 MT20 2441190 Vert(TL) -0.00 8-11 >999 180 Ho z(TL) -0.00 3 n/a Na Weight: 121b FT=20% BRACING TOP CHORD Structural mod sheathing directly applied or 3-0.0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASIDE 7-05; 140mph (3-second gust); TCDL=4.2psh, BCDL=3.Opsf h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconwrtent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at Joint 1, 191b uplift atjolnt 3 and 202 lb uplift at Joint 6. 7) "Semi-rigld phat reaks including heals" Member end fishy model was used in the analysis and design of this truss. 8) Warning: Additional pannanent and stability bracing for truss system (not pan of this component design) Is always required. LOAD CASE(S) Standard • •T[C L O ATE ��'•40R1OP•:���•` ��ssFfFf'oNAt E�C1% 111111 FL Cert. 6634 May 18,2012 AWARAwa-Vargy dastgnparmuters andREW ROM ONIVIS AND1fftSl EDD ZFXREWBPBNWPAGEM f-7473 BEFORE USS, Dedgnvalid for use only with MTek connectors. This design is boned only upon parameters shown, and k iwan lntlNitlual building omponent. ��• Applicability of desiwr po ameters anal pmperincwparation of component Is mWm0bgity of building designer - not hua designer. Shooing shown Nfwlateralwpponollndi ualwebmembersany. Additional temporary bmcNg to Insure stability during cons5vction is tharesponsibloty of the MOWerector. Additional pemwnent bracing of the ovem0 struchrto Is the respondbrity of the Wong despnec Forgeneml guidance regarding fabrication, quality canirel storage, delNery, erection and booing, consult ANSVgnI Quality Wants. DSB-89 and BCSI goading Component 69M Parke East Blvd. Sebtyle/amenon Qv Iabie from Truss We Institute, 781 N. Lee Shee65uite 312. Alexandria. VA 22314. Tampa, FL 3361041115 RSoutsem Pme SPorsing) Maui six rue design values are Mesa effective0810SrnI12 by ALSC or zed by SPUL Job Truss Truss Type Qty Ply, d23503- Phoenix. Steger 2WO3 - KIG Jerk -open Truss 1 1 Job Reference (national) East Coast T.tu, Fort Piente, FL SWIM 3x4 = Run: 7.340s Feb 242012 Print 7.350 s Apr232012 MRek lndusBtes, Ina Fd May 18 11:58:47 2012 Pag,i ID:Zq7vPAuguWFkvELK.L3gzlFgO-gZfg95flZKZIJ5phGCZakOYhreC8us2mbl7G6CzFHj6 "WIT Scale =1:14.3 LOADING (list) SPACING 2-0-0 CSI DEFL in (too) Vdeff L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.28 Vert(LL) 0.01 5-0 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.01 5-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(rL) -0.01 2 Na Na BCDL 5.0 Code FBC2007/FPI2002 (Matto Weight: 10lb FT-20% LUMBER BRACING TOPCHORD 2x4SYPNo.3 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. MRek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Iti/size) 1=78/0-8-0 (min. 0-1-8), 2=5t1/Mechanical, 5=24/Mechanical Max Horz 1-192(LC 8) Max Uplift 1=64(LC 8), 2=192(LC 8), 5=29(LC 8) Max Grav, 1=92(LC 2), 2=70(LC 2), 5=46(LC 3) FORCES (III) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); can8lever left and night exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64lb uplift at joint 1. 192lb uplift at joint 2 and 29 to uplift at joint 5. 7) "SemFrigid pitchbreaks Including heels" Member end rally model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard 0 11111111171, �%rENS 3938 {CC .TE :*W NAX, 1 N% FL Cert. 6634 May 18,2012 ®WARMM.Vc,%delgnparamet =.TREADJMMONIEJSANDIRCLfMED19=REPBRWCBPAGBNU747a BWORBUSS. ■ Design valid for use only Win Wek connecton. this dedgn h based only upon parameters shovm, and is for an lndNdual building component. AppScati fy of design parametea and properincaporatlon of component B respornlority of bu0ding designer -not truss designer. Bracing shown Isb lolerolwppadofi dMdualwxbmembersony. Additional fempororybrocIngtoInane stabiOyowngconshuctlonbthe responslbolyofthe MiTek' erector. Additional pemlanent bracing of the overall structure is theresponslbmty of the buntline desgner.f general guidance regarding fabrkatbn, quality cannot. storage, derwery. erection and bracing. comult ANSIfIPI1 cour,WMa, D11-99 and E01 Bulding Component 69e4 Perk, East and. Saby lnlormaaon available from Truss Plate Institute, 781 N. Lee Sheaf Suite 31Z Alexandria, VA M14. Tempa,F1.336104115 If Southern Pine ISP or spit) lumber Iss the design values am those effective 06Mr11112 by ALSO or proposed by SRS Job Truss Truss Type Oty Ply 523503-Phoenix-Stager 23503 -CJ5 JaG-0pen Truss it t Job Reference East Coast Trust, Fort Pierce, FL NNS Scale= IMA LOADING (psp SPACING 2- -0 CSI DEFL in (too) Odell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.05 6.9 >999 240 MT20 244/190 TCDL 7.0 Lumberincrease 1.25 BC 0.33 Vert(TL) -0.06 6.9 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(rL) 0.01 3 me his BCDL 6.0 Code FBC2007fTP12002 (Mabix-M) Weight: 20 lb FT-20% LUMBER TOP CHORD 2x4 SYP No.1 BOT CHORD 2x4 SYP No.3 REACTIONS (lb/size) 2=242/0-8-0 (min. 0-1-8), 3=89/Merhanical, 6=27/Mechanical Max Ho¢ 2=506(LC 8) Max Uplift 2=504(LC 8), 3=275(LC 8), 6=-4(LC 5) Max Grav 2=292(LC 2), 3=126(LC 6), 6=7O(LC 3) FORCES (lb) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 23=947/246 BRACING TOP CHORD Structural wood sheathing directly applied or 5-D-0 act puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf,, BCDL=3.Opsf; h=41111; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include Cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will for between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 5041b uplift at joint 2, 2751b uplift at joint 3 and 4lb uplift at joint 6. 7) "Semprigid ptchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard FL Cert. 6634 May 18,2012 AWARMM-VaOdmignparmndcmandREWft07a5ON'28t6AfM7NC6U0EDSNMKREPBRBNCBPAGBJ R-74TJMWORSUSS ass Design valid for use onywith Wekconnecfars. This design is based ony upon parameters shown, and is fa an individual buildhg component. Applicably of design parameters and properinrorpuallon of component is respon blliy of bMdng designer -not ins designer. 8maing shown 121, isfalaleralwppod of hdMdualwebmembersony. Addiffonaltemporarybracing to BswredabTtydudngcomtmctlonk the responsibll0y of the MiTek' erector. Additional permanent troche of the overa5 umcture Is the respcndblliy of the building designer. Poe general guidance regarding fabrkatbn. duality control, storage. delivery. erection and bracing. consult ANSI/IPII pualli CMedo,DSB-89 and SCSI Bulding Component 69M Parke Fast Bhd. Saley Warrantless ihbh hornTass Plate Institute. 781 ALee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 3361D41 IS USouthemp'me SPor SPo Wmberisa Medea vatuesamthweetectN VAV2012 ALSCa propmeallsySisill. Job Truss Truss Type Oly, Ply #23503- Phoenix -stager 23503 -CJSA Ja&.CWnTmss 2 1 ob e e olio e East Coast Tmss, Fad Pierce, PLUM 44 = Run:7.340s Feb 242012 Pont 7.350 a Apr 232012 MiTek lndusenes, Inc Fd May1811:5e:482012 Pagel ID:Zg7vPAugulxOFkvELK L3gzlFg041D2NRgfKeh9xFOugw4pHE4kb1RYdJlwqhspeezFHjS Scale -1:20.0 Plate Offsets (%Y)• N O-D-00-0-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.10 5-8 >581 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.08 6-8 >7W 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(TL) .0.02 2 n/a me BCDL 5.0 Code FBC20071TP12002 (Matrix-M) Weight: 17lb FT=20-A LUMBER BRACING TOPCHORD 2x4SYPNo.3 TOPCHORD Structural wood sheathing directly applied or 54)-0oc pudins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SYP No.2 be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=13210.8-0 (min. 0.1-8), 2=97/Mechanical, 5=38/Mechanical Max Horz 1=319(LC 8) Max Uplift 1-122(LC 8), 2= 311(LC 8), 5=-42(LC 8) Max Gmv 1=156(LC 2), 2=118(LC 2), 5=74(LC 3) FORCES (III) -Max. Comp,fMax. Ten. -Ali forces 250(Ib) or less except when shown. TOPCHORD 1-2=435/129 BOT CHORD 1-5=500/154 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Ops/; h=4111; B=45ft; L=2411; eave=4lt; Cat. II; Fxp C; enclosed; MWFRS (all heights); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwnem with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221b uplift atjoint 1, 3.11 Ib uplift at joint 2 and 421b uplift at joint S. 7) •Semkrigid ptchbreaks Including heels" Member end fairy, model was used in the analysis and design of this truss' 8) Warning: Additional permanent and stability bracing fortress system (not part of this component design) is always required. LOAD CASE(S) Standard 3931 a�0R1OP, S�ONALEC FL Cert. 6634 May 18,2012 ®WARNING- Valk designparazinsfien, andREAD Al OffnUS IIM11"SD80 MIMRSFERSPICBPAQW077473 BSFORS USS, assass Design valid a use on?/Wth mTek connecfas. The design is based only upon parameters shown. and 4 toron Individual building component. ��• ApplicaloWly of design paameters and properincoryaafan of component b responsbgity of building dedgner-not had designer. 13acing shown Is Wiater mppMoflndMdualwabme monly. Additional temporary bmchg to Insure stab0ly during conahuction Is the responsiblilty of the MiTek' erector. Additional permanent bracing of the overall structure 4 the responsibility of the butchg designer. Fa general guidance regarding fa olcatbn, qua5ly contro4 dosage. delivery, erectbn and bracing, consult ANSIrIP110ually Were. DSI,47 and Bar BuOding Connemara 59o4 Parke Earl Blyd. Saietylnformanon ovallable from Thus Plate lnstllute,MIN. Lee Sheet. Suite 31Z Alexanddo, VA 22314. Tampa,F1.33810-4115 H Sootnem Me ISPorWit) herbal s the design wdiuesareMass egearm,0691t2M2 ALSC or proquidedby SRa, Job Truss Truss Type ty Pty a23503-Phoenix-Stager 23503 -D.15A2 Jack-0pen Truss 1 ob Reference (optiona Fast eaast Truss, Fad Finds, FL. 34916 Run: 7.340s Feb 242012 Print, 7.350 a Apr 232012 MiTek Industries, Ina Fit May 18 11:58:48 2012 Page ID•Zq?vPAugulxOFkvELK L3gzlFgO-IID2NRgfKeh9xFOugw4pHE4p11VBdlWwghspenFHj5 Scale -1:20.8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ice) Ideft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OAS Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.01 6-7 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.11 Horz(TL) -0.11 3 Na Na BCDL 5.0 Code FBC2007lrP12002 (Matrix-M) Weight: 19lb FT-20% LUMBER BRACING TOP CHORD 20 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1 DAW oc bracing. WEBS 20 SYP No.3 MiTek recommends that Stabilizers and required crass bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=342M-8-0 (min. 0-1-8), 3=22/Meohanical, 6=531Mechanical Max Horz 7=319(LC 8) Max Uplift 7=646(LC 8), 3=82(LC 9), 6=-65(LC 2) Max Gray 7=405(LC 2), 3=88(LC 6), 6=76(LC 6) FORCES (It,) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=285/61 BOTCHORD 1-7-901319 WEBS 2-7=250/456 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2pN; BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (ell heights); cantilever left and fight exposed ; end veNcal left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live leads. 4) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable a withstanding 6461t, uplift at joint 7, 82 to uplift atjoint 3 and 65 lb uplift at joint 6. 7) "SemFrigid phabreaks including heels" Member end fairy model was used In the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard J����PS tA.t;q qOi ,`�O G ENS 3938 .O. Mir ATE 1� FL Cert. 6634 May 18,2012 AWARAM-Vary deneWp rmnetaa and READ MOM ON IRIS AND INCIZViNDg7&CNSPHteNCSPA06NN 7473 BEFORB USS, Deslgnvolld farumontywtth Mlrekcmnnectoa. ThBdesign kbosed onY upon parameters shown,antl hforan lndMtlualbuldogcomponent. ��• Applicalarty of design pammetem and proper incomonation of component B responsblity tbuldng designer -not tms designer. Bracing shown IsfalolerdsuppatotM10daalvebm.rhoor nty.A4dllionaltempormybracingtoInsureslabtityd&ngconstructionistheresponsiblltyofihe MiTek' erector. Additional permanent bracing of the overall structure structure Is the respora of the building des'gner. Forgeneml guldance regarding Tatar lon. quality ccntraL storage, delivery, ere tIon and bracing, consult ANSVTPII Quarry CMeda, DSB419 and BCSI Maine ❑dmVdneat seat Parke Fast BM. Sdfety lnfmmdffon —fable Bomiruss Plate Institute. 781 N. Lee Sb&e, Su1te312, AIemrdffa. VA MI4. Tampa, FLMI"116 If 5outhem Vme SP orSlap) lumber is specified, the design values are Mass effective e601=2 by ALSO or proposed SPfe. Job Truss Truss Type Oty Ply k2MM-Phoenix-Steger 2MO3 -C.15C Jerkopen Truss 1 b Reference fordonall East Coast Tanis, Fad Pierce, FL U948 LOADING (last) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1'25 TC 0.54 TCDL 7.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 Rap Stress Ina YES WB 0.00 BCDL 5.0 Code FBC2007/RPI2002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP No.1 BOTCHORD 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3180 REACTIONS (lb/size) 2=260/0-8-0 (min.0-1-8), 4=75/Mechanical, 7=23/Mechanical Max Hoe 2=506(LC 8) Max Uplift 2=530(LC 8), 4=245(LC 8), 7=9(LC 5) Mm Grav 2=313(LC 2), 4=124(LC 6), 7=62(LC 3) FORCES (Ib)-Max. CompJMax.Ten.-Allforces 250(I1a) or less except when shown. TOP CHORD 2-11=-63/438, 2-2=-537/122, 2J=598/154 BOTCHORD 2-12=2537/2 2012 Was Industries, Ine Scale -1.22.4 DEFL in (loc) I/dell Lid PLATES GRIP Veri(LL) -0.05 7-12 >999 240 MT20 244/190 Vert(TL) -0.05 7-12 >999 180 Hoa(TL) 0.02 4 Na n/a Weight: 221b FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. MTek recommends that Stabilizers and required sass bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exit C; enclosed; MWFRS (all heights); cantilever left and right "posed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple conwrtent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 5301b uplift at joint 2, 2451b uplift at joint 4 and 9 Ib uplift at joint 7. 8) "Sand -rigid pgrhbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 A WARmw- PeroW ddsignpaymmteys andRBAD Nam ON'7II1s AND muuDSDMfEKRigmia BPAGsIM-747J AWORS US& Design valid for um only Win Wok connectors. This design is based any upon parameters shown and h far an Individual buikMg component. �� ApplicabMy of design parameters per antl prolncomoroon tlon of component Is na,eonsibliN bW of ding designer -not Miss dedgner. Bracing shown Is for lateral wppod of indMduol web members ont/. Additional temporary bracing to lnene stabintydunng conshuction is the resporulbruty of the WOWerector. Additional permanent bracing of Me overo0 sbuctahe Istherespondbinty of the bulltlNg designer. For For general Violence regarding fabrkalion, duality control, slang•. delivery, erection and bracing, consul) ANSI/rPil Quality Were. D511-89 and Sal au9dma Companenl 690/ PaAa East Blvd. Salely Information avaibblebomrmss Plate lmtitute. 781 N. Lea$hea6$u11e312.A.eff- do VA 2231 d. Tampa, FL 806f0.1118 If Southern Pus, IS Per NmberfsA Me de values are erase efteclrye daalf7Df2 ALSCcrproposed SRS Job Truss Truss Type Oty Pty a23503-Phoenix-Stager 23503 -CJ5E Jads-0pen Tmss 1 1 Job Reference (..Cash East CoaslTmss, FM Pierce, FL. 34M it S.I. =1:22.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) C05 7-8 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Val(TL) 0.04 7-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(TL) -0.01 7 n/a Na BCDL 5.0 Code FBC20071TP12002 (Matrix-M) Weight: 231b FT-20% LUMBER BRACING TOPCHORD Dr4SYPNo.1 TOPCHORD Structural wood sheathing directly applied or S-60 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE 6-0.0 oc bracing: 8-9. Left: 20 SYP No.2 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=24210-8-0 (min.0-1-8),4=73/Mechaniwl,7=43/MechaniwI Max Hom 2=506(LC 8) Max Uplift 2=504(LC 8), 4=214(LC 8), 7=60(LC 8) Max Gmv 2=292(LC 2). 4=100(LC 6), 7=68(LC 6) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7261171 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.0ps/; h=41ft; 13=4511; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will fn between the bottom chord and any other members. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 504 It, uplift at joint 2,214 to uplift at joint 4 and 60lb uplift at joint 7. 7) "Seml-rigid pitchbreaks Including heels' Member end f dly, model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AWARNIMi-Vary design par iteters andRSAD BUM ONTN18AND 911MUDBOb717WJWMWNCBFAGS tlB-747J BBFGt6 VS& Design vales far use cry Wth rick connectors. this dedgn Is based ory upon parameters shown, and is far an indivklual building component.' Applicobrampro Tty of dodgn Parameters and per incorporation of componentrespo b nsbnry of building designer -not taus designer. Bradng shovm Is far hferal wppod of Ind'Mdual web members only. AddBonal temporary bracing to Insure stabifry during construction b the respomibiaty of the MiTek' erector AEdiffonal pemwnent bracing of the overafl dmMre cture is e spondbilty of the building desgra ner. general guidance regarding fabrkatbn, quality control, storage. delivery, creation and bracing, consult ANSI/IPI1 gasify World. DSB49 and Dal Bening component Wely Information avTwo froTmPlate Institute,781 N. Lee Street, Suite 312 AlexT Alexandria, VA 22314. aPalle East and. "Sa no Fine ISP or Slop) tomber iss x the De Werra are Mass effective OrJOM2 ALSO or proposed SPI6. Tamp. FL 3361641t5 Job Truss; Truss Type Oty Ply e23503-Phoenix-Steger 23503 - 15U JadsApan Tmss 1 1 tl a East CosslTmss, Fort Pienx, FL 34946 314 = 2012 1� Scale -1:20.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007/TP12002 CS' TC 0.43 BC 0.77 WB 0.00 (Matrix-M) DEFL In Vert(LL) 0.08 Vert(TL) 0.07 Hoa(TL) -0.02 (loc) gde0 L/d 6.7 >710 240 6-7 >827 180 6 n1a rda PLATES GRIP MT20 244/190 Weight: 18 lb FT-20% LUMBER BRACING TOPCHORD 2x4 SYP No.3 TOPCHORD Structural wood sheathing directly applied or 5-0-0 cc puriins. BOTCHORD 2x4 SYP No.3 BOTCHORD Rigid ceiling directly applied or 10iF0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1-132/0-8-0 (min.0-1-8), 3=77/Mechanical, 6=58/Mechanlcal Max Hoa 1=319(LC 8) Max Uplift 1-122(LC 8), 3=-236(LC 8).6=-117(LC 8) Max Gmv 1=156(LC 2), 3=93(LC 2). 6=71(LC 3) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOTCHORD 1-8=3111128 NOTES 1) Wmd: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.0psF h=41ft; B=45ft; L=2411; eave=411; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load Combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referta girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at Joint 1, 236 lb uplift at joint 3 and 117lb uplift at joint 6. 7) "Semi -rigid pltchbreaks Including heels" Member end fumy model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard A, ESN s 0 "fill NA� FL Cert. 6634 May 18,2012 AWARMM-Verj/gdea/gnpmm dmwdREBDROTESOMMMdPB9MUrMEDMTMREFMW 0BPAGBW-74706BFORSUS&asseas Dedgnvofd fa use only with Wek connectors. Pro design is based only upon parametersshown. and is foram lndivbual building component. ApplicabiGly of design parameters and properincoipomtlon of component a responxbilfy of building designer - not truss designer. Bracing shown bfwlateralwppmtofhd*MdualwebmembersonM. Additional temporary bracing to lnwre dablAryduring censtruaMon is the respomiblily ofthe MiTek' erector. Additional permanent bll slr bating of the ovemLdurs Is the responsibliN F of the building designer.general guidonce regarding fabdombn, quaayconhol stomge.delivery, erection and bracing, consult ANSVTP11 QuaBty CrRerla, DSB49 and Dal BVBdIng Component 6904 Parke Son Bind. Sablylnl«,t" available from Tmu Plate Institute]81N. Lee Sheet, Suite 312. Alexandria. VA 2Z/14. Tampa, FL 33610.4115 RShcthem Pme SP orS lumber lss specified, the des values ere those effective 06'gUDN2 ALSC or proposed SPIA Job Truss Truss Type Qy Ply p23503-Phasnu-Stager 23503 -CJ5F Jack4)pen Truss 1 1 b Reference (optional) 44 II nun. r..wa a rue .,..m on, cum, annrcu.m..nee inausmea, i.a rn may,o naana.m. M Scale-1:20.0 LOADING (psf) SPACING 2-0-0 CSI DEFL In ([cc) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.07 5-0 >753 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) 0.06 5.6 497 180 BCLL 0.0 Rep Stress lncr YES WE 0.00 Hoa(TL) -0.06 2 Na n1a BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 161b FT=20% LUMBER BRACING TOPCHORD 20 SYP No.3 TOPCHORD Structural mod sheathing directly applied or4-8-0 cc pudins, BOT CHORD 2x4 SYP No.3 except end veitiwls. WEBS 2x4 SYP No.3 BOT CHORD Rigid wiling directly applied or 10-0.0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=119/0-0-0(min.0-1-8),2=90/Mechanical, 5=338viechaniral Max Hom 6=323(LC 8) Max Uplift 6=-88(LC 8), 2=301(LC 8), 5=-41(LC 8) Max Grav 6-141(LC 2), 2=109(LC 2), 5=68(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-sewnd gust); TCDL=4.2psF BCDL=3.OpsY h=41fl; B=45fl; L=24ft; eave=4fl; Cat. II; Exit C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3b0 tall by 24)-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 6, 301 lb uplift at joint 2 and 41 lb uplift at joint 5. 7) 'Semkrlgld pmwbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AwAWar70-verb d®(gnParmrtetm andBSlO N07ES ON 7 6wai)NCLODSE NI78KRSF BFA0BCB-747a BEFORE USe. Design vend for use ontywith Mirek connectors. rink design h based only upon parameters shown. and is foran Individual building component. APPIIcabliy of deign parameters and properineaporotlon of component Is responsiiony of building designer -not buss designer. Bracing shown 4 fa Wtaal support of hdMdual web members orJy. AddPlonal temporary bracing to insure stabifyduring construction k the responslbllfyatthe MiTek' erector. Additional permanent bracNgofthe ovemYshudurelsthe responslaUyofthebuilding deslgner. generaiguidance regaining fabrkation, quarry control, storage, dells y, erection and bracing. consult ANSI/rPll Quality Wessia, DSB49 and BCSI funding Component 69D1 Parke Fast BM. Saleylnlam,afon available from Truss Plate Institute,781 N.Lee $"at, Suite 31Z Alexandria. VA 22314. Tampa, FL33fi1g4115 U Southem For, War SPis)Luasberts spetlfted,the designvalues are those efreMm0691rdt12by ALSC orprgwsed SRa Job Truss Trust Type Dry Ply N35e3-Phoenix-Steger 23503 -EJ5 Jack-0pse Tmss 9 1 Job Reference tootionall Fast Coast Truss, Fart Pieme, FL UM LOADING (psq SPACING 2-0-0 Cat TCLL 20.0 Plates Increase 1.25 TC 0.49 TCDL 7.0 Lumber Increase 1.25 BC 0.33 SCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 5.0 Code FBC2CD7/fP12002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP No.1 BOT CHORD 2x4 SYP No.3 REACTIONS (Ib/size) 3=88/Mechanicel, 2=244/0.8-0 (min. 0.1-e), 4=26/Mechanical Max Hom 2=502(LC 8) Max Uplift 3=-262(LC 8), 2=-510(LC 8), 4=5(LC 5) Max Graff, 3=123(LC 6), 2=293(LC 2), 4=65(LC 3) FORCES (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=952/248 Scale =1:22.4 DEFL In (loc) Vdefl L/d PLATES GRIP Verl(LL) -0.05 4-7 >999 240 MT20 2441190 Vert(7L) -0.06 4-7 >970 180 Hom(TL) 0.01 3 We Na Weight: 20 lb FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10h0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Aulde. NOTES 1) Wlnd: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL-3.0psg h=41ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple continent live loads. 3) This truss has been designed for a 10.0 par bottom chord live load nonccncunent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 3, 5101b uplift at joint 2 and 5 It, uplift at joint 4. 7) "Sunkrigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard A. :*• ATE =<v% p R l D ,%% FL Cert. 6634 May 18,2012 ® WARNING -Ver& design pwassaders=,IRSW NR771S8 ON77118Afm1111CbUD&DM=RBPffi71PICBPAGI3AM-747J BEFORS UM ■ Dmlgnwllid far use only with Mlrekconnecton.ihis design Is based onNupon parameters shown, and Is for an individual building component. Applicabifly of design parameters and properincorpcmflon of component B responsbli"tbWNng designer- not muss designer. Bracing shown Is forlaterol support ofmMMdual web members only. Additional temporary bracing to lnsae stobMtydudng wmmualsn is the remasalllty of the MiTek' erector Additional pemmnent bracing of the ovemfl slsucture Is the respomsbilty of the building designer. Forgeneral guidance regarding fabdcatbn, quality conmot storage, delNery. erection and bracing. consul) ANS17fP11 Qualify Cdleda. W841 and BC5l Building Component 890/ Penes Ead Bing SatetylnW olon vailablefrom Tmss Plate Institute.781 N. Lee Smsel. Suite 312 Aleemcdo, VA Ml 4. Tamps,FL=I(P1115 U Southern Pine SPor SPp) bsmberiss the design values am these effective 0691r212 by ALSC or proposed by SPI6. Job Truss Truss Type Dry ply e23503-Phoenix-alegar 23503 -617 Jack-0pon Truss 1 0b Reference fortionall East Coast Truss, Fart Piece, FL 34946 LOADING.(psf) SPACING 2-0-0 Cat TCLL 20.0 Plates Increase 1.25 TC OA9 TCDL 7.0 Lumber increase 1.25 BC 0.40 BCLL 0.0 Rep Stress Ina YES WB 0.11 BCDL 5.0 Code FBC2007rrP12002 (Matri(-M) LUMBER TOP CHORD 2x4 SYP No.1 BOTCHORD 2x4 SYP No.3 WEBS 2x4 SYP No.3 REACTIONS (lb/size) 4=65/Mechaniwl, 2=291/0-8-0 (min. 0-1-8), 6=111/Mechanical Max Horz 2=630(LC 8) Max Uplift 4=216(1_C 8), 2=543(LC 8). 6=202(LC 6) Max Gmv 4=8l (LC 2), 2=350(LC 2), 6=152(LC 6) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=787/115 BOTCHORD 2-6=371/210 WEBS 3.6=2471436 Run: 7.340E Scala =1:27.9 DEFL in (loc) Well L/d PLATES GRIP Ved(LL) -0.07 6.9 >999 240 MT20 2441190 Vert(TL) -0.12 6.9 >693 180 Hoa(TL) 0.01 2 n/a n/a Weight: 32 lb FT=20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 9-3-8 oc bracing. M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3semnd gust); TCDL=4.2psf; BCDLm3.Opsf; h=41ft; B=4511; L-24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include Cases with reductions for multiple concunem live loads. 3) This truss is not designed to support a ceiling and Is not intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 216 lb uplift at joint 4, 543 lb uplift at joint 2 and 202 lb uplift at joint G. 8) "SemFrigid pftchbmaks Including heels" Member end fairy, model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not pad of this Component design) Is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AwARMNG-vanui / dalgnpa mMters mrdRt3r)O MnW ON" US AND7NUTMED Ml& RWERS=PAGEMUZ-7473 SSPORSOSB. Design valid for use only With Mnek conneciam This design is based onbupon parameters shown and is fa an lndMtlual builcing component. ��• AppllcabNN of design parameters and proper incoPorafon of component 6 noponslail ty of bunding designer -not fma dea'gner. Bracing shown k falateml support of hdIAdueiweb members only. Additimol temporary bracing to Insure dabNNdudng mnsM ctlon b the rezPonzibortyof the .recta. Additional pennonent bracing of theovem0 shualura b the rsponslbmty of the building designer. Forameml guidance regarding Mew fabrication. queBH conimL storage, delNery, erectbn and bracing. camult ANSI/1PH puardyWada, DSB49 and BC5l funding Component 69M Parke East Blvd. safe 1,1%- n Gable from Two Plate Institute,781 N. Lee Sheet Wolfe 312 Alexandda, VA 2231< Tamp,FL33610-1116 NSootllem Pma SV or lumber Isspecified, the design values am those effective 06DV21r12 by ALSC or praimed by SRB. Job TNss Truss Type pty Ply 833503- Phoenix -Steger 23503 -EtTA k-0Pen JacTruce 1 Job Reference (optional East Coast Truss, Fort Pierm, FL 34945 LOADING (psi) SPACING 24)-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2007f7P12002 LUMBER TOP CHORD 2x4 SYP No.3 BOT CHORD 2x4 SYP No.3 WEBS 2x4 SYP No.3 11=7.340a Feb 242012 Print 7.350 a Apr 232012 MRek Industries, Inc. Fd Mey18t1:58:492012 Pager I1)2q?vPAugulxOFkvELK_L3gzIFgO-mynpanhH51g10YPz4Odc2gRdnRmMkN32LrNA5zFH14 Scale -1:26.8 3x4 — 5 4 ix4 II CSI DEFL in (hoc) Udell L/d PLATES GRIP TC 0.56 Vert(LL) -0.05 45 >939 240 MT20 244/190 BC 0.51 Vert(TL) -0.05 4-5 >999 180 WB 0.14 Horz(TL) 0.22 3 Na Na (Matrix-M) Weight: 251b FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc punins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=51/Mechanlml, 4=6/Mechanical, 5=330/0-8-0 (min. 0-1-8) Max Horz 5=443(LC 8) Max Uplift 3=246(LC 8), 4=32(LC 9), 5=581(LC 8) Max Grev 3=120(LC 6), 4=59(LC 6), 5=391(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=431/101 BOTCHORD iS=127/443 WEBS 2-5=283/556 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2pst BCDL=3.Opsf; h=41g; B=458; L=24ft; eave=4ft; Cat. II; Fxp C; enclosed; MWFRS (all heights); camilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load Combinations, which include cases with reductions for multiple Concurrent live loads. 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 2461b uplift atjoint 3, 32 lb uplift at joint 4 and 581 Ib uplift at joint S. 7) "Sernkrigid pachbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. LOAD CASE(S) Standard NAX Etij.C�0%� FL Cert. 6634 May 18,2012 A WARMNO- VaUlf deaignpoexandera andRI10 MM ONnUSANDMUEMED MKRMIIDiSNC1iPAGBH1f-747U BEFORE USS. Design wild for use only wth Wok connectors. This design Is based only upon wasoate, an. and is br an indvidual bullring component. NitApplicability of design parameters and proper lncorpomtion of component IsnawnefloPty of buiding designer -rat fuss designer. Brooing shovm bMlatemisuppodofhdy olwebmembersony.Additioraltempraarybraotptolmuredobiffydutngmnsfucfonblheresponsibllayoftha MiTek' erects. Additional pnent bmdov ng of the eaB sfd uure is the respomblify of the building designer. For general guidance regarding fabrication. quality corchoL storage, delivery, erection and bmcirg, mmut ANSI/TPII Ouarly Wells. D38419 and BCSl Building Component 6904 Parka Fast am. Iakfylnrarmo6on available from Tmss Plate hstlNte,781N. Lee Street. Suite 312, AlexanMa, VA MI 4. Tampa, FL 336104115 USartbem Pate SP on lumber lag the designvalues am those effective 0011rAl2 by ALSC or proposed SBA Job Truss Tnoot Type ty Ply g23503-Phoerbi-Steger 23503 -EJ7C Jaac pon Truss 1 Job Reference National) East Coast Truss, Fort Reiw, FL 34946 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.38 TCDL 7.0 Lumber Increase 1.25 BC 0.77 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 5.0 Code FBC20071TP12002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP M 31 BOT CHORD 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3180 _1. REACTIONS (lb/size) 4=120/Mechenical, 2=30710-8-0 (min. 0.1-8), 5=38/11ilechanical Max Hors 2=630(LC 8) Max Uplift 4=372(LC 8), 2=-663(LC 8), 5=27(LC 8) Max Gray 4=163(LC 6), 2=368(LC 2), 5=86(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=61/428, 2-2=758/155, 2-3=798/180 Run: 7,340 a Feb 24 2012 Print 7.350 Scale=1:27.9 DEFL In (too) Vde0 L/d PLATES GRIP Vert(LL) 0.20 5-10 >412 240 MT20 244/190 Vert(TL) -0.19 5.10 >448 ISO Hors(TL) -0.07 4 n/a Na Weight: 29 lb FT-20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=41ft; B=4511; L=241t; eave=oft; Cal. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) • This cuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Bearing mjoint(s) 2 considers parallel to grain value using ANSVTPI l angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3721b uplift at joint 4, 563 lb uplift at joint 2 and 27lb uplift at joint 5. 8) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard %GEN •�' 39: )R:I�PCa N nnnd. FL Cert. 6634 May 18,2012 ® WARFONG-Vc6N dotgnparametem andRSaD AV=ONTWSAND D MEMED J17MRSFBRSNCBPA681f it 747d SEFORN DSB. Design valld for use only with MBek connectors. Mink design a based only upon paremeten hown, and is for an Individual WHIM component. ��• AppllcablNrars y of design pameteand "lour lnoomeration of component Is responsiblity of bufding designer -not tors designer. Bracing shown IsfalatemisuppWofhdMdualwebmembersonty. AtlNtional temporary bracing to Insure 4ob11itydWng construction is the responsib➢flly ofthe MiTek' recta. Additional permanent bracing of the o fl structure is the responabEty of the building des'gna. Forgeneral guidance regarding falukation, quality control, storage, def erection and bracing, consult ANSVTPn Quality pNesla, M549 and BC51 Building Component 6901 Parke East Bhd. Sarelylnfamallan ova0abie from Truss Plate Institute.781 N. Lee Street. Suite= Alexandtlp VA 22314. N Swbtes Pine (SPorSplit Wmberiss d. the deallm vatin" ere those effective 0611111120112byALSC or proposed SPIEL Tempa,FL3351114115 Job L TNSS TrussType Dty Ply N3503-Ph Gen ix -Ste ger 23503 -EJ7E Jed-0pan Truse 4 1 Job Reference (ontionall East Coast Truss, Fort Pan=, FL 34846 Run:7.340s Feb 242012 Pont: 7,350 S Apr 232012 MTek indusMes, Ina PoMay1811:5B:502O12 Pagel ID:Zq?vPAugulxOFkvELK_L3gzlFg6ESLoo7hmFxtAZYGyL7HWABOrCH5DoCH?LWJXZFHJ3 -2-0-0 -0 2-8 7-0-0 2-0-0 4-0 Scale=1:27.9 LOADING (psi) SPACING 2-M CSI DEFL In (too) gdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.34 5-6 >248 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.28 5-6 >295 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) -0.09 5 rda n/a SCDL 5.0 Code FSC2007RPI2002 (Matrix-M) Weight: 29 lb FT=20% LUMBER BRACING TOPCHORD 2x4SYPNo.1 TOP CHORD Structural wood sheathing directly applied or 6-3-0 oc purins. BOT CHORD 2x4 SYP No.l BOT CHORD Rigid calling directly applied or 6-0-0 oc brectng. WEDGE MTek recommends that Stabilizers and required cross braclin Left: 2x4 SYP No.2 be installed during truss erection, In accordance with Stabilizer Installation ulde. REACTIONS (lb/size) 4=121IMechaniwl, 2=292/0-8-0 (min. 0-1-8), 5=53/Mechanial Max Horz 2=630(LC 8) Max Uplift 4=349(LC 8), 2=545(LC 8), 5=-69(LC 8) Max Gmv 4=151(LC 6), 2=351(LC 2), 5=87(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=712J152 BOTCHORD 2-7=279/275 NOTES 1) Wlnd: ASCE 7-D5; 140mph (3-sewnd gust); TCOL-4.2psf BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. designed 10.0 bottom live lead L � psf chord elive )Thwrinare any ps A 4This truss has been designed for iveI ad of 20. sf on the bottom chord in wherarectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. gyp% A. . ••. •. �e �� `v'. ,...... 0. •�CENS••. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical wnnecaon others) of truss to bearing apable of withstanding 349 lb uplift at 4,1545 lb uplift at ,`� q i� J�� , • V (by plate joint ,� joinl2and 691bupl'dt atjoint 5.*•: 3938 7) •Seml-rigid pitchbreaks including heels" Member end felty model was used in the analysis and design of this truss. 8) Wanting: Additional permanent and stability brecing fortress system (not part ofthis component design) is always required. _ LOAD CASE(S) Standard O�Ca�. FL Cert. 6634 May 18,2012 A wARNR10-Per(()/ destgnParmrrdrrs andrREAD mnzs ON 7wrsAND7 mwHDxfTEKRSPm=B PAGBM-7473 AWORS WE Desanvald fa use only wlh MDekcommlore. The design a based only upon parameters shovm, and is form individual bMding component.' Applicability of design Parameters and Propporoilon erincorof comon pent a reeWnsbliiy of balding ra designer -not truss designer. Seeing shown bhrlateralsuppartofhdIAdualvebmembersonty. Addlanat temporary bracing to inorm slabllityduing cohdmctlon Is the re,mmear it, of the ereMiTek' erector. Additional penent bracing of the oveml sbudure a the responsibility of the bvllding des'gner. For general guidance regarding fabdcatien, quaffy control, storage, delNery, ereoNon and bracing, consult ANSVTPII dually CMMa, D51.89 and BC51 subset, Component 8944 Pads Ead She. SabhlntormWlon evallable from Truss Plate Institute]elN. Lee Sheet, Suite 312 AlexanMa, VA MI 4. Tempe, FL 338/D4115 N$wmem Pale ($p or SPN lumberb, specifted, the design values am these effective BUOVERi by ALSO or propmeal by SFI& Truss Truss Type Oty Ply p23503-Phoenix-Steger IJob 23503 -EI7F Jads-0panTwa 1 1 Job Reference fopfornaft East Coast Truss, Fad PIeIm, FL UM 3x8 II Scale =1:27.1 Plate Offsets (%Y)• 16103-12 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lox) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OAS Vert(LL) -0.08 5.6 >992 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.13 5-6 >586 180 BCLL 0.0 Rep Stress Ina YES WB 0.13 HOrz(TL) 0.01 3 Na Na BCDL 5.0 Code FBC2007/rP12002 (Matrix-M) Weigh: 28 lb FT-20% LUMBER TOP CHORD 2x4 SYP No.3 BOTCHORD 2x4SYPNo.3 WEBS 2x4 SYP No.3 REACTIONS (lb/size) 6=173/0.4-0 (min. 0-1-8), 3=66/Mechanbel, 5-111/Mechanical Max Hoe 6=447(LC 8) Max Uplift 6=d51(LC 8), 3=200(LC 8). 5=263(LC 8) Max Grav 6=205(LC 2). 3=81(LC 2), 5=130(LC 3) FORCES (lb) -Max. Comp./Max. Tan. -All forces 250 (Ib) or less except when shaven. BOTCHORD "=-454/169 WEBS 2-5=1981534 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 841-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer sta NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf,, BCDL=3.0psh, h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); Cantilever left and right "posed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss is not designed to support a Calling and is not Intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 5) • This truss has been designed for a live load of 20.Opsr on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide �%N will fit between the bottom chord and any other members. 6) Refer to girder(s) for huss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 6, 200 lb uplift at *. joint 3 and 263 Ib uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. cd LOAD CASE(S) Standard 0 ; 0T'• 0iy��s . 4 0 R 1 0NA1 % FL Cert. 6634 May 18,2012 AWARN=-Verily deslgnparmraten co dRBAD aa92Ba ON7ws rum 9NCLL0)BD mrmjwmwmBPAGEmu-7473 BEFORE US& Des1aw1idforuseonNwah NJrekwnnectors. Ildsdedgnbbasedonlyupon pamrnetersshown, and lsforonlndividualburd'ngcomponent. ��• Applicabilityofdesignparametersand properincapwailonofca menthrespomlbmtyofbuildingdesigner-riot trussdesigner. Bracingshown Isforlateralsupportofhc!Mduolwebmembers only. AdditionalfemporarybmcingtolnanestablLNdwingconshuctlonbthedo,onsibUtyofthe MTek' nnent bng of the overall d.twe 5 the responsibility of the building designer. Forgeneml guidance regarding erector. Additional pembracing fabrkatlon, qudity canfml O mni%del", eredlon and bracing consult ANSI/IPII QwBly Washt, aS3a9 and BCSI Building Ccna,sonerd 69N Parke East and. SoferylnfwmaNan o ilable eamnuss Plate lnsBtule,78lN. Lee Sheet, Suite 312 Alaxandda, VA 22314. Tampa, FL=164115 if Southern Prue ISPor SPp) lumber isspecified, Me design values am those effective 06Dt=Z by ALSO orproposed by SRB. Job • Thus Truss Type Dly Ply 023503-PM1oen'u-Stayer 2350 -EJC Jar,-0pen Tms9 i Job Reference (optional) Fast Caast Truss, Pon Plaice, FL 3464E Scale -1:16.2 Plate Offsets (KY, 12:0-0-0.0-0-71 LOADING (psf) SPACING 2-M CS] DEFL in (roc) Vdeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(TL) 0.01 3 n/a Wall BCDL 5.0 Code FBC20077rP12002 (Matrix-M) Weight 15It, FT-20°% LUMBER TOP CHORD 2x4 SYP No.1 BOT CHORD 2x4 SYP No.3 REACTIONS (III/size) 3=55/Mechanical, 2=212/0-8-0 (min. 0-1-8),4=12/Mechanical Max Hom 2=409(LC 8) Met Uplift 3=157(LC 8), 2=500(LC 8) Max Grav 3=94(LC 6), 2=257(LC 2), 4=44(LC 3) FORCES (Ill - Max. Comp./Max. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-5=793/214 BRACING TOPCHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.0psf; h=41ft; B=45111; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157lb uplift at joint 3 and 6001b uplift at joint 2. 7) "Semirigid pitchbreaks including heels" Member end Reilly model was used in the analysis and design of this truss. 8) Wanting: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOADCASE(S) Standard ri FL Cer[. 6634 May 18,2012 7SICRePSR8ACl3PdOSA7B-7473t. BBB. ®W6RN1N0-VeonIVdeignparmrteters DndRBdU hO78S (N7ponponmeten shD , an irniNtlual Debgnvalid loruseonNl'.flheter, connecperincbtlesignb s Iva datigbuldfingcomponent. ofbottlingd gco nothorsdeeresip Bracing soothe Applicabilityolpe of cononNept lens bill fWMigleligne component bachg cy. members Additional b the of the Additional temporary bracing to mete .fparametersandp bp. to Inv comneral b tar tor. MiTek' mg destlwing Permanent Itab erects. A, overall guidance re arrorhg AdditionalbNlyoithe bue11 regompo pemmnrenege.deloFheotset dmduocing, wallet erection and. omult DSBA9 and BCSI BuNtllnp Component arly Wpnec5mpenerDOIB labdcotlonaffor,y control,renege.than 6901 Peke FaslBM. Tiva Platerovy. We Shoal, 2. AlexPndfia, AMl4. 5a/ely lnl avail able thorn ierl Plata lnsfitufa.]61N. Lee 3hee1, 3ure312. AIeeettve,VA 2261 d. Tampa, FI.W61D4115 tt Soumem Pme (Agar, hsmberb sloe me deskln vatDeaaremoae etteetive DBDiRDf2hy ALA: ar r M SRa orlon. Job s Truss Truss Type Gty Ply R23503-Phoanix-Stager 23503 -HJ$ diagonal Hip Girder 1 ReferenceJob (optional) East Coast Trues, Fort Pieme, FL 34946 Run:7.340 s Feb 24 2012 Print Two s Apr 232012 MiTek Industries, Ina Fn May 1811:58:512012 Pagel ID:Zg7vPAagulxOFkvELK L3gzlFgO-iKuB7TIYdZ3koj7M0NNsiCKFZAgg2MlM5TFzzFHj2 -2-9-15 7-0.2 2-8-15 7-04 LOADING (ps0 SPACING 2-0--0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.95 TCDL 7.0 Lumber Increase 1.25 BC 0.33 BCLL 0.0 Rep Stress Ina NO WB 0.00 BCDL 5.0 Code FBC2007/fP12002 (Matrix-M) DEFL in (loc) Well L/d Vert(LL) -0.09 6-9 >943 240 Ven(TL) -0.07 6-9 >999 180 Horz(TL) 0.02 4 n/a rda LUMBER BRACING TOP CHORD 2x4 SYP No.1 TOP CHORD BOT CHORD 2x4 SYP No.3 WEBS 2x4 SYP No.3 BOTCHORD REACTIONS (lb/size) 4=30&Mechaniwl, 6=461/Mechanical, 2=249/0-11-7 (min. 0-1-8) Max Hoe 2=369(LC 7) Max Uplift 4=-U3(LC 2), 6=986(LC 8), 2=639(LC e) Max Grav 4=716(LC 8), 6=568(LC 2), 2=313(LC 2) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-1 0=-1518/497,3.4=1511273, 3-6=546/1036 BOTCHORD 2-12=199/340 3w1 II Scale -1:23.0 PLATES GRIP MT20 244/190 Weight: 311b FT=20% Structural wood sheathing directly applied or 4.3.13 oc punins, except end verticals. Rigid tailing directly applied or 10.0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3second gust); TCDL=4.2psh BCDL=3.Opsg h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include oases with reductions for multiple Concument live loads. 3) This truss has been designed for a 10.0 loaf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Ops/ on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Referto glrder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift atjoint 4, 9861b uplift at joint 6 and 639 lb uplift at joint 2. 7) "Semi -rigid pftchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other Connection device(s) shall be Provided sufficient to support concentrated load(s) 71 Ib down and 23 lb up at 1-3-15, 71 lb down and 231b up at 1-&15, and 4 Be down and 86 lb up at 4-1-14, and 4Is down and 86 lb up at 4-1-14 on top chord, and 201b down and 301b up at 1.3-15, 20 lb down and 30 lb up at 1315, and 61b down and 5lb up at 4.1.14, and 61b down and 51b up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability Imaging for truss system (not part of this component design) Is always required. 10) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Incease=1.25 Uniform Loads (pit) Vert: 1-3=44, 34=44, &7=10 Concentrated Loads (Ib) Vert: 10=45(F=23, B=23)11=5(F=2, B=2)12=42(F=21, B=21)13=7(F=3, B=3) FL Cert. 6634 May 18,2012 ®WMNU46-7erjjty desfgapwmnelera,sadRBAD 1W7SS ONIWEANDUXLODBN MMNREFMWNCBPAGNBN-7473 BBFORS US& Design void for use only with Wek connections Thk design Is based only upon parameters flown, end k for an lndrduol building component. ��' ApplicabiRy of design parameters and proper incorporation of component Isre conublity of building designer -not has designer. Bracing g sh bfalatemlwppwtoflndMduaiwebmembersonN•Additional tempararybracingtolnwre dadBNdudngconshuctbnk Mreresponeulftyoffhe MiTek' erector. Additional permanentbractng of the overal stmura ctis the responsibility of the building designee Forgeneral guidance regarding fabdcotbn, quality confraL storage, deltr , erecton and bracing. coreug ANSIAPII Quality C/deds.Dw-89 and Bat Building Component 6904 Padre Ease BM. 3a Infi, alon available from Truss Plot. Imtilute,781N. Lee Snaal. Suite 31Z Alsxendda. VA=14. Tampa, R33610i115 if SestMm Pine SP orS fumberts specified,the des values are these effective 11=1912 ALSC or proposed SRB. Job , Truss Truss Type Dy Ply 423503-Phoenix-Steger 23503 -HJ7 dagonal Hip Gvd,, 5 1 Job Referenceo o al East Coast Truss, Fort Pierce, FL 34948 4.95 FT 3x4 11 Scale =1:29.3 LOADING (fast) SPACING 2-0-0 CSI DEFL in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.05 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0A1 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 HoR(TL) 0.01 7 It n/a BCDL 5.0 Code FBC2007RPI2002 (Matrix-M) Weight: 56 lb FT=20% LUMBER BRACING TOPCHORD 2x4SYPNo.1 TOP CHORD Stmctund wood sheathing directly applied or 4-3-13 oc purlins, BOT CHORD 2x4 SYP No.3 except end verticals. WEBS 20 SYP No.3 BOT CHORD Rigid calling directly applied or 7-9-1 oc bracing. WEDGE MI recommends that Stabilizers and required cross bracing Left: 2x4 SYP No.2 be installed during truss erection, In accordance with Stabilizer Installation de REACTIONS (lb/size) 7=-307/Mechanical, 2=346/0-10-15 (min. 0-1-8), 9=641/Mechanical Max Holz 2=493(LC 7) Max Uplift 7=-375(LC 2), 2=791(1_C 8), 9=1208(LC 8) Max Grav 7=685(LC 5), 2=428(LC 2), 9=770(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-14=1381/413, 3.14=291/192, 3-15=382/416, 4-15=342/419, 6-7=148/261, 6-9=558/982 BOT CHORD 2-17=-414/318, 17-18=-414239, 10-18=-014/239, 10-19=552/367, 9-19=5521367 WEBS 4-9=3851627, 4-10=38/253, 3-10=358/151 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; save=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 per bottom chord live load noncon anent with any other live leads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 375 lb uplift atjoim 7, 791 It, uplift at joint 2 and 12081b uplift a int 9. 7) "SemFrigid pitchbreaks including heels° Member end fairy, model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 23 Ito up at 1-3-15, 71 lb down and 23 lb up at 13-15, 4lb down end 86 lb up at 44.14. 4lb down and 86 Ib up at 4-1-14, and 53 lb down and 1761b up at 6-11-13, and 531b down end 176lb up at 6-11-13 on top chord, and 20 Ib down and 301b up at 13-15, 201b down end 301b up at 13.15, 616 down and 5lb up at 4-1-14, 61b down end 5lb up at 41-14, end 41 Ib down and l l Ib up at 6-11-13, and 41 lb down and 11 lb up at 6-11-13 on bottom chard. The design/selection of such Connection device(s) is the responsibility of others. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard S ORIN DNA%- FL Cert. 6634 May 18,2012 W -9ery(y defgnPaymrfaters DndRww MJT580trims Arm mmagio xmwRSF)Rw=FAW)VIr.7473 BBFORS USB, ease ease Design valid for use any v 0h Mlek connectors. this design is based only upon parameters shown and 4 for an Ndividuol building component.• Appllcabl0y m of design parameters and proper inwlpm ossfon of wponent is responslbiliN of building designer -not designer. Bracing shown 4falatemlwpporlofindMvalaebmembenany.Addifmnaltemporarybracingtolnsumdabi0ydudngwnstructlonblhereeponslbrHyotlhe MiTek' weator. Additional pemlgnent bracing of the overa0 structure Is the respondb6N of the bundmg desgnec For general guidance regarding fabdcatbn, qualry cohkoL storage, deWary, erection and bracing, wnsull ANSI/Ie11 Quality CMMa,DSB-89 and bal Building Component 69M Palle East Bad. Sufelylntama8on available from Tvss Plate lnstitute,MIN. Lee Sheet. Suite 312 Alewndd., VA 22314. Tempa,FL336104115 tf Soumem Prue SPor )himberiss fC medeS Wuenam Moseeff i O6MtM2 ALSCDrpraposedby3PIB. Job a Truss Truss Type Dty ply M503- Phoenix- Stager 23503 -H,17 Diagonal Hip Girder 5 1 1 Job Reference foptionall End ast Tmss, Fort Pieme, FL 34948 Run:7.340s Fab 242012 Print 7.350 a Apr232012 MiTek Industries, Inc Frilday1811:58:512012 Paget ID:Zq7vP/wgulxQFkvELK_L3gzlFg0.1KuB7TiYdZ3koj7NteV siCKFYxge7MYN5TFuFHj2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Un'dforrn Loads (plf) Vert: 1-6=-44, 6-7=44, 8-11=10 Concentrated Loads (lb) Vert: 14=45(F=23, 3=23) 15=5(F=2, B=2) 16=-88(F=-44, B=-44) 17-42(F-21, B=21) 18=7(F=3, B=3) 19=36(F=18, B=18) ',OI."C)NA1 ,, 40' FL Cert. 6634 May 18,2012 Awmimm.7erobdeslgnparmrmteniand READ IV=OMMSANDlNUORDJff=RJgeMBCBPAGBJN-7473BBFOiSUM ■■■■ Design valid for use any Wth ANek connectors. Thb design Itbased my upon parameters shown, and is loran lndlvidual building component. Applicability Applicabilitypa ty of design rometem and proper lncomoratbn of component k respombEty, of bu0ding desgner- not fuss designer. Bracing shown ra hfordotemlwppodofMMdualwebmembenonty.AddOlonaltempwm,machgtolnsumstabi6tydudngcormuctlonIs the responslbOBryofthe MiTek' erector. Additional permanent bating of the oveml structure k the n000rni 0ityof the bu0ding designer. For general gualance regarding fabrication. quality control garage, delivery, erection and bracing. wmult ANSI/I1I1 Quality CMado, DSB-89 and SCSI Building Component 6904 Perk, Fast BIW. SafetylnI7,dIor, ayailable ham Twu Plate lmtilute,781N. Lee Street, Suite 312 Alexandda, VA MI 4. Tempe, FL 0361Od115 it Sou . me SP orS tumber Is specified, Me des values are those effective DGII 12 ALSO or proposed SBA. Job r 1 Truss Truss Type Oty Ply 823503-Phoenix-Steger 23503 -HJ7A Diagonal Hip Girder t Job Reference (optional) East Coast Truss, Fort Pieax, FL 34946 Run:7.340e Feb 242012 Pant 7.350 a Apr 232012 MiTek Industries, Ina Fd May1811:58:512012 Paget ID:Zg7vPAugulxOFkvELK_L3gzlFg41KUB711ydZ3koj7MeWvsiHXFbZgdtM W5TFmFHj2 9$15 - a-2-3 410.1 � 2-&15 I 423 57-14 I 4.95 12 4x4 410.1 Srals=1:29.3 Plate Offsets (KY), 12:0-0.0.0-1-51, KO-2-0.Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) gdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.06 9-12 >889 240 MT20 2441190, TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 9-12 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.20 Horz(TL) 0.01 2 Ne Na BCDL 5.0 Code FBC2007/fP12002 (Matrix-M) Weight: 53 lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 •Except* TOP CHORD Structural mod sheathing directly applied or 6-0-0 cc purling, 1-4: 2x4 SYP M 31 except end verticals. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid calling directly applied or 64)-0 cc bracing. WEBS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.2 installation guide. REACTIONS All bearings Mechanical except (jt=length) 2=0-10-15, 9=0-115. (lb) - Max Harz 2=493(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 6=-370(LC 2), 2=379(LC 8). 9=717(LC 8), 8=1045(LC 5) Max Gmv All reactions 250 lb or less at joinl(s) 2 except 6=774(LC 8), 9=366(LC 2), 8=532(LC 2) FORCES (Ib) - Max. CompJMex. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1363/444, 3-13-506/168, 5-6-146/295, 5.8-545/1136 BOT CHORD 2-15=254/651, 9-15=121/427, 9.16=121/427, 8-16=1211427 WEBS 3-9-355/812, 3.8=336/143 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psY BCDL=3.Opsf; h=41ft; 8=4511; L=2411; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concument live loads. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to gird( for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate =Pablo of withstanding 370 lb uplift at joint 6, 3791b uplift at joint 2, 717lb uplift at joint 9 and 1045 Ib uplift at joint S. 7) "Semirigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(g) or other connection device(s) shall be provided sufficient to support concentrated loads) 71 Ib down and 23 lb up at 1.3-15, 71 lb down and 23 lb up at 1.3.15.4lb down and 861b up at 4.1-14, 41b down and 86lb up at 4.1.14, and 64 lb down and 1991b up at 6-11-13, and 891b up at 6-11-13 on top chord, and 20lb down and 30 lb up at 1-3-15, 201b down and 301b up at 1.3.15, and 441b dawn antl 281b up al 6-11.13, and 351b up at 6.11.13 on bottom chord. The designtselection of such connection devices) is the responsibility of others. 9) Warning:Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=L25 Uniform Loads (pit) Vert: 15=-44, 5-6=44, 7-Il �ORIV'' NJ ONA' ll'o FL Cert. 6634 May 18,2012 W -17al dztgrtporvarsdas al READ f11177880N 77116 AND/NC1.r11013D V=RE➢BRBNCB PAGB 291-7473 BEFORS USE Dedgnvafd fause ony Win Wek connedas. The design is based ony upon parameters shown, and Is for on Individual building component - Applicability of design pamk mers and proper incamtion poof component h sesponsbna- ility of budding designot fruss all gracing shown Is fw lalerol suppad of lnd'Mdualweb members Doty. Additional temporary trocing to insure stabidtydudng conshuctbn h lherealoamiblllly of the MOWerector. Additional permovera anent bracing of the ll slmdure Is the responsibility of the building designer. For general guidance reging ard fabacatbn, quality control, storage. delivery, erectbn and bracing, consult Al all Were, DSE-89 and Sal Bunding Component 69N Puke Fast Bled. Safetylnfamallon ovalbble from Truss Plate lnfffute.781N. Lea Street. Suite 312, Alexandria VA Ml 4. Tampa, FL3 IMI16 tt SouUxm P-are SP or Slip) himberisspecified, the design values are those effeetAre 0610112012 by ALSO or proposed by 5R6 Job TNss Truss Type Oty Ply 423503-Phoenix-Steger 23503 -HRA aegonel Hip Girder 1 Job Reference (optional) East Coast Tniss, Fan Plen:e, FL 34948 Run: 7.340s Feb 242012 Pdnt 9.350 sApr232012 MiTeklodustries, Inc. Fd May 1811:58:512012 Paget IO:Zg7vPAugulxOFkvELK L3gzlFgPiKuB7LYYdZ3koj7N2eVVvsiHXFbZgdlMWi5TF=FHj2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=5(F=2, 3=2) 13=45(F=23, 3=23) 14=27(F=26, B=53).15=42(F=21, B=21) 16=1(F=29, B=26) FL Cert. 6634 May 18,2012 AWARmm-vcr%deelgnpormrnaters tsadRB6DiYOMON7WBAWJNCLOD& bfMRI&FMiCBPAGBXU-7473 ERFORSUM ease Deagnvalldforuseami/vRh Mgekconnen=Th6 dedgnbbesad onlyupen paremeteashow arW4faanlndlddualbuil,ing mmpanenl. Applkabiliycfdeslgn Parametersand ppenccoipa,otionofcomponenthrespo tilyof buding designer-nottruss designer. Bracing shown lsforlatemlwppodofMMdualvebmembeoonty.AddltionoltemporarybacingtolnsueslalaRyduingconsbuctlonNleresponslbiltyofthe MiTek' erector. Additional permanent bating of the overall structure b the respomile ity of the bullding designer. For general guidance regarding fabrcation, quality central. storage, de]Wq. erectbn and bachg, consult AN51/UI1 pualily Wmftu 0.9E-89 and Bat S.Udlmg Companenl 69gd Perke East and. Sabylnforma0on avaDable ham Truss Plate lrutitute781N. Lee Sheet. Suite 312, Alexandria. VA=14. Tamp, FL 33al0d115 If SautheraPme SPorS Nmberimspedfied,thedesp vcluesaretAoseeRes OOHWILH2 ALSCorpmposed SWd Job Truss Truss Type Oty Ply a2a50a-Phoenia-Stage( 23503 -HJ7C Diagonal Hip Girder 2 1 Job Reference (national Eno coast Truss, Fan Prtrte, FL 34949 Run: 7.340 a Feb 242012 Pont 7.350 a Apr 232012 Wek laduswles, Ina. Po May 18 11:58:52 2012 Page 1 ID:Zg7vPAugulxOFkvELIC L3gzlFgO-AXSZCpIAOsBbPsd3m91R4FWrbmZ3OVkJglnPzFHj1 -4-415 1-0.0 30.n &0.0 &10.1 I � 2915 1-0-0 2-a-0 34f0 11a1 2x4 II 3 4 Sale a 1:26.9 14 &10.1 r-00 3a0 tcaa G96 1 1-00 2D0 30e i96 0.ae Plate Offsets rx.n: r1:a1.4.0a101 LOADING (pst) SPACING 2-0-0 CSI DEFL in (too) vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.32 Vert(LL) 0.05 7 >999 240 MT20 244/190 TOOL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) 0.04 7 >999 180 BOLL 0.0 Rep Stress Ina NO WB 0.27 Heal -0.02 6 Na Na BCDL 5.0 Code FBC20D7/TP12002 (Matrix-M) Weight: 501la FT-20% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc pudins, BOTCHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ailing directly applied or 6-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation REACTIONS (lb/size) 1=161/0.9-13 (min. O.1-8), 4=283/Mechaniwl, 6=613/Mechanial guide, Max Holz 1=345(LC 5) Max Uplift 1=-291(LC 8). 4=331(LC 2), 6=-1221(LC 8) Max Gran, 1=207(LC 2). 4=538(LC 8). 6=720(LC 2) , FORCES (11b) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=592/883, 11.12=-559/956, 2-12=556/959, 3-6=-464/807 BOT CHORD 1-14=1052/533, 14-15=1047/525, 7-15=1045/530, 7-16=1052/525, 6-16=1053/537 WEBS 2-6=507/1090 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=41ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; RS heights); left end vertical left and right late L (all 2) This truss has been designlever ed for basic) adcombinations, which include cases with; preductlions forrmuHlple conpcuurrent lie loads. PS A. q FF1F, 3) This truss has been designed for a 10.0 Par bottom chord live load nonaneurreM with any other live loads. �p`�111101111111 �v.� ��I� 4) • This truss has been designed for a live load of 20.Opsf on the boom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide '1 , '� G E N S will fit between the boom chord and any other members. �``0-. .�`-,� V ._I, 5) Refertogirder(s)for truss to truss connections. 3938 6) Beating atjoint(s) i considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify * �• apathy of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 291 lb uplift at joint 1, 331 lb uplift at joint 4 and 1221 Ite uplift at joint 6. 8) "Semklgld phahbresks Including heals" Member end fglity model was used in the analysis and design of this truss. ATE + 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated luad(s) 86 Ib down and 40 lb up at !4t 0' Q and tnd 87 lb up at 11- -1 and 87 lb up at lrrda, and up and 48l and2llb do down 4, and 46 Ito a11-13 up atl 6-11-1 antop -i��sS:0 R%'0X* N?�,, andd28l 6be at1-91513, , �b ndd 2 nEwn e174-E buPand 39 ID down and 12 lb up at 6-11-13 on boom chord. The design/selection of such connection device(s) Is the responsibility of �oF �O N A� others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the fact of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard May 18,2012 W -7avD drsfydPalonotmall andRSAD mcnim ONmr, Arm 7N06fmjuninKREFERENCBPAGBAfi-7473 HBFoRS UM De9gn va0d for use onN with Mifek connectors. Thb design h based only upon parameters shown and is for an lndlNdual bulring component. ��• App tc.Uly of design parameters and proper incorpom8on of component 8 reepomiboityof bulding designer -not hus designer. rival shown l for lateral wppod of lndMdualweb members Doty. Addltlonoltempo bracing tolnw eabllitydu ngconshuctlonblh mvomtbootyofthe MiTek' erector. Additional permanent bracing of Moveral l ll structure b iheresponnbirty of the bullring de'lgner. For general guidance regarding fabrkatou, quality control. storage, de8very, erecllon and bracing. comurc ANSI/rPil Quality Wait,DSO-89 and Dal flooding Component 69M Palle East all. Sefetylntamaoon avallable, fromTruo Plat.institot.,781 N. Lee Street. Suit. 31Z Alaeandr., VA Ml 4. Tampa, FL 3]B1W115 Disbar are Prue SPor SP kladlerfs speefed,the des values are More effective OfliltAf2 ALSO or proposed SR6. Job Truss TNsa Type Oly Ply B235N-Phoenix•akger 23503 -HJ7C Diagonal Hip Ginter 2 1 a East Coast TNea, Fall Pan=. FL 34916 Run: 7.340 a Feb 242012 Pont 7.350 a Apr232012 Meek Industhes, Ina Fit May 18 11;0:522012 Page 2 IDZq?vPAugulxOFkvELX L3gzlFgO-AXSZCP)AOsBbPsif3m91R4FWrbmZ30VkJglnPzFH71 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=44, 3-4=-44, 5-11=10 Concentrated Loads (lb) Vert 11=80(F=40, B=40) 12=19(F=10. B=10) 13=80(F=40, B=40) 14=37(F=18, Bat 8) 15-10(F=5, B=5) 16=28(F=14, B=14) FL Cert. 6634 May 18,2012 A WARIVING. Val dolgnpgvmmten ondRHADAMMON77USAND MMUDEDM MCCRBFMM CHPd0B79F747d BWORB US& Design vofd far use only with Mnek connedors. Thb design is based only upon parameters showrr, and is for an individual buiding compamnt. ��• AppliccE loyof design mmmelers and proper rp Incaomtlon of component is resporabllily of building designer -not tons Brac ing cing shown isfortateml support of Individual web members only. Addltloml temporay bracing to insure slabON clueing comtuctlon Is fine respon ifllty of the erects.M(Tek• AddiBoml permanent bracing of Movero e 0 siucture hihe mpor bNNof the buildfar building designer. geneml guidance regarding rY1 fobdcation, quofycontml storage, ddWry, erection and bractrg, consult ANSVrP11 Guollty Waste, 11311-89 and BC31 Building Campomrd e9414 Parks, EeM am Bafelylnlamallon —liable from TWas Plate Institute. Lee 5lreeL Sulte 31Z Alexandria, VA 2231d. Tempe, FL33utOJ115 USoatbem Pone SPorS lurnberis the des values arctilme effectiveBGW=2 ALSO or proposed SFUL Jobs r Truss Truss Type Dty Ply 823503- Phoenix. Slinger 23503 -114E Diagonal Hip binder 1 1 Job Reference (optional East Coast Truss, Fad Pierre, FL UM Run:7.340s Feb 242012 Print 7.350 a Apr 232012 War Industries, Inc. FriMay1811:58:522012 Pagel ID:Zq?vPAugulxQFkvELr.L3gzlFgO�AXSZCpjAOsBbPsif3mglR4F00MZ1pVkJg1nPzFH)1 .a.2ss a]-lz 6z4 410-1 r 2-e-15 I 3-]-12 I 2-11-8 32-10 Scale -1:26.9 axe II 3 4 414 % 2A3 12 9-10-1 Plate Offsets (KY), M D-2-1 0.0-141 LOADING fast) SPACING 2-0.0 CS] DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Veri(LL) 0.16 6-7 >701 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.44 VertrTL) -0.15 6.7 >771 180 BCLL 0.0 Rep Stress Incr NO WB 0A1 Horz(TL) -0.04 6 We Na BCDL 5.0 Code FBC2007ITP12002 (Matrix-M) Weight 541b FT-20% LUMBER BRACING TOP CHORD 2a6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 be purling, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid waling directly applied or 5-3-13 be bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (Ib/size) 1=219/0-9-13 (min. 0.1-8), 4=-497/Mechanimi.6=883/MechanlmI Max Horz 1401(LC 5) Max Uplift 1=-340(LC 8), 4=593(LC 2), 6=1856(LC 8) Max Grey 1=271(LC 2), 4=1113(LC 8), 6=1051(LC 2) FORCES (Ib)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 1-11=886/1295, 2-11=884/1359, 3-4=231/425, 3.6=821/1553 BOTCHORD 1-14=1366/802,7.14=13551798.7-15=1261/727,15-16=1261/727. 6-16=12611727 WEBS 2-6=697/1346, 2-7=452/346 NOTES 1) Wind: ASCE 7-05; 140Mph (3-second gust); TCDL=4.2psF BCDL=3.Ops1; h=41ft; B=45ft; L=24ft; sve48; Cat II; Exit C; enclosed; hpLumber is heights); Cantileverrid plate grip for loads. 2) This h been designed for basic combinations, which Include as with reductions multiple cownent e 3) This truss is not designed to support a telling and is not Intended for use where aesthetics are a consideration. -`f�`Pg� \`r' �e Oj 4) This truss has been designed for a 10.0par bottom chord live load nonconcurrem with any other live loads. �t� ,.• .•'kC E•IVS'•.q�l"�� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide ,�,r Will fit between the bottom chord and any other members. + 3938 6) Rater to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 3401b uplift atjoint 1, 5931b uplifts joint 4 and 18561b uplift at joint 6. •. ATE 9) Semi -rigid pitchbreaks including heels' Member end fixity model lives used in the analysis and design of this truss. at 000, 10) Han1-3-15r(s) or other connection 71 Ib down 23lb up a c1315,a48ll bb Eown and 461brovided sup nt at 4-1-14. 21support n a down and 59ated 5b op a 4-1-14, and 38Ib dawn p •'• o R 1 Qcp_\'`�y���� �010and and la 30 lit ,'4SjS�� 156 to up at and 31 Its 3 on top chord, and 20 and and 21l lb up at }14. 41 1b down and 301b up at11315, 77lb dow-13, n and 12a up a 4-125 1b down and 53lb p at 14, and 57down and 72 h up N Al ,` `%% a 6.11-13, and 41 lb doom and 401b up at 6-11-13 on bottom chard. The design/selection of such connection device(s) Is the responsibility of others. 11) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOADCASE(S) Standard May 18,2012 W -Vp{(y dalgnPanmrrcMa and RBAO N0=ON INIS AND INCLUDED 01MKRRFMtff CB PAGE MU-7473 PSFOR8 LIM ■■■ Design valid for use only W,th Wok connectors. This design is based only upon parameters movm. and is foram lndMCual Wang component. ��• Appfeability of design parameters and p ,oer lnoaparation of component is dscontiliry of building designer -not tons designer. Bracing sloe afalatemil pporlof Mdividualvrebmambeaanly. Addllonal temporary bracing to hmne stabrtydunng conshuction is the responsiaTinty of the Mel(erector AdditbnalpemwnentbracNgofMeoverallst dmislhommesslblfNofthebuiMingdmlgner.F genesolguidancere oMhg ratricetior, quality control storage, deMery, erection and bracing, consult ANSVT?II Gansu, Crileste, MB49 and BCSI Building Component 69W Parke East Bhd. soby lnlmmallon 0.1ata'e flood Truss Plate traditute,781 N. Lea street. Sidle 31Z Alexandrla, VA=14. Tampa, FL 336104116 if Sathem Pme SP orS )lumber is specified, the design vadeds are Made effective 06'017L712 by ALSC or proplemead by SWa Jobs Truss Truss Type QVPly a2350-Phoeo'H-sUger 23503 -HJ7E Oagonal Hip Girder I 1 ob e Earl Coast Trvf e, Fort Pierce, FL 34916 Hun: laaoe rep21 2912 rnnc r.=$APrzJlml MI l exmausmea, me rn raey...... "Le1[ rag.L ID:Zg7vPAugulxOFkvELK L3gzlFgOA%SZCpJAOsBbPsM.gIR4FODNZ1pVkJginPzFHjI LOAD CASE(S) Standard 1) Regular: Lumber Incease=1.25, Plate Increase=1.25 Un8om1 Loads (pIq Vert: 1-3=-44, 3-4=44, 7-8=10, 5.7-10 Concentrated Loads (Ib) Vert: 11=45(F=23, B=23) 12=62(F=26, B=36) 13=60(F-27, B=33) 14=42(F=21, B=21)15=84(F=20, B=64) 16=83(F=35, 13 -48) J,.%O s A. q �i. .% O•.• i * 3938 10 �% ,S/oNA' �C,p FL Cert. 6634 May 18,2012 AWARNrflO- Vann dea{gnPgnlonlm padR&W BUM ON7NISdNOMUDDED Jg=RUBRBNCOPAGE lIIh7473 MWORS USE Design valld for use ont, Win N3ek connectors. This design Isbbased!only upon parameter shovm, and is for an indl dual building component. �■�• Applicoon ty of design eaaper meter and proincomoratlon of component b rezponsbility of building de Igner-not buss designer. Bmcing shown bfahteralwppo ofindNWuolwebrrem enly. Additional temporaybrachgtolnurestabiGtydudngcansbuctlonbthe respomlb1111"Ithe MiTek' ,rectamve . Additional pelanent bracing of the oro0 sfru M is to m000mlblfly of the building desgner. Forgeneral guidance regarding fabrication. quality control. storage, delivery, emotion and bracing, consult ANSVTPll Quagty CNedo.DSO.89 and BG91 Building Component 69U Parke East Blvd. Safetylntarmatlon awlable from Two Plate Institute. 8lN. Lee Sheet. Suite 312. Alexamsta, VA 22314. Tempe, FI.=104115 C Saumem Pole l SP or SPp) lumber Is spedfied, me design values are Grose effee0rc 06012012 by ALSO or proposed by SBd Jobs s Truss Truss Type Qy, Ply M3503- Phoenix -Steger 23503 -HJ7G piagonal Hip Gentler 1 1 Job Reference factional) East Coast Truss, Fod Pierre, FL. 34946 Run:7.340s Feb 242012 Print 7.350 s Apr 232012 MiTek Industries, Ina Fri May1811:58:522012 Paget ID:Zg7vPAugulxQFkvELX L3gzIFgO-AXSZCpIAOsBbPs#3m91R4FQJR4Z4aVkJglnPzFHj1 4110E 49.10.1 4110E -11-11 44 = LOADING (psQ SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 5.0 Code FBC2007rrP12002 3x4 6xe = 5 9-10-1 940-1 CSI DEFL in (too) War Ud TC 0.74 Vert(LL) .0.24 6-9 >470 240 BC 0.41 Vert(TL) -0.42 6-9 >273 180 WB 0.24 Hom(TL) 0.01 1 Na n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 BOTCHORD WEDGE Left: 2x4 SYP No.2 REACTIONS (lb/size) 1=24010-10-15 (min. 0-1-8), 4=-285/Mechaniwl, 6=669/Mechanical Max Horz 1=439(LC 7) Max Uplift 1-422(LC 8), 4=-360(LC 2), 6-1446(LC 8) Max Grav 1=288(LC 2), 4=797(LC 5), 6=814(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-486(/16, 10.11=-034/762, 2.11-428042, 3-12=254/58, 3-0-143/304, ME 544/1119 BOT CHORD 1-13=748/442, 13-14=-748/442, 14-15=748/442, 6-15-748/442 WEBS 2-6=449/947 Scale -1.29.0 PLATES GRIP MT20 2441190 Weight: 451It FT=20% Structural wood sheathing direly applied or 64)-0 cc putting, except end verficals. Rigid ceiling directly applied or 7-2-13 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Dpsf,, h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include mass with reductions for multiple concurrent live loads. 3) This truss is not designed to support a ceiling and Is not Intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 Ind bottom chord live load nonconcument win any other live loads. 5) -This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 422 Ib uplift at joint 1, 360 It uplift at joint 4 and 1446 he uplift at joint 6. 8) "SemFrlgld pitchbreaks Including heels" Member end rally model was used in the analysis and design of this cuss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)15 At down and 66 lb up at 1.3-15, 71 Ib dawn and 23 lb up at 1315, 16 lb down and 13211; up at 4-1-14, 4lb down and 86 lb up at 4-1-14, and 64 lb down and 1991b up at 6-11-13, and 53 lb dawn and 176 lb up at 6-11-13 on top chord, and 18 lb up at 1.3.15.20 lb down and 30 lb up at 1315,16 lb dawn and 231b up at 4-1-14, 6lb down and 51b up at 4-1-14, and 44 lb down and 28 lb up at 6-11-13, and 41 Ib dawn and 11 lb up at &11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). LOADCASE(S) Standard FL Cert. 6634 May 18,2012 W Verodesign parameters and READ N07H8 ON THIS AND1NUEMI ) HOHRREFEREFICHFArBmf-7470 BEFORE USB. assass Dedgnwfd for use onyWth Wet, connectors. This design is hosed any upon parameters si and h foran individual building component. ��• Applicability of design mmwmmti paaters and properinoon of component h respcmown bility of hurtling designer -not truss designer, Bracing sh Isforlate-alwppMofndMuaiwebmembersony. Additional temperary Ixung to lraters, stabirtyduring construction b the responsiern"f the MiTek' eorector. Additional pamenent bracing of the non shd uure is the responslbTly of the binding designer. For general guidance regarding fabrication. q,mrty con"L storage, delivery, melon and bmchg, consult ANSIp1`110ua81y Werle, D58.89 and BCSI Building Component 69M Parke East Shed. Sefe'yinbrjTn ovaibbie hem Truss Plata lmtiluf.,78IN. Lee Sheet, Suite 312 Alexandria, VA MI 4. Temps, R=1a4116 If Southern Pine SP orS ) lumber[, specified, the design Values am mesa effective D61011illf2by ALSO or proposed by SRS Job, , Truss Tmss Type Oty Ply 1123503 -Phoenix -Steger 23503 -HJ70 Diagonal HP Girder 1 1 Job Referent. foorionall East Coast Tmss, Fart Pismo, FL 34949 nuo:7.340s Feb 242012 Print 7.350 s Apr 232012 MiTek Industries, Inc FdMnl8ll:55:522012 Paga2 ID:Zg7vPAagulxGFkvELN L311z1Fq&AXSZCp1AOsBbPsfP3mgIR4FOJN4Z4aVkJglnPzFHJ1 LOAD CASEJS) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (pIQ Vert: 13=44, 3-4=-44, 5-7=10 Concentrated Loads (Ib) Vert: 10=48(F=25, B=23) 11=-11(F=-14, B=2) 12=97(F-53, B=-44) 13=22(F=1, B=21) 14=10(F=14, B=3) 15=47(F=28, B=18) O�4 ,1�� E N S <e9,�A'�. 3938 \�%N FL Cert. 6634 May 18,2012 AweBunco-Verindmtgapmxishedmmc(RwAlo113s oN77ammijvmwBDF1t7FXPJWMENOPAGBffiF7473MWORSUSA ■■■ Dedgnwlid foruse ony Wlh Mlrekoonnectors. This design b based any upon parameters shown. and is loran lnd dual buldhg component. ��• ApplkablUty of design porametessand properincarpaation of component Is responsSNN of building designar-not truss designer. Bracing shown Is forlateral support of hdMdual web members only. Additional temporary bracing to lnssre dabl0tydudng conshuclion It the respamlbMity of the MiTek' erector. Additional permanent bracing of the overa0 structure is the responsal ty of the building designer. For general guldance regarding fabdcetien. quall con"L storage, delNery, erection and bracing, consult ANSIRPII Dua01y Waft DSB49 and BCSI Building Component SUM Parke Eed BNB. Safetylnbrmglbn aw0able from Lass Plate lnatitofe,781 N.Lee Street SVBe312Alexandffe VAMI4. U Saulhem Prue SP or SPp Lumberta specified, me design values Breibose effecffn,OWVM2byAM orproposed by SPIEL Tempe,FL=1b4115 Jab Truss Truss Type ply Ply a23503-Poxne-stellar 23503 -HjC Diagonal Hip Cinder 1 1 Job Reference (national) test Coast Thus, Pon Pierce, FL MM �1 LOADING (psQ SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.62 TCDL 7.0 Lumber Increase 1.25 BC 0.15 BCLL 0.0 Rep Stress Ind NO WB 0.00 BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP M 31 BOTCHORD 2x4 SYP M 31 WEDGE Left: 2x4 SYP No.2 REACTIONS (Ih/size) 3=60/1,11echaniwl, 2=230/0-10-15 (min. 0-1-8), 4=2Mlechanlcal Max Hoa 2=401(LC 8) Max Uplift 3-164(LC 8), 2=-604(LC 8), 4-5(LC 2) Max Gmv 3=75(LC 2), 2=291(LC 2), 4=60(LC 8) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-8=1377/454 BOTCHORD 2-10=171/377 Run: 7.340a Feb 242012 Print 7.350 181 Scale-1:17.7 DEFL in (too) Well LJd PLATES GRIP Vert(LL) -0.07 4-7 >859 240 MT20 244/190 Vert(TL) -0.06 4-7 >999 180 Hoa(TL) 0.01 2 Na n/a Weight: 211b FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 4-10.10 oc punins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required doss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf, h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as perANSI/TPI 1. 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurent live loads. 4) Gable studs spaced at 24)-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load noncancument with any other live leads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 164 Its uplift at joint 3, 604 lb uplift at joint 2 and 5 Its uplift at joint 4. 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other Connection devlce(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 23 ID up at 1-3-15. 71 It, down and 23 lb up at 1315, and 4lb down and 86 th up at 4-1-14, and 41b down and 86 Its up at 4-1-14 on top chord, and 201b down and 30111 up at 1-3-15, 201b down and 301b up at 1315, and 616 down and 516 up at 4-1-14, and 61b down and 5lb up at 4-1-14 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 12) In the LOAD CASES) section, loads applied to the face of the truss are noted as from (F) or back (B). LOADCASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-3=44, 4-5=10 "40R10P, .. ONAl. EC FL Cert. 6634 May 18,2012 W -V.0 dmlgnpararlretere paid READ AWISS ONTWB ANTI7RCLDD80 MITEKREFERENCBPdfrBIDl-747a Baron E/BE. sees Design wild for use onrywith MTek connectors.Ws design is based any upon parameters shown, and Is fa an individual building component. ��' Applkab0ty of design pammetersand proper lncorpolof.ri of component Isrespcmiblity of butdina designer -not tiesigner. desBracing shown b for lateral support of lndMdual web members ony. Additional temporary brocNg to Insure stcbi9ry during conshuction a the responslbllily of the WOWerector. Addiflonal pensonent bracing of the o rul shure uctb the resporulbNy of the bulling designee Forgenerol guidance regaroing fab,laatlon. quality conlrcL sbrage, delivery, erectbn and bmchg. corwit ANSIAPII 0uafy CsBeda, 1158.89 and SCSI funding Component 69M Parke East Blvd. Safolylnrormollon awloble from Two Plate lnstlMe, ]BIN. We Sheet, Suite 312, Alexandria, VA M14. Tempe,FL336164115 If Southern Pa.(SP or hlmberls specified, rise design values am those effective 0601f2012 by ALSC or proposed by SRS Jet,1 Truss Truss Type MY Ply a23503- Phoenix -Steger r 23503 -HJC Daganal Hip Gilder 1 1 1 Job Reference o do al East Coast Truss, Fad PW=. FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=45(F=23, B=23) 9=5(F=2, B=2) 10=42(F=21, 13=21) 11=7(F=3, B=3) Run:7.340e Feb 242012 Pant 7.350 a Apr232012 Was Industries, Inc Fd May1011:50:522012 Pege2 ID:Zq7vPAugulxOFkvELK_L3gzlFgO-A%SZCp)AOsBbPsiPdm91R4FSHf)FZ7HVBJglnPzFHj1 A. =xN i �0RIOP, S�ONAI.EC FL Cert. 6634 May 18,2012 AWARAw-Vero dwilgn pordemhre MdREAD AWW ON ZWSANDfNCLDDBD AUWRBFR7tBBCBPAGBHN-/473 BEFORE UM Design valid for use onlywith Wek conneckrs. Fhb design b based only upon parameters shown. and b loran Individual building component. Appfoob7ity of design parameters and moperin chation of component bresparabiliN of burding designer- not true, designer. Bhadng shown IsfwlatemlmppodoftndMdualwebmembenony.AddJbnaltemporarybradrpklwrestablBydudngmrshuctionblheresponabOByofthe MiTek' erector. Additional pernnnent bracing ofne weha9 structure is the ce the responof the buildinng designer. Fon general guidanregarding kbrkgtion. quality control storage. del'nery. erection and bracing• consult ANSINPII Quality Offers. 1150.89 and BC9l Building Component 0904 Pates End Blyd. safay lnlamallon waikble Sham Than Plate lmtitute.781N. Lee Sheet. Suite 312. Alexandria. VA MI 4. Tampa, FL 33a104115 tt Southern Pme SPor lumber Is s Ie Me design values are none effective OB'01F2012 by ALSO or proposed by Spit. Job• s Truss Truss Type Dly Ply Q3503-Phoenix-Stager 23503 AtH Hip Tmss 1 1 job BeLereno fQpf Fan CoastTmss, Fort Pierce, FL 3494s Run: Scale: sell' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.15 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) 0.13 11-12 >999 180 BCLL 0.0 Rep Stress Ina NO WE 0.36 Hoa(TL) -0.06 7 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrx-M) Weight: 941b FT-20% LUMBER BRACING TOP CHORD 20 SYP No.2•Except• TOPCHORD Structural wood sheathing directly applied or 487 oc puffins. 1-4: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 3-6-12 oc bracing. BOT CHORD 2x4 SYP No.2 Mirek recommends that Stabilizers and required cross bracing WEBS 2x4 SYP Nc.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 REACTIONS (Ib/size) 7=863/0-8-0 (min. 0.1-8), 2=966/0-8-0 (min. 0-1-8) Max Horn 2=305(LC 7) Max Uplift 7=-1763(LC 8), 2=2113(LC 8) Max Gran, 7=1052(LC 2), 2=1178(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1694/2776, 3.4=1593/2837, 4-5=1372/2602, 5.6=1602/2858, 6-7=1730/2900 BOT CHORD 2-12=2218/1396, 11-12=2218/1396, 10-11=2139/1365, 9-10-235411436, 8-9=2354/1436, 7-8-235411436 WEBS 3-11=416/136, 4-11=1031/609, 5-10=1078/623; 6-10=-387/284 NOTES f r Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2ps(; BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; ♦♦♦%ik A �e ��, MWFRS heights); left left exposed; Lumber DOL=1.60 DOL=1.60 ♦♦ G E N S • (all cantilever and right exposed ; end vertical and right plate grip •.•� •. q 0 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ♦♦♦ �'ry V _. 0 •-ram• 4) Provide adequate drainage to prevent water pending. + 3938 5) This truss has been designed for a 10.0 pair bottom chord live load nonconcument with any other live loads. 6) • This Wss 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-D-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17631b uplift at joint 7 and 2113 lb uplift at joint 2. •• ' ATE 8) Semi -rigid plichbreaks including heels' Member end fruity model was used in the analysis and design of this truss.O • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 91b dawn end 1531b up at 7-M, and 91b down and 153 lb up at 9.4-0 on top chord, and 527lb down and 937 lb up at 7-0-0, and 527 lb down and 937lb up 0 Xq A. P •: `1 ♦ OR R ♦ \ 0,: \,♦♦ at 93-4 on bottom chord. The destgn/seiection of such connection devices) Is the responsibility of others.10) l� ����s�O Warning: Additional permanent and design)ty bracing for truss system (not part of this component is always required In N A; ,,♦♦, noted as front (F) or back (B). 11) the LOAD CASE(S) section, loads applied o the law of the truss are n ' LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 Uniform Loads (pit) Vert: 1-4=44, 4-5=44, 5-7=44, 13-16=-10 May 18,2012 W-Vero&Wgrnporami and REWBOTSS 0177MAND MMUDEVACTESREPBRENUB PAGRAUZ-7473 DSFORS USE ��■® Design valid for use onlywith MRek connectors. Thb design is based onN upon pammeleashown. and b foran individual building component. Applicabl"fdmign parameters and preperincorpomHon of component 6 responsbMy of budding designer- not truss designer. Bracing shown ■■■���Y is for lateral suppod ofhdMdual web members only. Additlnal temporary bracing to imm 0abNyduMg corebuction b the responsbddly of the MiTek' tor. Additional pemnnent bracing of the ovemd drycture is the rezponsibTty of the bulking designer. For general guidance regarding fabrication, quality control, storage, delivery, ereclbn and bracing. consult ANSI/IPII Duality Wetla. MB-89 and SCSI sending Component 6904 P.M Pad BMI. 10=lnlnmaenn ibbb from Thum Plate lnsilute.MTN. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 336IMI 15 h5outbemy me War SPp)hlmberisspedfm,%MedesignvaaftamMmeeffetWeC6MrM2tyALSC orproposedbySPUL Joba Truss Truss Type Qty Ply e23503-Phoeth-Steger a 23503 AIH Hip Truss 1 1Job Reference (optional) East Coaal Tana, Fort Pia., FL MM LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=7(B) 5=7(B)11-421(a) 10=421(a) 3405 Feb 24 2012 Print 7.350 a Apr232012 Walk lndusides, Ina Fd May1B11:58:532012 Paget ID:Zq?vPAugulxQFkvELr L3gAFq"OxOeko9AJS10GrdTg_Hn7J2A21WssaaJ=FHjO El XE :�4U R 10 �N NAL'- � W 1110 FL Cert. 6634 May 18,2012 AWARRRRF-Vff& dmtgaviownders dddRm mnzs camnus VDmutivBD/R2 mwERBRCBPAGsMU-W?3 BBPORS EIM Dedgnwdd forum ontywith Wekmnnmtm. ihh design h based only upon Wmrretmsho ,and is foran lndiNdual budding component. ApplIcabNly of design paradreters and pmperincoq o atlon of component h responsfodity of budding design, not Muss designer. Racing shovm hforlatmlmppodotFdMducimbmmbmc*. Additional fesmpormy bracing to Insure stabiftirdurfing conatnIction Is the nesoonstallity of the MiTek' erector. Additional permanent tracing of Me owmd slrucNm Is the responoblfly of the building designer. Forgeneml guidance regarc ing tabrkotiom quality mntrd,dosage. deMery. eredbn and bracing, consult ANSI/IPa Quadly GBada,DSB-0B and BRl Budding a mpcned 69(s4Peds Bad Bw. sulelylnfama8an _11oblehom Tram Plate"Stute.781N. Lee Sheet Suite 31 Z Alexandria. VA 22314. Tampa, R 3361"115 mrs.mem Piste I SP orS ) Bsmberla BpetlOed, the values am Mere effeHfye m81rd112 by ALSO or tageoused by SPId Jobs Truss Truss Type Gly Ply p23503-Phoark-Steger 235m A2 Con Truss 1 1 (optional) t951 UO&W l Naa, taa F... M.aOnti NUn:7.390a Fea242012PnM:7.350SApr232012MITeklnduSMes,lnc. PoMdy1e11:58:532012 Pagel ID:Zq7vPAugulxOFkvELK_L3g21FgOejOx08ko9AJ510Grdig_Hnch2F IXUzzaaJszFHj0 -2-0-0 42-0 8-2-0 12-2-0 16-0-0 2-0-0 4-24 4-D0 4O-0 42-0 4x4 = Scale=1:34.4 I LOADING (psq SPACING 247-0 CS' DEFL in (loc) gdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.07 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.11 7.10 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.20 Hoa(TL) -0.02 6 Na n/a BCDL 5.0 Code FBC2007rrP120D2 (Metro-M) Weight: 771b FT 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purling. BOTCHORD 2x4 SYP N0.2 BOTCHORD Rigid ceiling directly applied or 6-9-3ac bracing. WEBS 2x4 SYP No.3 Mrrek recommends that Stabllaers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=435/0-8-0 (min. 0-1-8), 2=53810-8-0 (min. 0-1-8) Max Holz 2=345(LC 7) Max Uplift 6=754(LC 8), 2=1103(LC 8) Max Grant 6=516(LC 2), 2=642(LC 2) FORCES (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=754/1077, 34=559/874, 45=562/882, 5.6=770/1131 BOTCHORD 2-7=7591598. 6-7=8401622 WEBS 4-7=468/337, 5-7=238/567, 3-7=262/471 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL-4.2psf; BCDL-3.OpsY, h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Fxp C; enclosed; RS (all heights): cantileverexposed; plategrip Include cases which N r ig concurrent live loads. reductions 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrewith any other live loads. s t � 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 24)-0 wide .a•'•� G E N S •'•.9 will fit between me bottom chord and any other members. V _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75416 uplift at joint6 and 1103lb uplift jmow%.�x ... 3938 at joint 2. 7) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ,�iFS.cpR1•V.: �•��. `% FL Celt. 6634 May 18,2012 ®WARNFNO-Verify design i—veratere cad Raw m= ON Tffie AND RcLuDED P1fnKRBPHRBNDB PAGE 1191-7473 BEFORE VSS, Design valid for use any with Mirek connectors. llThb design Is based only upon parameters shown, and is for an individual building component. ��• Appl'aabiGty of design parameters and proper incorporation of component b respansblity of bulding designer -not tms designer. Bracing shown ltardteralsvppodofhdMdualwebmembersony.Additional temporaybracing toInsure stability dudngcomtmcNonis the responsibility ofthe MiTek• erector. Additional permanent bracing ofthe overall struchre ue is the sponslblty of the building designer. Forpeneaco l guldanregarding dbrkatbn, quality control, storage, delivery, erection and brachg, consult ANSWFI1 Qual ly CMedd, DS549 and Br9 BUBding Component Seel Pelee East 8W Sddtylnfarmallon available from Truss Plate hstine,781 N. Lee Street, Suite 31Z A1e=ndrlo, VA 22316. Tempe, FL 3381a4115 ftSmlthem Pme SP er ) dmberi3 specific the de trades are Made effective DGMI l2 ALSO or proposed SPIa Job, Truss Truss Type QN PN p23503- Phoenix. Sieger 23503 A3 Canman Truss 1 1 b Relegates East Coast Truss, Fort Planes, FL 3494E LOADING (fast) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 5.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOTCHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 Run: 7.340a Feb 242012 Print 7.350 4x6 = Scale -1:32.6 CSI DEFL in (hoc) }deft L/d PLATES GRIP TC 0.63 Vert(LL) -0.08 8-11 >999 240 MT20 244/190 BC 0.27 Vert(TL) -0.13 8-11 >999 180 VJB 0.12 Hom(TL) 0.01 2 me Na (Matru-M) Weight: 71 Its FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purists, except end verticals. BOTCHORD Rigid calling directly applied or 7-11-9 oc brecing. recommends that Stabilizers and required cross brecing IMiTek Installed during truss erection, in accordance with Stabilizer si allot o REACTIONS (Ib/size) 2=45910-8-0 (min. 0-1-8), 6=353/0-4-0 (min. 0-i-8) Max Harz 2=441(LC 7) Max Uplift 2=961(LC 8), 6=-612(LC 8) Max Gmv 2=548(LC 2), 6=419(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 23=589/812, 3-0=-382/612, 45=398/581, 56=396/610 BOTCHORD 23=5881457 WEBS 3.8=271/465, 5.8=1801260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3secend gust); TCDL=4.2psf; BCDL=3.0psf h=41ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) - This truss has been designed for a lye load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at joint 2 and 6121b uplift at joint 6. 7)-SentHigid ptchbreaks including heels" Member end faith model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard FL Cert. 6634 May 18,2012 ®WARNING- Vero dmign Parameters and REBDMWES ON2WSAND INMEWED i1171MRSPERS11WPAGE AVI.7473 BEFORB USA ■ Design valid for use o*Wth Mitekoonnecters. this design is based only upon paramefersshown, and N for on Individual building component. ��- Applicabllly of design parameters and proper incorporation of component Is respondRsdOy, of buddng designer -not th s desgner. Bracing shoves bfalateralsuppodofhdMdualwebmembenonyAddfionaltemporarybracingtoInsurestabilitydudngconstructionIstheresponbdlityofthe MiTek' erector. Additional permanent brochg of the owned stsuchne is the responsibility of the building designer. For geneel guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Waste. 113111A9 and BCSI Building Component 69u Pmke Fast BNE. SafeyinlwmaHon avallable from Truss Plate Ins1 e,781 N. Lee Street, Sulfa 312, Alexandria, VA 22314. Tempe,F1.33E104115 11 Sauthem Pine ISPor$ Nmberisspecified, file design values are these effective W61ir N2 ALSOorproposedbySPIB- Job Truss Truss Type Qty, Ply V23503- Phoenix -anger 23S03 A4 Hat Hip Truu 1 1 Job Reference to East Coesl Truss, Fart Pierre, Fl 3494a nun: f.340 s reez4 eula rmm f.,sou sApraa aura mien massmes, ma rn may m n:x:o,izuiz rage 1 IDZq?vPAugulzQFkvELK_L3oFgQ6r JdUkQwUS[MaaABDWJKoaSb7lvdoCdJ7slzFHj7 -2-0-0 I 46-0 &10-0 W_ 2-00 40-0 4-0-0 440 3de=1:35.9 44 = 34 = 8,10.0 34D 8.10-0 I 4A-0 r Plate Offsets (%NT 1704}00-0-151 r4,0.3-00-1-121 LOADING (pst) SPACING 2-04) CSI OEFL in (hoc) Vdell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.11 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.19 7-10 >825 180 BCLL 0.0 Rep Stress Ina YES WB 0.46 Hoa(TL) -0.01 6 Na n/a BCDL 5.0 Code FBC200777PI2002 (Matrix-M) Weight: 78 lb FT-20% LUMBER BRACING TOPCHORD 2x4 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 6.0.0 cc purling, BOTCHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOTCHORD Rigid ceiling directly applied or 7-4.14 a bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 6=353/0-0-0 (min. 0-1-8), 2-059/0-M (min. 0-1-8) Max Hom 2=623(LC 7) Max Uplift 6=-650(LC 8), 2-923(LC 8) Max Gmv 6=419(LC 2), 2=548(LC 2) FORCES (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=6301746, 3-4=-346/494, 4-5=241/551, 5-6=404/661 BOTCHORD 2.7=728/495 WEBS 3-7=2781562, 4-7=102/302, 5.7=559/372 NOTES 1) Unbalanced roof live lads have been considered for this design. , for basic load combinations,,ht exposed : dvertical left andwhich Include mass with reduht ctions forLumber 3) TMNtruss has beenheights'degnlever left con.60 cu plate grip loads. ..... ed 4) Provide adequate drainage to water ��O��P'S' .. prevent pending. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencument with any other live loads. ��,Z, \GENS''•�,9� 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide 3938 will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 6501b uplift at joint 6 end 923 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity, model was used in the analysis and design of this buss. C 9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is akvays required. ATE LOAD CASE(S) Standard ;O� ♦���\�•.:'� OR 1 I. tsn ....... FL Cert. 6634 May 18,2012 AWARNNN3-Vero dctgn Parmrtders andRSBD A07SS ONTWSANDINCLUDEI)MMRSFJMVCBPAGB U-7473 BEFORE US& Design valld for use onYWfh Wakconnecfors. The design B Ismad only upon pamm xrrs shown. and D foran lndNduol burdng component. ��• APPIIcalell of design parameters and proper incorporation of component Is responsgtrity of curdling designer -not truss designer Bracing shovm is fa lateral uppod of hdMdual web memben only. Additional temporary bracing to Inure stability during communalism Is the resporsvbfirty of the WOW m otcr. Additional permanent bracing of the o,er structure is the respondbl0tyof the bulldog designer. For general guidanceregording fabrication quality central, shortage, delivery, erection and bracig, eamull ANflRPil county, Wide,DSB-89 and Dal Building Component 6904 Parke Eed 13W. Solely lnlmnoton ovallabn from True, Plate hstllute.781N. Lee Street. Suite 312 AlemnWe, VA=14. Tampa. FL 336104115 R Southean Roe SParS )Nmberlss (,%Medea vDNezamthwaettecttvee69UID12 ALSCor sect SRO. Jolt I Truss Tmss Type ally Ply 423503-Phoenix-sfegm 23503 A5 Hax Hip Tmss 1 1 ReferenceJob o a Fast Coast Truss, Fad Pissae, FL. 34946 Run:7.340s Feb 242012 Print 7.350 a Apr 232012 MrTek IndusNes.Ina Fd Msy1911:59:542012 Paget ID:Zg7vPAugulxOFkvELK L3gzlFgO.6wJdUkOwUSIfAr2BABDWVKnnSbwlz oCdJ7slzFHj7 -2-0-0 13 6b-0 10.1a0 -0-0 2-0-0 fib-0 I 4-0-0 21-0 1 LOADING (psQ SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 5.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 Scale = IAD.6 5x5 = 3.4 II 41 = CSI DEFL in (lac) gde8 L/d PLATES GRIP TC 0.68 Vert(LL) -0.08 6-7 >999 240 MT20 2441190 BC 0.26 Vert(TL) -0.12 6-7 >999 180 INS 0.31 Hom(fL) 0.01 2 Na No (Matrix-M) Weight: 82111 FT=20% BRACING TOP CHORD Structural mod sheathing directly applied or 64)-0 oc purling, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-8-7 cc bracing. WEBS 1 Row at midpt 4-7 with 2x4 SYP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0.0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accomance with Stabilizer Installation guide. REACTIONS (Ib/sbas) 2=476/0-8-0 (min. 0-148), 6=413/0-4-0 (min. 0-1-8) Max Horz 2=747(LC 7) Max Uplift 2=902(LC 8),.6=671(LC 8) Max Grav 2=548(LC 2), 6=419(LC 2) FORCES (III) - Max. Cordially". Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-8281583, 3-0=-526/1011, 4-5=-261/235 BOT CHORD 2-7=656/531, 7-11-349/195, 11-12=3491195, 6-12=349/195 WEBS 3-7=331/809, 4-7=955/485, 4-6=353/581 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-secand gust); TCDL=4.2psF, BCDL-3.0psf; h=41ft; B=4511; L=24ft; eave=411; Cat. II; Exp C; enclosed; MWFRS (ell heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple corm ment live loads. 4) Provide adequate drainage to prevent water podding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. 6) ' This trusts has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 7) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 9021h uplift at Joint 2 and 671 Ib uplift at Joint 6. 8) "Se n rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 aMDINC sho,vn, and is for KRBPBReual PdOS ffi Pone BOORS f!S& AWdRN1N6-Verany WithMhpormneren nndRB401'A778S ON upon valitl for useon Mnek con neotoe.Thkdedgnh shown antl iesignr- not my of comnNuponparamaten nuns designer. gracing Applic panor ofcomponentbres ofbblUty designer- ttrussdedgner.9mdngshown andpropmcnn .Addit gtol of lha IsforlatemisupPod ofNanentweb rrembeosar. AdtliturIlempararybmcing toeuil dablpNdner.00nshuctio 4WIatb lwfpe ofIdMdual !Tek• erector. Additional permanent the ovemntandbmhthe uidancezponsidiig tlONofthe building deslgner.For9and egCompo 6Vr onsult 11 OSa-B9 and eC519u0tling Component! fabrication, storage, tlalnrery, erection and bating, comuit A. Dal Mp East BM1. daa9N 2Bedµ allon ocontrol,valab Alsoc hom Tmss Plotelnslitute,7Bdesign Tara a. Tampa,R336164115 St saddnrmmvne itaAFia ahie1. areffl12.Aleeandda.VA22114. tt soutnem Prue l$p Or SPp)iumaeria spedf Nedesl nvalueseretbose etfeefNe 06101121)12 byALSCorpropoaed by SP18. Job , Truss Tmss Type Oty Ply E23503- Phoenix. Steger 23503 A6 HaOHipTms3 t 1 b Referaw (oplitinalft East Coast Truss, Fort Flood, FL 3494a Run:7.340 a Feb 24 2012 Print 7.350 a Apr 232012 MTak Industries, Inc. Fd May I811:58:542012 Pagel ID:Zq7uPAugulxOFkvELK_L3gzlFgO.6vaJdUkOwUSIfAr2BABDWVKobScJlwtoCdJ7slzFHj7 -2-0-0 BE-0 12-10-0 138-0 ix4 II 4x4 = i 4i4 � 4x4 It Scale -1:47.3 LOADING (bell TCLL 20.0 TCDL 7.0 BCLL 0.0 - BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007rrP12002 CSI TC 0.63 BC 0.24 WB 0.51 (Matril DEFL in Vert(LL) -0.07 Vert(TL) -0.10 Hom(rL) -0.01 (loc) gde0 L/d 6-7 >999 240 6-7 >999 180 6 Na n/a PLATES GRIP MT20 244/190 Weight: 75lb FT-20% LUMBER BRACING TOP CHORD 20 SYP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins, BOTCHORD 2x4 SYP No.2 except end variable. WEBS 2x4 SYP No.3 •Except• BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bmctng. 5-6: 2x4 SYP M 31 WEBS 1 Raw at hill 5-6 with 20 SYP No.3 with 2 - I Did (0.131"x3") nails and cross Ideas spacing of 2041-0 oc. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 2=459/D8-0 (min. 0-1-8), 6=3531DA-0 (min. 0-1-6) Max Holz 2=871(LC 7) Max Uplift 2=877(LC 8), 6=696(LC 8) Max Gran, 2=548(LC 2). 6=419(LC 2) FORCES (lb) -Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 23=785/560, 3A-377/204, 4.5=284/291, 5-6=157/304 BOT CHORD 2-7=683/545, 6-7=-644/496 WEBS 3.6=464/929 NOTES 1) Wind: ASCE 7-05; 140mph (3-seeond gust); TCDL=4.2psh BCDL-3.0psf h41ft; 13=45ft; L=2411; save=4111t; Cat. II; Fxp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 3) Provide adequate drainage to prevent water podding. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcunent with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 877lb uplift at joint 2 and 6961b uplift at joint 6. 7) "Semkr191d pitchbreaks including heels" Member end fucity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(5) Standard FL Cert. 6634 May 18,2012 A WARNING, -7eftdwignparameters and REW 1007W DKIMSANDHI UDEDAg=RSPERENCBPAGBtlR-74709BFOR8 USE Design valid for use only Whi Wekconnecton. This design Is based only upon parameters shown, and is foran Individual bulldog component. Appl'icablity of design parameters and proper Incorporation of component E respom0ity bof bulding designer -not tms designer. Brdcing shown Is for Ideral support of hdividual web members any. Additonal temporary bracing to, Inane stability during construction Is the reroddlity of the MiTek' erector. Additional permanent bracing of the overall structure e is the resporsof the building desgner. For general guidance regarding fobricatlon, quality conhast storage, delivery, erection and bracing, consult ANSGIPII Qua0ly Cited, ME-89 and that Budding Component 6904 Pads East Blvd. $alelylnfama6on—liable from Truss Plate lnstiMe,MIN. use Street, Suite 312 Alexandria, VA Ml 4. Tarrpa,FL3361114115 h$WI1Cm P., $P or Via) barbells specified, the design values are those egectHe06101FA12 ALSG or proposed by SPIA Job Truss Truss Type oty Pty Q3503-Phoenix-stager 23503 A7 MonopiV, 1__ 3 1 Job Reference foritionall East Caast TM53, Fart Pierce, FL MM 414 = Run:T.34De Feb242012 Ina. Yn Scale: 1/4"=t' LOADING (pso SPACING 2-0-0 Cat DEFL in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Verl(TL) -0.10 5-0 >999 180 BCLL 0.0 Rep Suess Ina YES WB 0.51 Hoa(TL) -0.01 5 Na Na BCDL 5.0 Code FBC2007rrP0002 (Matrix-M) Weight: 75lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 cc purists, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 •Except• BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. 4-5: 2x4 SYP M 31 WEBS 1 Row at midpt 4-5 with 2x4 SYP No.3 with 2. 10d (0.131'W') nails and cross loam spacing of 20-0-0 cc. M1frek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quite. REACTIONS lb/size) 2=45910.8-0 (min. 0-1-8), 5=353/04-0 (min. 0-1-8) Max Hors 2=901(LC 7) Max Uplift 2=871(LC 8), 5=703(LC 8) Max Grey 2=548(LC 2), 5=441(LC 6) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=777/553, 34=410/202, 45=179/294 BOTCHORD 2-6=702/554, 5.6=-645/498 WEBS 3-5=-468/953 NOTES 1) Wind: ASCE 7-05; 140mph (3sewnd gust); TCDL=4.2psh BCDL=3.Opsf; h=41ft; 13=451t; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple wncunent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonwnwnent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2 and 703lb uplift at Joint 5. 6) "Semi -rigid phabreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 0 0 R,I-N 3. FL Cert. 6634 May 18,2012 A WARNING -VarVy designparametera and READ AVT8e ON7W6AND 7NCLUDED 1111MRBFMIKAIBPAGEA91-7473 BBPORS UM ■■■■ Dedgn valid for use cny Wth Wekconnectoa. Thbdetlgn boated onNupon parametenshovm.ondbfnanlndlvldualbuildbgmmponent. Applicabllit, of design parameters and praperincorpomllon of componentb responslbOiN of bunding designer -not has designer. Bracing shovm bfmialeralwppodofind'Mdualy bmambmonty. Additional tempomrybraclngtolmumstabilitydudngconshuaflonIs the m,aomibiftyofthe Mewerector. Additional pen anent bracing of the ovens structure mi Is the mWobaty of the building deli fcrgettoml guldance regaining fabdcalloo. quality mnhd,linage. dellvery, erectors and bracing, consult ANSI/IPI1 Quality Worlo. DSB49 and BMI Building Component 69M Pena EaA Blvd. Ia=lnlnmaHon g bla ham Truss Plate lnstlf 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Tenve.rL3361a4115 tt Swtaere Pme SPor SPp) homberis speak,% Me destim value, are Naze effective OM112012 ALM or propmedby SRB. Job Truss Truss Type Oty Ply 923503. Pasant, -Steger 23503 A6 Monopitch Tmss 2 1 0Reference (optional) East Coast Truss, Fort Faxes, FL. 34946 4x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1,25 BCLL 0.0 ' Rep Stress Ina YES BCDL 5.0 Code FBC2007rrPI2002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP Nc.2 WEBS 2x4 SYP No.3'ExcepP 6.7: 2x4 SYP No.1 Run: TUDa Feb 242012 44 II Too 12 6 3x4 = ^' - 3xff = Inc Scale: IW=1' CSI DEFL in (loc) gde8 Ltd PLATES GRIP TC 0.61 Vert(LL) -0.12 7-9 >B42 240 MT20 244/190 BC 0.35 Vert(TL) -0.21 7-9 >483 180 WB 0.23 Horz(TL) -0.01 7 We Na (Matrix-M) Weight: 82lb FT=20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0.0 cc bracing. WEBS 1Row at mldpt 6-7 with 2x4 SYP No.3 with 2 - IOd (0.131W) nails and cross brace spacing of 20-0-0 cc. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=210/06-0 (min. 0-1-8), 9=432/0.8-0 (min.0-1-8), 7=239/0b0 (min. 0.1-8) Max Holz 2=901(LC 7) Mass Upli82=-050(LC 8), 9=673(LC 8), 7=-502(LC 5) Max Grav 2=285(LC 2), 9=432(LC 1), 7=372(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=912/240, 34=263/127, 5-6=381/231 BOT CHORD 2-9=632/511, 9.13=-442/259, 8-13=442/259, 8-14=442/259, 7-14=-442/259 WEBS 3-9=255/619, 5-7=-277/455 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL-4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed: MWFRS (all heights); Cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which Include Cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 450 lb uplift at joint 2, 673 lb uplift at joint 9 and 502 Ib uplift atjoint 7. 6) "Semi -rigid pltchbreaks Including heels" Member end fgdty model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard fcc': XE :�4iy v R 10 X*\%�,`� NAI- ` 1111111��! FL Cert. 6634 May 18.2012 AWARNING - Vero d<xa/gaperarndere anti AWSS ONITITS A?M fiVOLEMED WIFIRKREFERENVS FAGB BUZ-7473 DEFONS USE Designvaid foruseonbwlthWekconnectors. Tnbdedgn bbasei only Wh pammetenshown. antl lsfwanlntli*fualbuildmgcomponent. Applkabifftyof design pamsnetem and properincwpwatlon of component Is reseenstafl ty of buLdlog designer -not truss designer. Bracing shown bfwlateralsupparfoflndMIdualwabmembanonty. Additional temporary bracing to lrouse stabllltydW,ng construction Is the responsibility of the Mewerector. Additional pemenent b-acing of fhe overai structure lathe responselfity of the building designer. Fwgeneml auldonce regarding fabrkation, quality contmL storage, delivery, ansa n antl bracing, consult ANSI/rP11 CoaRy Cdreda, DSB49 and BCSI Bonding Component 6901 Pefl a Fast Blvd. If Southern Pine ISP formallon or SPO lumber isfabe from Two lsafeciNetut Meedeslee�es et Suite those effective v06gf=2 ALSC or proposed SRS 4. Tampe, FL33610d115 Jobs f Truss Truss Type Dty Ply a23503-Phaenk-Steger 23503 A9 Monopitch Truss 3 1 Job Refers ce o al East CaaatTrusa, Fort Pierce, FL 3,19,16 nun:r.ususreD<czvs<In. r.ocu a nprw<uiz moan muusuma, me „., 1 a 1!ou.aa M2 Poo, ID:Zq7vPAugulxQFkvELK_L3gzlFg0-b6Bhry12hna9GKQEkui53itzYsyVmPL#2H3hOkzFHj_ -2-0-0 64i-0 13E-0 2-0-0 Bid &9-72 Scale: 114'=1' 34 II 4 Ix9 ii aw = 44 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007frPl2OD2 CSI TC 0.61 BC 0.24 WB 0.36 (Matrix-M) DEFL in (lox) Well L/d Vert(LL) -0.08 5.6 >999 240 Vert(TL) -0.10 5.6 >840 180 Horz(TL) 0.01 2 Na n/a PLATES GRIP MT20 244/190 Weight: 75lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-16 go purlins, BOTCHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3•Except` BOTCHORD Rigid ceiling directly applied or 8-8-11 go bracing. 4-5: 2x4 SYP M 31 WEBS 1 Row at midpl 4-5 with 2x4 SYP No.3 with 2 - 10d (0.13M") nails and gross brace spacing of 20.0-0 oc. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 2=305/041-0 (min. 0-1-8), 6=307/68-0 (min. 0-1-8), 5=200/04-0 (min. 0-1-8) Max Holz 2=901(LC 7) Max Uplift 2=588(LC 8), 6=564(LC 8), 5=-462(LC 5) Max Grav 2=365(LC 2), 6=365(LC 2), 5=375(LC 6) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=9501213, 3-0=-409/202, 45=179/293 BOTCHORD 2-6=672/S31, 5E=476/390 WEBS 3b=284/565, 35=343/415 11111111111101".. A' NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Ops9, h=41ft; B=45ft; L=24fl; eave=oft; Cat. II; Exp C; enclosed; �� ••'••• e `� ,Z, . '� G E N S'•. q G� • V -•.—r MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 % rt ; 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple conwrtenl live loads. % 3938 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. Z �- �• 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 564 lb :fcc - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 588 lb uplift at joint 2, uplift at •. joint 6 and 462 lb uplift atjoint 5. •• /11TE 6) "Semirigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �� :(/ �� �i P,; 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. '�� •'� (O ; Q % FI ,,/' LOAD CASE(S) Standard �DNA 1-E�% FL Cert. 6634 May 18,2012 A wAlamm •Va%dwigaPawmaeters ondRBBD M07ES ON787B AND1NULIDI 0 AOMRSFAIUMBPAGBND-7473 BEFORE UBB. Dedgnwrd foruse only with Wek ccnnectars. Thb design k based onlyupon parameters shown. and Is foran Individual bullahg component. AppllcablBtyof design parametersand pmperincomoration of component is tesporulbllty of building designer-nof taus deslgner. Brocing shOwn Is falateral support of lndMdualweb members only. Additional temporary bracing to Insure deblftydudng comhuction is the resoonsibllllty of the MiTl3k• erector. Addiff..IpemwnentbrachgofiheoveraBSM iu theresponabllityofthebulldingd.,bner.F generalguldoncerega Mg labrkollom quality conkol. storage, delivery, eredkn and bracing, consult ANSNPII Gually CMedo, DSO.89 and BCSI Budding Component sacs Parke Fast BM. fm bk fum� iPlaxe, � IPme SP or SssaiedMe designVatueaare@as efeaw,WglfIDi2 ALSO orproposed by SPIa Tempe. F13361ga116 Job, Truss Truss Type Qq, Ply 9P3503- Phoenix -Steger 23503 BiH Half Hip Truss 1 1 Job Reeningir East Coast Truss, Fort Phme, FL 34946 LOADING (psp SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1'.25 BCLL 0.0 Rep Stress Ina NO BCDL 5.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOTCHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.3 Run: 7.340 a Feb 24 2012 Prot 7.350 Sx10 = 4 5 3x10 = Style =1:31.2 CSI DEFL in (loc) Well L/d PLATES GRIP TO 0.70 Vert(LL) 0.04 7-8 >999 240 MT20 2441190 BC 0.19 Ved(TL) -0.03 7-8 >999 180 WB 0.48 Hoa(FL) -0.01 6 Na Na (Matrix-M) Weight: 561b FT=20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 84)-6 oc bracing. recommends that Stabilizers and required cross bracing FMrrek bs Installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 6=914/04-0 (min. 0-1-8), 2=397/0-8-0 (min. 0-1-8) Max Horz 2=509(LC 7) Max Uplift 6=1590(LC 8), 2=816(LC 8) Max Grav 6=1101(LC 2), 2=477(LC 2) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-458/515, 3-0=277/399, 4-5-195/437, 5-6=991/1508 BOTCHORD 2-8=577/359,7-8=-577/359 WEBS 3-7-247/382, 4-7=93/261, 5-7-1410/964 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.OpsY h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This Was has been designed for basic load combinations, which Include uses with reductions for multiple concurrent live loads. 3) Provide adequate drainage to prevent water paring. 4) This was has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1590 lb uplift at joint 6 and 816 Ib uplift at joint 2. 7) "Semi -rigid plltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 103 lb down and 235 lb up at 7-0-0 on top chord, and 871 Ib down and 1217Ib up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the feu of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Inaease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=44, 4-5=-44, 6-9=10 Concentrated Loads (lb) Vert: 4=85(F) 7-719(F) FL Cert. 6634 May 18,2012 AWAPiaM- Veryy destgnparwadera gndRB90 MMM ON 771fSAND LYCLODEDM17&CRSP/EteNCSPAGBdOI-7473 BEFORE 088, ■■ Design valid for use any with Mitak connectors. IN, design k based any upon parameters shown. arxl b form indMdual building component. ��• Applkwbllily of design parameters and proper inempomtlon of component b respomlbBiN of bustling designer -not truss designer. Bracing shown Is for lateral support of lnclMdualweb members any. Additional temporary bracing to Insure stablONduring construction 6 the responsitoHl"f the MiTek' erector. Additional permanent bracing of theove,or structure Is the responsibility of the burding dedgner. rorgeneml guidance regarding fabrication, gusty control storage, delivery. erection and bracing• consult ANSIRPII Quality Cdedo, DSB49 and BC51 Bunding Component 691 Parke East arm. Sa(ory1=1ason avaBable from Truss Plate institute. 781 N. Lae street, Sure 312, Alexandria, VA M14. Temps, FL 338104115 dSwthem Pme SPor5 Limber is specified, the design values are those effective D&MIN1112 by ALSO or proposed by SPHL Job I Truss Truss Type Oty Ply 023503-Phoenix-Steger 23503 B2 Mmopitch Truss 19 tJob Reference (optional) East Coast Truss, Fad pierce, FL 34948 LOADING (psp SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.61 TCDL 7.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 Rep Stress Ina YES WB 0.12 BCDL 5.0 Code FBC20071TP12002 (Matrix-M) 2012 MTek Scale =1:32.8 DEFL in (too) gde0 Ud PLATES GRIP Vert(LL) -0.09 5A >999 240 MT20 2441190 Vert(TL) -0.14 5.8 >643 180 HoraTI.) 0.01 2 Na are Weight: 42lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD BOTCHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 BOTCHORD REACTIONS (Ib/sbe) 2=311/0-8-0 (min. 0.1-8), 5=195/04-0 (min. 0-1-8) Max Horz 2=549(LC 7) Max Uplift 2=661(LC 8), 5=373(LC 8) Max Grav 2=373(LC 2), 5=265(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2J=718/278 BOTCHORD 2-5=-374/286 WEBS 3-5=2661476 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end vedicals. Rigid calling directly applied or 10-0-0 oc bmcing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in acoortlanca with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psh BCDL=3.0psf, h=41ft; B=45ft; L-24ft; eave=oft; Cat. II; Fxp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinagons, which Include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrerd with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 661 It, uplift at joint 2 and 3731If uplift at joint S. 6) "Seml-rigid phctlbreaks Including heels" Member end fairy, model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 A WARMNG-Vero designparamdem =dRBAD N078S ON7Wf8dNDINCLODED AOMRBPM&WZPAGENF7470 BSFORB US& Desgnwrd Wu¢sontyWth Wekconnectms. hBde9gnis based any uponporamafarsshovax andbfaanindMdual buldina component. ��• ApplkoNlIty oldesign parameters and Properincwpomtlon of component is respon bll8y of buldng assignor -not hus designer. Bracing shown Is W lateral suppod ofirmMdual web members only. AdditlonalleWwWWacbgtobsmdobllitydahngcomWctionkt respowbllityofthe 1L� arectw. Additional pamnnent bracing of the Quest structure b thereMonslbll,ty ofihe Wilding designer. Fw general guidance rarding M(Tek' fabhcafbn quality control, siwage, delivery, eredbn entl bracing, comult ANSMRII QVaBhy CMmia, DSO-89 aad SCSI Moral, Component 690/ parks East BNd. Sakly 10'"'aBon 0w5obla fmm Truss Plate lns5tufe.781 N. Lee Street. Sulte 312 Alexandria. VA 22314. Tampa, FL 33B104116 it Souttxm Pma SPor Nmbsrisa dfk the valuesamlbmeeffeclive86DSU812 ALSCor ed SPM. Job I Tmss Truss Type Oty Ply a23503.Phoenix-Stager 235n3 CiH Hip Tnlss 1 Z jobRelimancefopflonall East Coa d`P..s, FortPuma, FL 349i8 5x10 MTmH = 3x8 = Feb 24 2012 Print 5x10 MT18H = 2012 MiTek InEustdes. Ina Fri Maw 18 Sale = 7:46.9 27 28 29 30 7 Frog 7.00 12 2z4 — 2x4 — d 8 3a G 3x8 3 9 5x 31 32 13 12 2 Sx8 — 1x4 II `'� — 10 11 3.75 12 5x8 G tba LOADING (pat) SPACING 24)-0 CSt DEFL in (toe) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 VerbLL) 0.61 13 >468 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL) 0.49 13 >582 180 MT18H 2441190 SCLL 0.0 Rep Stress Ina NO WB 0.41 Horz(TL) -0.46 10 n/a n1a BCDL 5.0 Code FBC20077rP12002 (Matrix-M) Weight: 2471b FT-20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 -Except' TOP CHORD Structural mod sheathing directly applied or 5-6-11 oc pudins. 5-7: 2x4 SYP No.2 BOT CHORD Rigid Ceiling directly applied or 4-7-0 oc bracing. BOT CHORD 2x4 SYP No.2 WEBS 20 SYP No.3 SLIDER Left 2x4 SYP No.22-0-0. Right 2x4 SYP No.2 2-0-0 REACTIONS (lb/size) 2=1848/0.8-0 (min. 0-1-8), 10=1848/0-8-0 (min. 0.1-8) Max Horz 2=250(LC 6) Max Uplift 2=-3324(LC 8), 10=3324(LC 8) Max Grav 2=2216(LC 2), 10=2216(LC 2) FORCES (lb) -Max. CompJMax.Ten.- Allforces 250(lb) or less except when shown. TOP CHORD 2-18=85/425, 2-2=1289/1670, 2-3=989/1272, 3-0=-5080/6961, 4-5=6141/8323, 527=-5613(7766,27-28=.561317766,6-28=5613r7766,6.29=561377766, 29-30=5613/7766, 7-30=5613/7766, 7-8=6141/8323, 8-9=5081/6961, 9.10=1289/1660, 10.24=85/425 BOT CHORD 2-15=5375/4125, 2.14=5502/4206, 14.31=8363/6322, 31-32=8363/6322, 13-32=8363/6322, 13-33=8363/6322, 3&34=836316322, 12-34=836316322, 10-12=5418/4206 WEBS 4-14=1898/1373, 5-14=3393/2584, 6-14=869/1314, 6.13=63/326, 6.12=869/1313, 7-12=3369/2584, 8.12=1911/1373 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 now at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row, at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 cc, Except member 145 2x4-1 row at 0.5-0 oc, member 12-7 2x4 -1 now at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except 8 noted as from (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cal. II; Fxp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 5) This truss has been designed for basic load combinations, which Include Cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate s¢es to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 10) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will m between the bottom chord and anV btner members T ORI-N DNAL FL Cert. 6634 May 18,2012 W -Vewe ony WthWek pccrmeceva aAdR84D N07850NIInparam1NCLUD&mov�n,and EKIt�IDvBNCB%GBicmpon.BSPOliB UBS. bedgnvalid fadedontyvdimelennd P.,xein.,omtl.n6asetloenentnly a paometers ofbuilintl isianer.an not huol dentgngoaocingno ��• t. Af. i.t alyofdesignpgomele.b pop..in /PAdditl ofoomponenl brespgrtoim, ofba irlycddngner-nothuv thempomalityBracingshown enecoremlmppMPermanent web members only. AtldhneIlfempaom3bid gto Insure sng desgner.F geneml Blheresegarding of the MiTek' erector. Additional Permanent no bracing of the oveon an duo Is iha omult biay of the building designers SB-89 and 3guidance regarding tabdy Infor quolny aonlro4stooge,delivery, minute, and. eN&000u0 2, Ale II ria, VA M14o, a5B-89 and BCSI au0ding Component Tampark� East4Il If Southern Pine I avalla Pp)ble tom ererun Plate ciffeute MIN. values are those effective VA 22314. Tampa, FL33B10d115 1}SouMtm Pine fiP0r5 Nmberla aperd(fed,medesfgn vetoes ere None effective aAlRlh2 by ALSC arproposed by SBB. Job Truss Three Type Oty Ply n3503-Phoenis-stager 23503 CIH HipTmsa 1 q LJob Reference foplIgnal) East coast Truss, Fart Pbrue, FL UM Run: 7.340a Feb 242012 P,ie:7.350 a Apr232012 MiTeklndusNes, Inc. Fri MW 1811:58:582012 Paget ID:Zq7vPAugulxOFkvELK_L3gzlFg631i42AmhS5i0uU401bEhmP4XGAgVrp5fmEvBzFHlz NOTES 11) Bearing at joint(s) 2,10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3324 lb uplift at joint 2 and 33241b uplift at joint 10. 13) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 Ib down and 220 Ib up at 7-0-0. 89 lb down and 220 Ib up at 9-0-12, 891b down and 220 la up at 11-0-12, 89 lb down and 220 It, up at 12-11-4. and 89 lb down and 220 lb up at 14-11-4, and 89 la down and 220 lb up at 17-0-0 on top chard, and 10001b down and 1408 lb up at 7-3-0, 59 lb down and 22 lb up at 9-0-12. 59 Its down and 22 lb up at 11.0-12, 59 la down and 22 It, up at 12-11-4, and 59 lb down and 22 lb up at 14-11-4, and 10001b down and 1408 lb up at 16-9-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:1-5=44, 5-7=-44, 7-11=44,14-15=10, 12.14=10. 12.21=10 Concentrated Leads (Ib) Vert: 5=74(F) 7=74(F) 14=825(F) 12=825(F) 27=74(F) 28=74(F) 29=74(F) 30=74(F) 31=-31(F) 32=31(F) 33=31(F) 34=31(F) - `�. FL Cert. 6634 May 18,2012 A WARNING- Verify designpdrmrteters mtdRBA0 M)TSS ONNMAIWIAUUDRD11 MRSFMWICBP A91-7473 DWOR13 USB. sesses ■ Design wild for use only Wth Wck connectors. This design Isbased any oom parameters shown, and is for anlndivkival building component. APPIkai of design paromele iantl proper lnc«poration of component is respombrity of building designer -not truss designer. Bracing shown Is for lateral support of lndMdual web members only. AddiSand temporary bracing to lmare stability during comhuction is the respomlbl0ty of the MiTek' enactor. Additional permanent bracing of the o,na0 structure Is the responsiblNy of the building deigner. igeneral guidance regarding fabrication, quality coni storage, delivery, erection and bracing. comuft AN51/TPII Quality World, DSB-6P and BCSI Burning Component 69M Parke Fad Bled. Sabtylnbrmvaon avaliable ham Truss Plata lnstiMe,781N. Lee Streel. Suite 312, Alewroda, VA 22314. Tempe, FL 3381 Ml 15 ff SouNem Pme SPof lumber is unscented, the desire values are Nose effective OWIM12 by ALSO or proposed Siva Job Truss Truss Type Oly Ply 423503-Phpan'u-skger 235 D3 I C-L HPTNa9 1 1 Job Reference National) ad Coast Truss, Fort Plelra, FL 34946 Run: 7.340 S Feb 24 2012 Pors' 7*350 S Ppr232u12 MI IeR InausNeS.lno. rn MSy la l x.:e/ XU1z regal ID:Zg7vPAuguixOFkvELX L3gzlFgO-XUGSGWnJDPglWeacsJW87yFbgVAVEJOEubYandzFHiy -2-0-0 47.12 9-0-0 - 15.0-0 1944 24-0-0 26-0-0 '-12 444 8-0-0 4-0-q 47-12 Seals: 1/4'=1' axe 9 Sx8 _ 5� = 7.00 12 4] 3-0 I 1l3-0 4-2 1 02 ess C Plate Offsets (X YY f2,0-1-B Edael lS�0-2-0 Edgel f6'0.3-8 0-2.01 17.03-80.2-0I I&0-2-O Edae1 111,0-1-e Edgel LOADING (psi) SPACING 2-0-0 Cat DEFL in (too) VdeB LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.34 13-14 >851 2,40 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.72 Ven(TL) -0.34 15-16 >855 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.33 HoaCrL) -0.26 11 n/a n/a BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 124 lb F7=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD BOT CHORD 2x4 SYP No.2 BOT CHORD WEBS 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3 2-0-0. Right 2x4 SYP No.3 2-0-0 REACTIONS (Ib/slze) 2=73910-8-0 (min.0-1-8), 11=740/0.8-0 (min. 0.1-8) Max Horz 2=-321(LC 6) Max Uplift 2=-1444(LC 8),11-1445(LC 8) Max Grev 2=880(LC 2), 11=801(LC 2) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-21=67/454, 2-2=-080/371, 2-3=428/201, 3-4=1668/2090, 4-5=-1661/2017, 5.6=1633/2032,6-7=-130(1/1800, 7-8=1638/2032, 8-9=1664/2017,9.10=-1669/2095, 10.11=456/347, ii-27=-67/454 BOT CHORD 2-22=263774, 2-18=152511512, 2-17-1393/1397, 16-17=1447/1438, 15-16=1035/1297, 14-15=1224/1484, 13-14=144919439, 11-13=-1528/1513, 11-28=262/74 WEBS 6.16=4831621, 6-15=-343/346, 7-15= 483/524, 9.14=2901241 Structuralwood sheathing directly applied or3-10-1 oc purlins Rigid calling directly applied or 4-7-2 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.0psf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include Cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/7P1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1444 lb uplift at joint 2 and 1445 lb uplift at joint 11. 9) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability bracing for truss system (not pad of this Component design) is always required. LOAD CASE(S) Standard A. 3938 ATE 0 RIQP,: \_`�� ONA� �O%% S� FL Cert. 6634 May 18,2012 A WARMNO- Ve rjy deign po =nden oddR640 M77R8ONTWIS AW7NC WEDMUKRgFERU CHPAGBffiF747a JWORB USS. Design valid fouse onywth Welk connectors. Dlb tleslgn h based only upon parameters shovat and b foran Individual bulking component. ��• Applkmbi4tyofdesignpammetenandpmpalnw mtlonofcomponenthresparablliyofbuidingdedgner-notiruadedgna.Bmcingoown �i�.YY■■ IsforlatemisuppolofhdMdvala bmembeaony. Additional tempaarybacingtolnwreslabiDydedngao s ctbnIsthe reaponsbIll"fthe MOWerector. Additional pmmnent Ixacing of the ovem4 shuchae is Me respomlbillly of the burding designer. Forgeneml guidons regardlnp fabrication. quality control, storage, delyery, erection and bracing. consult MSgRII GuaBy World, DSB49 and 11019agdlna Component 69M Palle East BW. U Swtllem Pme SPorkbb) iamberlsTruss lsppeefie the ate iBdesi Tampa, FL3381D4115 design shafted, 06DIC012 by ALSO or proposed SBB. Job, . Truss Truss Type Oty, Ply p23503-Phcenix.Steger 235M C3 Hip Truss 1 1 Job Reference foptignall Fast Cent Twss, Fad Foge, FL M945 Koo: /.44U S f9UL [U1L r"n /AW SI1Ul[i [Y.. M.. BR „IYYSN9S, IrIG T MY) ,o , ,:ao;u/ tu,[ reye , ID2g7vPAugulxOFkvELK L3gzlFgO-XUGSGWnJDPgfWea=Jlw37yHAgYIEHIEubYoRdzFHiy -2-0-0 3312 B-0-0 11-0-0 13-0-0 17-" 2"1 23A-0 r2-0-0 l 3312 3-0-4 i 48-0 2-0-0 4.8-0 2-10� 3-1-12 Scale -1.47.2 4x6 = 7.00 12 5x5 - 13 l; 3.to 112 +xu 6xe 112 I ="^ � 12-0-0 � 17a-0 I 20a-0 i 23a-0 i Asa 5.nn Sa-0 2-10-0 3-1-12 Plate Offsets KY): 12 0-1-8Edael IT030 0.1-121 18,0-2-8 0-2-11 IS 0-2-0 Edoel 113,0-2-3 0-0.61 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) gde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.31 15 >922 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) 0.25 15 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.46 Horz(TL) -0.23 13 n1a n/a BCDL 5.0 Code FBC2007rTP12002 (Matrix-M) Weight 1351b FT=20% LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3 2-0.0. Right 2x4 SYP No.3 1-6.0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-1-15 oc bracing. WEBS 1Raw at midpt 8-15 with 2x4 SYP No.3 with 2 -10d (0.131"1r3") nails and cross brace spacing of 20-0-0 oG MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2-74510-8-0 (min. 0-1-8), 13=625/0-4-0 (min. D-1-8) Max Ho¢ 2=441(LC 7) Max Uplift 2=1465(LC 8), 13=1090(LC 8) Max Greg, 2=887(LC 2), 13=740(LC 2) FORCES III -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=70/461, 2-2=-453/283, 23=-413/182, 3-4=1508/2044, 4-5=1782/2511, "-1019/1505, 6.7=951/1523, 7-8=887/1534, 8-9=1838/3026, 9-10=1902/3011, 10-11=iB14/2624, 11-12=1638/2395, 12-13=634/869 BOT CHORD 2-23=-267!/6, 2-19=165211313, 2-18=1537/1228, 17-18=1606/1273, 16.17=1897/1513, 15-16=858/882, 14-15=1966/1409, 13-14=-1909/1365 WEBS 4.17=-413/340, 5-17=-446/406, 5-16=747/1235, 7-16=-080/329, B-16=218/270, 8.15=172911015, 10.15=-287/683 NOTES I Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (&second gust); TCDL=4.2psf, BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple cencumenl live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurtent with any other live leads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing atJoint(s) 2,13 considers parallel to grain value using ANSI(TP11 angle to grain formula. Building designer should verity rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1465 lb uplift at joint 2 and 1090 lb uplift at joint 13. 9) "Semi -rigid pachbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability, bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard M R11 IAL 111111 FL Cert. 6634 May 18,2012 Job Truss Truss Type Oty Pty e23503-Phoenix-stager 23503 01 Hip Truss 1 1 Job f a East Coast Toss, Fad Pieme, FL. 34918 Sx8 = Sx8 = Scads =1:44.5 7.00 12 1x4 II 1x4 II 4 7 3x6 b 3x6 3 8 2 9 N 12 71 0 5x12 = 5x12 = 1 3x4 c.a II 3.75 FIT LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Suess In" YES BCDL 5.0 Code FBC2007/TP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 SLIDER Left 2x4 SYP No.3 2-0-0, Right 2x4 SYP No.31-GO 54 II CSI TC 0.95 BC 0.73 WB 0.94 (Matrix-M) DEFL Veri(LL) Veri(TL) Horz(TL) in (loc) Vde6 Ud 0.38 11-12 >746 240 -0.31 11-12 >920 180 -0.25 9 Na Na PLATES GRIP MT20 2441190 Weight: 1231to FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rlgld calling directly applied or 3-9-2 oc bracing. WEBS 1 Row at midpt 6.10 with 2x4 SYP No.3 with 2-10d (0.131"x3") nails and miss tomes spacing of 20-0-0 oc. MTek recommends that Stabilizers and required "ass bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=626104-0 (min.0-1.8), 2=745/0-8-0 (min. 0.1-8) Mm Holz 2=389(LC 7) Max Uplift 9=-1090(LC 8), 2=-1465(LC 8) Max Grim 9=740(LC 2), 2=887(LC 2) FORCES (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=66/454, 2-2=462/395, 2-3=404/211, 3-0=1722/2372, 4-5=1673/2638, 5-6=92411566, 6.7=1772/2921, 7-8=1801/2601, 8-9=-647/889 BOT CHORD 2-21=263f74, 2-17=2021/1560, 2-12=1860/1446, 11-12=-969/890, 10-11=989/897, 9.10=2109/1530 WEBS 4-12=202/421, 5-12=1183/837, 6.10-1476/798, 7-10=219/517 NOTES 1) Unbalanced mot Ilve loads have been considered forthis design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=41ft; B=45ft; L=24ft; ewe=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 9, 2 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 10901b uplift atjolnt 9 and 1465 lb uplift m joint 2. 9) "Sen igid ptichbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. LOAD CASE(S) Standard Po0pS11A 1, :,�0'��GENc 3931 �-' .40RIV �� \%� i"";Ss/ONA%/�`-.0 FL Cert. 6634 May 18,2012 AWAIUDND-Vero de99gnparmrudgm amdRBAD tl(IM ON77USAIDIMWBD 119MR&FERE SPAGBAM-T473 ESFORB U88 Designwlid forum only Win Mlek connectors. Th6 design 6 based cniv upon porameters shown. and is Won lndV ual bulking component.• Applkabillty of design pommeters and proper Incorporation of component is responsbtiity of binding designer -not hue designer. Bracing shovm Is Waterer support of lndMdual web members only. Additional temporary brachg to Insure stobiftydudrg cmuhuctlon 6 the moPonsibllBty of the MiTek' erector. Additional pemmnent bracing of the ovem0 shvctore 6 the responsblBN of the buBCing designer. for geneml guidance regarding fabrication, quality conimL stomge, delivery, macrpn and bmchg. consult ANSIpPII nastily Weds. D58.89 and Dal Bending Component 6904 Parks East Bbd. Ilafatylnhrrmoxon wloble M1nmimss Plate lnstlNta.781N. Lea51ree1. 5upe312Akxandna,VA=14. Tempe, FL3]910./115 NSouMem Pale t$Par Dart as Me des va/sea are Grose effective 0U6/r20t2 by ALSO or proposed by Split. J04 Truss Truss Type Oy Ply a23503-Ph000ls-Steger 23503 C5 Hip TIuss 1 t Job Reference National) East Coast Truss, Fort Punta, FL 34946 5x6 = 1x4 II Sx6 = "",• Bx6 a 3.75 12 LOADING (psp SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 SLIDER Left 2x4 SYP No.31-6-0, Right 2x4 SYP No.31.6-0 CSI TC 0.70 BC 0.65 WB 0.33 (Matrix-M) REACTIONS (lb/size) 2=73910-8-0 (min. 0-1-8), 10=739/0-8-0 (min. 0-1-8) Max Hors 2=269(LC 6) Max Uplift 2=1445(LC 8), 10-1445(LC 8) Max Grav 2=880(LC 2). 10=880(LC 2) Scale =1:46.9 DEFL in (foe) Udell L/d PLATES GRIP Vert(LL) 0.2214-15 >999 240 MT20 2441190 Vert(TL) -0.38 14-15 >753 180 Horz(TL) -0.11 10 Na Na Weight: 131 lb FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 45-115 cepuriins. BOTCHORD Rigid ceiling directly applied or 4-11-15 oc bating. M7ek recommends that Stabilizem and required crass baling be installed during truss erection, In accordance with Stabilizer Installation guide. FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-19=82/477, 2-2=588/643, 2-3=-458/401, 3-0=1416/1706, 4-5-1355/1918, 5-0=1069/1684, 6-7=106911684, 7-8=1355/1918, 8-9=1416/1706, 9-10=588/625, 10-25=82/477 BOT CHORD 2-20-277183.2-16-129311269. 2-15-1117/1146, 14-15-867/871, 13-14=-8011871, 12-13=-801/871, iD-12-1293/1269, 10-26=-277/83 WEBS 4-15=134/310, 5-15=-439/698, 5-14=-009/340, 6-14=264/519, 7-14=409/340, 7-12=-0391578, 8-12=166/310 NOTES 1) Unbalanced root live leads have been Considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf, h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Eap C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for basic load cembinatons, which include cases with reductions for multiple conartent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Bearing atjolnt(s) 2, 10 Considers parallel to gain value using ANSI/TPI 1 angle to gain formula. Building designer should verify capacity of beartng surface. 8) Provide mechanicel connection (by others) of truss to hearing plate Capable of withstanding 1445 Ito uplift at joint 2 and 14451b uplift at joint 10. 9) "Semi -rigid pdchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard FL Cert. 6634 May 18,2012 AWMAKING.VerTy design Parameters and RIM ROM ONTW6 ANDfNC6UDSD MhrEKJ FSRSNCBPAGB11O.7474SSFORB US& assass Design void fa use only With NJtek connectors. Thh design is based only upon parameters shown and is for an lndhiducl building component. ��' Applicability of designm parameters and proper incaporuflon of component is responstsBAy of bulding designer -not truss designer. Bracing shown a to lateral suppol of Individual web members only. Addi4anal tempaary brcoingtoI.dabifty during comhucton is the responblfty of the erects.MiMOWm Additional pepnent Ixacing of the oven ll stsuctme is the respondbTly of the building designer, For general guidance regarding fabskation, quaftyconiroL storoga. tlelivery, eredbn antl bracing. mnsull ANSI/IPI1 Costly Waste, DS549 and 501 Building Component 6904 Palle Een BW. SabMlnlormallon analable from Truss Plate Institute,781 N. Lee Sheet. Suite 312, Alexandda, VA 22314. Tempe, FL 3381a/115 If Southern Vine SP or Slop) lumber isa ¢ the designvalues are Mass effective 0a9f/1012 ALSO or proposed SRa Job, Truss Tmw Type Oty Pty 823503-Phoana-Stager Z3503 C6 $pedalTNla 1 1 Job Reference (optimall Fast coast Truss, Fort Pierm, FL UM Scale =1:44A 44 II axe 1\ ---- 4xa = - - 3x4 = 4x4 = 5-2-12 52-12 7-10-0 588 Plate Offsets IX Y)l 11,0-" Edael 16:0-3-0 0-1-121 17:0-".0.0-151 LOADING (psq SPACING 2-0-0 CSI DEFL In (too) gdeft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Ven(LL) 0.20 9.11 >999 240 MT20 2441190 TOOL 7.0 Lumber Increase 1.25 BC 0.32 Ven(TL) -0.19 9.11 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.91 Hoa(TL) -0.05 7 n1a n/a BCDL 6.0 Code FBC2007f]P12002 (Matrix-M) Weight: 123 lb FT-20% LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2z4 SYP No.3 WEDGE Left: 2x4 SYP No.3 REACTIONS (lb/size) 1=6404" (min. 0-1-8), 7=73910.8-0 (min. 0-1-8) Max Holz 1=.339(LC 6) Max Uplift 1=1118(LC 8), 7=-1453(LC 8) Max Gmv 1=758(LC 2), 7=880(LC 2) BRACING TOP CHORD Structural wood sheathing direly applied or 5-0.8 oc pudins. BOTCHORD Rigid coiling directly applied or 5-1-14 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 1-2-1175/1741, 2-3=1090/1779, 3-4=1546/2520, 4-5=1287/2053, 5.6=939/1527, 6-7=1162/1599 BOT CHORD 1-12=-11501963, 11.12=7751816, 10-11=148611245, 9.10=-148611245. 7.9=-967/925 WEBS 2-12=1801430,3-12=3701212.3.11-1668/1064,4-11=898/1519, 5-9=416/682, 6-9=398/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 140mph (3-second gust); TCDL=4.2psf. BCDL=3.Opsf; h-01ft; 8=45ft; L=24ft; eave=4R; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical leg and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinallons, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pet bottom chard INe load noncencurent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tell by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1118 lb uplift at joint 1 and 1453 lb uplift at joint 7. 8) Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard A. �% 3938 :O. ATE v 0t\�Sc� �oR1QPC?�%,• ,�N %% FL Cert. 6634 May 18,2012 AWARMMY-Va'lidmignpwwndm=dRBADMMOIWMBAWMCLWEDWMRSMWMBPAGBM-7473HMORBUBB ■ Design vorid far use only Wth MTek connectors. This design is based only upon parameters shown and is for an hdiN ual bulldhg component. APPlkablU, of design paameten and proper incorporation of component is responsk,sty of butaing designer -not buss designer. Bracing shown Isfalateral NppartofhdMduolwebmembersonly. Additional femposary bracing to insure stabiftydudng contraction Is the responsibility of the Mewerector. Add111onai permanent bracing of the overall dmciwe is the sesponslbirly of the building desgnw.F generol guldance regarding fobe otlon, quality eonfmL storage, deMery, weetbn and bracing, consul ANSIRPII quality Weda,DSB-89 and 101 Building Component 690/ Pods Fast BIW. Safelylnloimallon—Ia1,pkomisuss Plate Institute.781 N. Lea 5heel. Sule312 Alexandria VA M14. Tmnpa,FL=Ia41I5 If Souther pkle lSPor6 lumber lss dfie4 me design values arc those effective (11101 12 by ALSO or proposed by SPUL J04 1 Truss Truss Type Oy Ply a23503- Phoenix -Steger 235M C7Q SpedalTmss 1 1 1 Job Reference fopffon.fll East coast Truss, Fart Pis.. FL 34946 goes =1:44.4 4x6 = 4x8 II 4x10 = — 41 = ix4 II 4Mi = LOADING (psf) SPACING 2-0-0 CS] DEFL in floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Ven(LL) - 0.36 10-12 >795 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 VeN(TL) -0.3210-12 >886 180 BCLL 0.0 Rep Stress Ina NO WB 0.82 Horz(TL) -0.08 7 Na Na BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 119 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc puffins. BOT CHORD 20 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-2 oc bracing. WEBS 2x4 SYP No.3 li recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.3, Right: 2x4 SYP No.2 Installation guide. REACTIONS (lb/size) 1=739A0 6-0 (min. 0-1-8), 7=957/0-8-0 (min. 0-1-8) Max Hom 1=-339(LC 6) Mass Uplift 1-1236(LC 8), 7=1727(LC 8) Max Grav 1=876(LC 2). 7-1140(LC 2) FORCES (lb) - Max. CompJMass. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 1-2-138211966, 2-3=1218/1780, 34=1234/1762, 4-5-256113452, 5-19=2561/3452, 19-20=-256113452, 6.20=-2561/3452, 6-7=1634/2109 BOT CHORD 1-12-1333/1135, 11-12=321912566, 10-11=321912566, 10-21=145011342, 21-22=1450/1342, 9.22=-1450/1342, 7-9=-1460/1345 WEBS 2-12-2441433, 3-12=1307/927, 4-12=.1734/2528, 4-10-383/216, 5.10=251/524, 6-10=1807/1389 NOTES 1 Unbalanced roof live loads have been considered forthis desl n,...; 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf h=4lft; B=45ft; L=24h; eave=oft; Cat. II; Exp C; enclosed; y�� O •' ....... E IVw ,I S • q- MWFRS (all heights); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=7.60 : ��.'•' V� 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunenl live loads. 3938 4) Provide adequate drainage to prevent water ponding. = * 7 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate saes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconeument with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide ; ATE . will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1236 lb uplift at joint 1 and 1727 lb uplift O. �� ♦ ,�'..<` Q' ; • •. .1�� at joint 7. 9)°SemFrigid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 53 go dam and at � R iS•••••O •... A� be sufficient to support 10) p and other or 18-9-11 and 61ded 1b down nlon d 102lb up athall 16-9-11 lb down and 141 It, pat 20-3-8 oed n top)chord and 330lb downandnd 310 lb up at 16-0-12, 15 lb down and 1 lb up at 16-9-11, and 16 to down and 1 lb up at 18-9-11, and 261b down and 2lb up at 20-M on bottom chord. The deslgn/seledion of such connection device(s) Is the responsibility of others. 11)Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. FL Cert. 6634 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). May 18,2012 LOAD CASE(S) Standard W -Vero detgaporxmreeers and RIMN07ES ON77RSAND MULIVBD 4IIIPXREFEIMIC11iJ I-7473 BEFORS WE Design valid far use ont, with Wek co,e ectars. The design is based only upon parameters shown. and Is far an individual bulkting component.• Applico blity of design pararrelers and proper lncooratlon of component Is respae bitty of bu0ding designer -not truss designer. Bracing shown Is W lateral wppod oflndlhidualwebovembersonly. Addlllonaltemporary cingtolns stablAtydunngaonshuctlonbthereeponzibilGlyofthe Moleerector. Additional permanent bracing of the overall sUudure Is the responsibility of the building designer. forganeral guidance regarding tob4cation, quality control, storage, dell e . erection and bracing, consult ANSI/IPr Quality CraMa, DS689 and 661 Building Component 69N Palle East Bid. Sa Informallon;w biefrom truss Plate lnsfltute.781N. Lee Steel, Suite 312 Alexandria, VA 22314. Tampa FL=10.4115 85ou1Aeto prin.tSP of Sp lamberts specified, lee design values are Mass efte011ve 06MM2 by ALSO or proposed by SR6 Jop I Truss Truss Type Dty Ply QM03-Phoen'a-Stager 23503 C7G Special The, 1 1 o e o do al Fart Load Thies. Fort Pimps, FL 34946 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate lnaease=1.25 Undone Loads (plp Vert: 1-3=44, 3-4=-44, 4-6=44, 6-8=44, 13-16=10 Concentrated Loads (lb) Vert: 6=16(8)10=277(B) 9=2(B) 19-11(B) 20=11(B) 21>3(B) 22=3(121) Run:7.3405 Feb 242012 Print 7.350 a Apr 232012 Wait Industries, Inc Fd Mey1a11:55:592012 Paget ID:Zq?vPAugulsOFkvELK_L3gzlFgO-TW C9CoZk04bb&?zknODY1aV1DX16CXLvluW NhFHiw FL Cert. 6634 May 18,2012 AWARIfim-Verily deignparmrteters=dRRW NOM ONNISMN/ UWEDMMRBFMMBPAGBffiF7473 BBFORB USB, Design vend forum onNvbth Meek connector Phis design Is based any upon parameters shown, and is foranlndividuol building component. ��' Applicobllity of design parametersand properinco,poratbis mm n of component spability of bufiding designee. not then designer. Bracing shown b forlateralwppad of bdMtlual web members Additional temporary bracing to Insure stability during construction Is the responsibOny of the MiTek' erects. Additional pmmnnent bracing of lheoverall structure is the respon llaWyof the bulltling designer. Forgeneral guidance regarding fabricatbn, qualify control storage, delivery, erection and bracing• consult ANSIpPIl 0ua01y Weda. DSB49 and 6616u9ding Component 6904 Pmka am ew. 5afety lnbr =n rw able hom isuss Plate Institute, 781 N. Lee Street. Sulfa 312, Alexandria. VA 22314. Tamps. Fl.=10�115 tt Sovtbem P"melSPar lumber Isspecified, the design values am Nose effective 06=21112 by ALSC or proposed by SPUL Job, , Truss N55 Type Dry Ply 823503-Pkaenu-6leger 23503 UG Monop 18— 1 1 ob o Fast CantTmsa, Fad Plena, FL 34846 Run: 7.341]s Feb 2421312 Pant 7.350 SA x232D12 MRBN I11au5Mee, Ina Fa may 1911=592012 Page 1 IDZg7vPAugulxOFkvELt L3g21FqO-TWCgCoZkO4bb&?zknODYlloTGUlOXLvluWV&FHw X" 368 Scale=1:15.8 4x4 = Plate Offsets (X )y H 10-1-8 0-2-01 LOADING (pat) SPACING 2-0-0 CSI DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.03 3-6 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.03 3-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 1 Na Na BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 171b FT-20% LUMBER BRACING TOP CHORD 2X4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3.6-8 oc puffins, BOT CHORD 2X6 SYP No.2 except end verticals. WEBS 2x4 SYP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb[size) 1=319W-0 (min. 0-1-8),3=287/Mechanl(121 guide, Max Hoa 1=221(LC 7) Max Uplift 1=-358(LC 6). 3=-376(LC 8) Max Grav 1=379(LC 2). 3=340(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 1-2=252/205 BOTCHORD 1-7=4541390 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf. BCDL=3.0psf, h=41ft; B--4511; L=2411; eave=oft; Cat. II; Fxp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which Include cases with reductions for multiple conwnent live loads. 3) This truss has been designed for a 10.0 par bottom chord live load noncencument with any other I" loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 fail by 2-0.0 wide will fit between the bottom chord and any other members. truss 5) Refer to girder(s) for truss to connections. 6) Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 3581b uplift at joint I and 3761b uplift at joint 3. 7) "Sem4rigid phchbreaks Including heels" Member end fxty model was used in the analysis and design of this truss. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-11 Truss, Single Ply Girder) or equivalent at 1-7-4 from the left end to connect p truss(es) DI (1 ply 2x4 SYP) to front face of bottom chord. 9) Fill all nail holes where hanger Is In contact with lumber. Soo 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as from (F) or back (B). ��•S LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (pit) Vert 1-2=44, 3-0=10 Concentrated Loads (Ib) Vert: 7=-422(F) 5 A. GEN FL Cert. 6634 May 18,2012 AWARNIM-Vero dN9npormrteters addRSAD MM ON2ffiBdNDfNCLODIH)AOEKREFEREMSPAGBl9f-7473 BIFORS USS, Bedgnwlldiauwanty WthWekconneclas.Thbdmlgnhbas c*uponlsammelenshovm.aMbbranindlNdualbuMigcomponenL ��• APPncab8ly 0 design paremelemaM properincmporotion of component limebomlbnity of bunding dedgner-not Inc; dedgner. Bracing shovm is WicteralsupporlofbdMdwlaebmemb only. Additional temparary bracing to insure stablatydudng crosUoctbn Is fineemponigAVY of the MiTek' actor. Additional pemwnent lacing of the ovemR siructum h the remomiNSNof the building designer. For general guidance regarding fabicatbn, quality conhoL storage, delivery. erection and Gating, consult ANSpIPI10uaAly Crete. D50.89 and Bal Bonding CommeneM 690,1 Peke FSM BW. 5afetylnbrmolbn awnablekom Truss Phte lrellute,781 N. Lee Sheet. Suite 312 Alexandria, VA MI 4. Tampa, FL 3351"115 O Sauthem Prue SPDrS )NsnberBa the design veluea abstruse effective 06111,112012by ALSO or proposeedby SBa Jo¢ ., Truss Truss Type Oty Py 923503-Phoenix-Stager 23503 D1 Common Truss 2 ,Job Reference East Coed Truss, Fan Planes, FL Mass Run: 7.340 s Feb 242012 Pont 7.350 a Apr 23 2012 MiTek Industries, Ina Fri May 1811:59:002012 Page 1 ID:Zq7vPAagulxOFkvELK_L3gdFgO-x3xauYpBVKCSN5JBXRIdmmaubleuRithaZmS2yzFHiv 3-0lA 7-it-0i 13111E 41E1110E V1.8 � 3111E &itE 4x4 = Sass II axe = 4x4 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 125 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 5.0 Code FBC2007rrP12002 LUMBER TOP CHORD 2x4 SYP Na.2 BOTCHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.3 Scale -1:33.3 I CS] DEFL In (too) Well L/d PLATES GRIP TC 0.34 Veri(LL) -0.06 6.12 >999 240 MT20 244/190 BC 0.29 Ven(TL) -0.11 6-12 >999 180 WB 0.22 Horz(TL) .0.02 5 Na file (Matrix-M) Weight: 73 lb FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pur ins. BOTCHORD Rigid ceiling directly applied or 6-9.10 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1432/O." (min. 0.1-8), 5=432/Mechanical Max Holz 1=284(LC 7) Max Uplift 1=762(LC 8), 5-761(LC 8) Max Gray 1=512(LC 2), 5=512(LC 2) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=740/1130, 23-5581905, 3-0-5601908, 4-5=766/1152 BOTCHORD 1-6-823/600, 5-6=857/618 WEBS 343=510/328, 4-6=237/556, 2-6=2281516 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 140mph (3-second gust); TCDL4.2psf BCDL=3.OpsY h=41ft; B45111; L=24ft; save=oft; Cal. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concenent live loads. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconwmerlt with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at Joint 1 and 761 Ib uplift at Joint 5. 8) Sen igld pftchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard -•rnmuLl`' FL Cert. 6634 May 18,2012 AWARWM-Ve9NJy drstgnparaundevs cadRBAD NOM ONnUS AND M LUD8DW=RPPERMSPAGBtlA-7478 Ski USB. aaaaas Detgnwlld foruse only with MiTek cannectcrs. This design is based only upon pemrnete shown, and is far an indhkual bulking component.• Applkabilty of design parameters and properinc xxatan of component IsresponsbllHy of building designs- not hua designer. Bracing shown Is for lateral support of lndMd.al web membersonh. Additional temporary bracing to reuse stabilty dudng comhuction b the responslblity of the MiTek' erector. Additional permanent basing of lheovera0 structure is Me ramomiblllly of the building designer Forgeneral guidance regardlnp fabrication, quordy control storage. delivery. eri and bocing. consult ANSI/rPI1 QuoBh GBMa, DSB49 and SCSI Burning Component 6904 Perk. Fast antl. Sakh lnkrmaBon .1.bla Beth Truss Plate lmlitute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. R 33810-4115 U Southe m Pine IV or SPp) lumber is spedfleill, the design values am Note eXectna 060118112 by ALSC or proposed by SPnL JO? I Truss Truss Type Iy Ply d23503-Phoenix-Seeger 23503 D2 Cononsn Tmsa 1 ab Reference (optional East Coast Truss, Fort Pierce, FL Mess 4x4 = 346 .. $rule=1:34.6 1i 7-11.0 8-1-0 LOADING (psf) SPACING 2-D-0 CSI DEFL in (too) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.06 7-13 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 7-13 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) -0.03 5 Na Na BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 761b FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7.11.13 oc bracing. WEBS 20 SYP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.3 Installation oulde. REACTIONS (lb/size) 1=426/0-6-0 (min. 0.1.8), 5=529/0-8-0 (min. 0-1-8) Max Horz 1=-339(LC 6) Max Uplift 1-737(LC 8), 5=1088(LC 8) Max Gray 1=505(LC 2), 5=631(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=72611082, 2-3=543/854, 34=542/848, 4-5-735/1049 BOT CHORD 1-7=599/588, 5-7=549/581 WEBS 34=440/323, 4-7=2611465, 2-7=226/524 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.OpsF h=41ft; B=45ft; L=24ft; save=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 737 lb uplift at joint 1 and 1088 lb uplift at joint 5. 7) "Semkrigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AwARNNG-Ver%deignparamden, ondREAO NOTES ON 7WSAWIBMLWIDSOWRBFM&R NPAGBAUI.7473 DWOR13 US& Design valid to use only Whi Mirekconnectors. ihb design h based only upon poametersshown, and is for anindividual building component. ��• Applicability of design parameters and MW Incomoragcn of component N rerponsibtity of butding design, not truss designer. Bracing shown IsfolotemlwppodofhdMdualwebmembersony.Addiflonoltemporarybracing toinsureslabmtydunngconshuctionisthe resporalb00Nofthe MiTek' erector. Adclifonal pem,anent bracing of the overall simdure N the responsibility of the butding designer. Fogeneral guidance regarding fabrication, Wality control,storage. delivery, erection and bracing, consult ANSI/IPII county Wshfa, D511A9 and BC5l Building Component 6904 Parke Fast Bind. Solely lnlosmallon avallable from Tmss Plate Institute. 781 N. Lee Sheet, Sulte312 Alexandra, VA M14. Tomiss,171_30610�1115 [f m1 mF'melSParSPp)[umberissMedeaignvataftawthweeffacWeOrdOVMZbyALSCorpmpDzedbySPR Joq Truss Tress Type Qy Ply P23503-Phoen¢-Steger 235M D30 Common Truss 1 ^ L e ee Bo na 11 East Coast Truss, Fod Pierce, FL SIM 4>6 II ♦ Basis -1:34.6 Ii LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plata. Increase 1% TO 0.63 Vert(LL) 0.1512-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.1612-13 >999 180 BCLL 0.0 ' Rep Suess Ina NO WB 0.49 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2007/fP12DO2 (Matrix-M) Weight: 231 lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc pudins. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied orb-6i5 oc bracing. WEBS 2x4 SYP No.3 SLIDER Left 2x4 SYP No.2 3-0-3 REACTIONS (lb/size) 1=5907/0.6-0 (min. 0-3-9), 7=322010-8-0 (min. 0.2-2) Max Hors 1=,W(LC 6) Max Uplift 1=-5530(LC 8), 7=-3869(LC 8) Max Gmv 1=6072(LC 2), 7=3581(LC 2) FORCES (Ib)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7713f7174, 2-3=6253/6098, 3d=6101/6156, 4-5=-6025/6249, "=-6189/6213, f>7=6042/5993 BOT CHORD 1-21=-3422/3928, 13-21-3422/3928, 13-22=5847/6607, 12-22=5847/6607, 11-12=-4163/4743, 10.11- 4832/5159, 9.10=4832/5159, 7-9=4832/5159 WEBS 4-11=3203/2742, 5-11=403/261, 6-11=548/282, 6-9=-322/419, 4-12=2754/3043, 3.12=370/239, 2.12=1621/1331, 2-13=109011592 NOTES 1) 2-ply truss to be connected together with 10d (0.131XJ) nails as follows: Top chords connected as follows: 2x4-1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc Webs connected as follows: 2x4 -1 row at 0.9-0 m 2) All loads are considered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2ps1; BCDL=3.Opsf h=41it; B=4511; L-24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 5) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) -This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 5530 lb uplift at joint 1 and 3869 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1437lb down and 1096 lb up at 0.11-4, 1447Ib down and 10961b up at 2-11-4, 13971b down and 10961b up at 4-11.4, and 13671b down and 10961b up al 6-11-4, and 30671b down and 32321b up at 8-11-4 on bottom chord. The desigalselection of such Connection device(s) is the responsibility of others. 11) Warring: Additional permanent and stability bracing fortmss system (not part or this component design) is always required. �.`O , r EE NI,< 3931 T4 O R 1 P CaN�.`�, FL Cert. 6634 May 18,2012 W -Va0 denig.p .Cders and READ mnBs or; IHI6AND miuUDffi7187&iFummiCBPAGs= 74m BuORB USS Dedgnv Rdl for um only Wth MTek connectors. rhb design If based a* upon Wornaler,shoan, antl Iffor an Individual burdng component. ��• AppllcabNly of design parameters and proper lncorpomfm of component If naparoblity of bu0dng dedgner- not hues designer. Bmtlng shown afalatemisupportofln"dualvmbmembenary. AddifmnaltemporarybradngtoinsvreslablliHdming=mWctlonb Merespansbdityoflhe Welk'erector. Additional permanent bacing of the ovem0slmctum b the noponulailty of the building designee For general gukranoe regarding fabrication, quality control. storage, calvary. erection and bmchg. comull ANSI1T9n Oua2ry Weds. DSBA9 and Cat Bugding Component 69D4 Pede Fag BIW. Safely l07ftaun—lablehom Truss Plot. Wtilota 781 N. Lee Sheet. Suite 312 Ale..rdit, VA 22314. Tampa, R 3361a4115 h Somme PMe SPorS )mmberbs Me clezign values are those eftecute DBN1rAH2 by ALSO or proposed by SPOL Jbp . Truss Truss Type Dly Ply 523503- Phoenix -Steger 23503 MG Comnan Truss 1 o t' a East Coast Twice, Fad Pierce, FL 34948 LOAD CASE(S)Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(pip Vert: 1-4=44, 4-8=-44, 14-18=10 Concentrated Loads (Ib) Vert: 11=2588(B)12=1317(B) 16=1437(13) 21=1447(B) 22=1397(B) Run:7.Ms Feb 242012 Pont 7.350 a Apr232012 Acres lnausmes, Ina Fe May1B11:59:002m2 Paget ID:Zg7vPAugulxOFkvELK L3gzlFgO-x3xauVpBVKCSN5JBXRIdmmagltU ReehaZmS2ytFHiv k E�MS...'.y 3938 = it :0 ATE 0 R l FL Cent. 6634 May 18,2012 ®iBmmm-very(ydelgnpmande mdRMDN07ESON7Nf6ANDlNCLOD8064nKRBPiS&WBFAGBJW7473BBFOR13USB. ��• Design wild for use my v4lh Wek connectors. rho design Is based only upon parameters shovm, and b foran Indndual building component. APPlicabTty of design parameters and properincoporation of component h respomlDiity, of building desar, not buss deslgner. Bracing shovm Is fortoleralsvppod of Nd•Mdualveb members ony. Additional temporary lassoing to Insure stabiBYdudng conshuction h the responslb001y of the MiTek' eredor. Additional pemanent bracing of the ovem0 structure is the respondblllty of the butding dedgner. For general guidance regaling fameatioa quality control, storage, deMery. erection and bracing, consult ANSVTPII QuaBIy Clued, DSB49 and DCSl Building Component 8904 Parke East BIM. Saferylnlw Zon avabbla/rom TmPlate lnuffide,AnN. Lee Street. Sulte 312. Alexandria VA 22314. Tampa, FL 33610d115 If SouMem Pma SP or v bodderis speci the dealp values are those effective 015101=2 by ALSC or proposed by SB6 Jet s Truss Tress Type Oty Ply p23503- Phoenix -Steger 23503 E1H Half Hip Toss 1 1 Job Reference (optional) Too 12 12sQD MT18H 9 64 = 5x10MTmH 4 6 27 28 7 29 Scale-1:78.7 3x6 11 6x6 = 8x14 MT18H WB = 8x14 MT18H = 6, = 6x10 MT18H = 30 318 32 9 33 10 34 35 11 36 37 12 38 39 13 40 41 42 2a 43 '" 44 45 '" 17 46 "' 47 48 "' 49 50 6x12 % 3x4 = 5x5 = 5x10 MT188 WB = 4x10 = 5x6 = 6xio = ass II 5145 = 314 = 5x10 MT18H We = LOADING (psq SPACING 200 CSI TCLL 20.0 Plates Increase 1.26 TC 1.00 TCDL 7.0 Lumber Increase 1.25 BC 0.81 BCLL 0.0 Rep Stress Inv NO WB 0.95 BCDL 5.0 Code FBC2C07rrP12002 (Matrix-M) LUMBER TOP CHORD 2x6 SYP SS •Except• 5-6: 2x6 SYP No.2, 1-5: 2x4 SYP M 31 BOT CHORD 2x4 SYP M 31 WEBS 2x4 SYP No.3 *Except* 13-i4,6-21,7-19,8-18,11-18,12-16,13-15: 2x4 SYP No.1 OTHERS 2x41 SYP No.3 WEDGE Left: 2x8 SYP SS DEFL In (Icc) 0deft L/d PLATES GRIP Vert(LL) 1.45 18-19 >357 240 MT20 2441190 Vert(rL) 1.14 18-19 >455 180 MT18H 2441190 Holz(TL) -0.39 14 Na Na Weight.289 lb FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-25 cc bracing. WEBS 1 Row at midpt 6-21, 7-19, 11-18, 12-16 2 Rows at 113 pis 13-15 with 2x4 SYP No.3 with 2 -10d (0.131'50') nails and chose brace spacing of 10-0-0 oc. MFrek recommends that Stabilizers and required cross bracing be Installed dinning truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=2598/Mechanical, 2=2779/0.8-0 (min. 0-2-12) Max Harz 2=500(LC 7) Max Uplift 14=4185(LC 8), 2=-4744(LC 8) Mass Gmv 14=3077(LC 2), 2=3311(LC 2) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=4992/6765, 3-4=5437/7449, 4-5=-5691r7867, 5-6=-5683/7880, 6-27=7069/9869, 27-28=-7069/9869, 7-28=7069/9869, 7-29=7935/11017, 29-30=7935/11017, 30-31=7935/11017, 8-31=-7935/11017, 8-32=7688/10656, 32-33=7688110656, g-33=-7688/10656, 9-10=7688/10656, 1034=7688/10656, 34-35=-7688110656, 11-35=7688/10656, 11-36=-6290/8737, 3637=6290/8737, 12-37-629018737, 12-38=-3766/5283, 38-39=3766/5283, 1339=3766/5283, 1314=2975/4174 BOTCHORD 2-23=-5409/3971,22-23=-6472/4702,22-00=6726/4960,40-41=6726/4960, 21 4l=-672614960, 21-42=95751`/069, 20-02=957517069, 2043=957517069, 19-43=9575)7069, 19-04=-10723/7935, 4445=10723/7935, 18-45=1072317935, 17-18=-8367/6239, 17-46=-8367/6239, 16-06=8367/6239, 16-07=5107/3766, 4748-5107/3766, 1548=510713766 WEBS 4-23=-381/600,4-22=-616/374,6-22=1096/849,6.21=-3462/2604, 7-21=1304/1974, 7.19=140711095, 8-19=4621812, 8-18=303/559. 10-18=65311129,11-18=242611761, 11-16=1614/2444, 12-16=-4231/3091, 12-15=2463/3606, 13.15=6238/4575, 3-23=11691804 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; 8=45ft; L=24ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertigl left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concument live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. FL Cert. 6634 May 18,2012 -- AWAI7WAU-Vero tl®Ignparmrtders aadPMD AWES ONOSIS AND 1NCLODSBiII78KRWERENCBFAGS JW-7473 BWORB USB. Design mild for use only Wth Weis connectors. ins design is based only upon Parameters shown. and is for on lndM ual building component. Applicability of design pommeters and proper incorporation of component 6 responsibility of building designer -not Wes designer. Bmdn, shown Is fa totem] support of indMduol web members only. Additional tempaory hrocing to imure dablltydueng construction 6 the responslbOlN of the Is i ne�• M recta. Additional permanent bracing of Me overal structure is the responslbllityof the building designer. ner. For general guldanregarding fobrrcotion, quality conhol, storage, delivery, erection and bracing, consult ANSViPII QuaQy CNedu, DSb89 and 1101 Building Component 6934 Parke Fast She. Saletylnlurmation ovalable from Truss Plate lnstilule.781 N. Sheet. Suite 312 Alexandria. VA 22314.` - - _ • •� Temp. FL 3361"115 JON I Truss Truss Type Dty Pty 920S13-Phoanu-smiler 23503 E1H Hak MpTmss t 1 Job Referenceo 8l a East CoaslTmss, FM Pis.. FL 34e46 6um7240s Feb242012P 7.350sAprM20129NTeklndusales,lnc Fd May1811:59U12012 Paget ID'Zg7vPAagulxOFkvELK L3gzlFqO.PFVzStgpGdK.l_Fu059psJe7vrHarA egpDW/aOzFHiu NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcu era with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will id between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Ali 851b uplift at joint 14 and 4744 lb uplift at joint 2. 11) "Semkigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 103 Is down and 235 Ib up at 7-0-0, 103 lb down and 235 ID up at 9.0-12, 103 lb down and 235 Ib up at 11-0-12, 103 Ib down and 235 It, up at 13-0-12, 1031b down and 235 Ib up at 15-0-12,103111 down and 235 It, up at 17-0-12,103 Ib down and 235 lb up at 19.0-12. 1031b down and 235 lb up at 21.0.12, 103lb down and 235 lb up at 23.0-12,103 Ib down and 235 lb up at 25.0-12,103 lb down and 2351b up at 27-0-12, 10316 down and 235 lb up at 29-0-12, 1031b down and 235 Ib up at 31-0-12, 1031b down and 235 lb up at 33-0-12. 103 lb down and 235 It, up at 35.0-12.103 lb down and 235111 up at 37-0-12, 103 Ib dawn and 235111 up at 39-0-12, and 103 lb down and 23516 up at 41-0-12, and 103 lb down and 235 I6 up at 43-14 an top chord, and 871 Ib down and 1217 Ib up at 74)-0, 66 Ib down and 161b up at 9-D-12, 66 It, down and 16 Ib up at 11-0-12, 66 Ib down and 16 It, up at 13.0-12, 66 It, down and 16 Is up at 15-0-12, 66 lb down and 16 lb up at 17-0-12. 66 lb down and 161b up at 19-0-12, 66 lb down and 16 Ib up at 21.0.12.66lb down and 16 lb up at 23.0-12, 661b down and 16 lb up at 25-0-12, 66 lb dawn and 161b up at 27-0-12. 66 lit down and 16 Ib up at 29-0-12, 66 Ib down and 161b up at 31-0.12, 66 lb down and 16 It, up at 33-0-12, 66 Ib down and 16 lb up at 35.0-12, 661b down and 16 lb up at 37-0-12, 66 lb down and 16 lb up at 39.0-12, and 66 It, down and 16 Ib up at 4140-12, and 66 lb down and 16 lb up at 43-1.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plq Vert: 1.6-44, 6-13=-04, 14-24-10 Concentrated Loads (lb) Vert 6=85(B) 9=85(B) 13-85(B)14-35(B) 22=719(B) 21=95(B) 7=85(B) 19=35(B) 8-85(B)10-85(B)18=35(B) 11=85(8) 16=35(B)12=85(8) 15=35(B) 17=-35(B) 27=85(B) 28=85(B) 29=85(B) 30=-85(B) 32-85(B) 34-85(B) 35-85(B) 36=85(B) 37=85(B) 38=85(B) 39= 85(S) 40=35(B) 41=-35(B) 42=35(B) 43=-35(B) 44=-35(B) 45=35(B) 46-35(B) 47=-35(B) 48=-35(B) 49=35(B) 50=35(B) r 0p11 DNAL FL Cert. 6634 May 18,2612 AAARmm-Vcro d=ignParameAem andPJM NO7718 ON7WBAND7NCLUOED A97EC77BPB79BNCB PAOBMF7473 BIWOAB USB DedgnvaltdforuseonywhM7ekconnmim.lhbdmlgnbbasedanNuponparamelmshovm,andbfaranlndNdualbumigcomponent. Applicability of deslgn parameters and pmperincarpaa8m of component b nnponsbWN of bulding dedgner- not hum designer. Bracing shown Is for lakral wppM O/IndMdual web members onN. Additbnaltemporarybracingloins MablftydWngcon Wcfonblh wsmmb0lityofthe MiTek' erector. Additlonal penswnmt bracing of the oveml shudum b Ihemspondbilty of the bultding designer. For general guidance regarding fabdcatbn, quality control, storage, deMery, eractbn and bracing, consult ANSVTPlI Quality DMMa, 1ID-89 and SCSI Bull Component Bell Peden am am. Samtylnlosmallan avalabm from Truss Pieta iniitute.781N. Lae Shed. Suite 312 Alexandda, VA 22314. Tempe, FL5 IMI16 tt Soutbem Prue SP or )hill Is specified, the design values am those eMecthre UfifolI 92 by ALSC orproposed by SPDS J04 , Truss Truss Type Oty Ply 423500-Phoenlx-Stager 23503 F2 Hip Truss 1 1 factional)Jab Reference Fast CoastTrua, Fort Pierre, FL 34916 Ram7.310s Feb 242012 Print 7.350 a Ayr232012 NTek lndustxe;Ina FAMay1811:59.022012 Page1 ID:Zg7VPAugulxOFkVELX L3gz1Fg0.tS3UDrR1xSAcPSafsL5rBf5HhBXvUjz2sFZ7gzFHit -24}O 4-7-01 941-0 1 7fr98 1 2'71 1 32dA 1 40.2-0 1_433-0 1 24)-0 47-0 46-0 7-9E 738 7-9A 7-98 IOx14 MT18H = 7.00 12 44 _ 4x4 = Sx10 MT1BH WB = 3x4 = 4x6 = Sx6 = Slane=l:T7.9 5x6 = 3xio = 316 = 3x4 = 4A = 3x4 = 4x10 = 3x8 II 3x8 = LOADING (psf) SPACING 2400 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2007/1712002 LUMBER TOP CHORD 2x4 SYP No.2 *Except* 5-7,7-10: 2x4 SYP No.1, 1-4: 2x4 SYP M 31 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.2 CSI DEFL In (loc) Well Lid PLATES GRIP TC 0.90 Vert(LL) 0.6518-20 >801 240 MT20 2441190 BC 0.86 Vert(TL) .0.6118-20 >842 180 MT18H 2441190 WB 0.71 Hoa(TL) -0.22 13 n/a n/a (Matrix-M) Weight: 2391b FT-20% BRACING TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS IRaw at midpt 6-20,9-14 with 2x4 SYP No.3 with 2 -10d (0.131'x3w) nails and gross brace spacing of 20-00 oc. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1370/0-8-0 (min. 0-1-12), 13=1311IMechaniral Max Hart 2=554(LC 7) Max Uplift 2=-2356(LC 8). 13=2049(LC 8) Max Gran, 2=1494(LC 2), 13-1377(LC 2) FORCES (lb) -Max. Comp/Max. Ten. -All forces 250 Its) or less except when shown. TOP CHORD 23=2319/3384, 3.4=2123/3183, 4-5=2090/3198, 5.6=1819/2939, 6-24=2670/4188, 7-24=267014188, 7-25=2670/4188, 8-25=2670/4188, 8-9=2308/3644, 9.10=74511340, 10-26=745/1340, 11-26=745/1340, 11-12=87611419, 12-13=1382/2051 BOT CHORD 2-20=2828/1919, 1320=.371912614, 19-27=-371912614, 27-28=-3719Y2614, 18-28=37192614,18-29=3824/26BO,17-29=-38242680,17-00=382412680, 1630=-8242680, 15-16=29I M073, 16-31-29112073, 3132=29112073, 1432=291112073 WEBS 3.20=253/426, 5.20=1005f727, 6.20=1043/1515, 6-18=213258, 8-18=66/344, 8.16=547/917, 9-16=6621621, 314=16422488, 12-14=1584/1165 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Ops1; h=41ft; B=45111; L-43ft; eave=511; Cat. II; Effie C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreld with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsr. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23561b uplift at joint 2 and 204916 uplift aljoint 13. 0 • PS EN * 39 i��4SlIINAjj7-% `%% FL Cert. 6634 10)-SemFngld pathdreaxs Including nears- Menmer end may mOdelwas used In Vie analysis and design minlsimss. slay IO,<u 14 W•9erdydet9nparmmtem=dREADAW7880N7HfBA?M7NCLUDEDAU=RBFER NCHPAGEMF7478BBFORBUS6 ■ dedgnvagtl Musa o*Wlb MTekconneators.re, design is based only upon parameters shown. and is ban indVdual bulling component. ApprxsbiGly of tlesign parameters and sm,aerineaoarafen of component Is m,nomblity of bu0ding designer. not true designer. Bracing shown Isf«lateral supped ofindMdual wab members only. Additional temporary bracing to insure slabllityduMg connwsion 6 the responsib09N of the MiTek' erector. Additlano1 permanent bracing of the oveml simcture is the respordisiRN of the buWrg designer. For general guidance regarding fObdcOtbn, quallt(control stooge, delivery, erection and bracing. comuit ANSI/1PI1 Qua ft CrBeda. 1SB-69 and 1101 punding Component 6901 Parke Fast BW. SablylnMmallon ava0a1bie from TW.Plate Institute. 781 N. Lee Sheet. Suite 312, Alonsm ss, VA 22314. Temps, FL=104115 ttSmthem Prue SP or Iumberf5 spetlmQ the design values ere these effective D697fAH2 by ALSO or progodi by Siva Job , Truss Truss Type Dty Ply d23503-Phoenix-Sleger 235IX1 U Hip Truss 1 1 b Reference National) East CoaelTmss, Fod Pierce, FL 34945 LOAD CASE(S) Standard Run:7.340s Feb 242012 Net7.350 a Apr232012 Miek Industries, Ine Fd May1811:59:022012 Paget ID:Zg7vPAugulxOFkvELI L3gzlFgO-tS3LJDd21xSACPSafsL5rBf5HhBXvUjz2sFZ7qzFHit 3931 .G p RIOP.N It ONAl EC���: FL Cert. 6634 May 18,2012 A WARWNO. VaVy delyaparmrrctm andBBd0 MM39 ON 2WSMIDMMILIVED XMRCJSFRWWBFAGBAD1-747a BBFOR8 US& �■ Design valid for use only Wm Wekconnectaa. This design is based ont, upon parameters shown and 4 foran lndrvidual building component. ApplicobNty ofdesign parameters and properincoaratbn of component is responsibilty of building designer- not truss designer. tracing Bracing shown m ��+��•YYY bfwlateralmppWofOdMdualwebmemb my. Addlllonaltempomry cNgtolnsumstabifNdwingconsUctlonNthereWp iblliNoffhe MiTek' erector. Addltlwmal peement bracing of the overall sbsdun, Is the responsibllity of the buiding dee esignFor general guidance regarding fabdcalbn, quality cannot storage. delivery, ered'an and bracing, consult ANSMIPI1 QuaIXy UHMa, 0511-89 and I l Building Component 69M Parke Fast Bins. SomN lnfwmallon available from Truss Plate lmtitute,781 N. Lee Street, Sulte 31Z Alewndda. VA MI4. Tampa, FL 33910A115 If SP or SPpj lumber Is specifleck the design values ere those eOeclMe CGIRI 12 by ALSO or proposed by SPI6 Job , Truss Truss Type Dry Ply a23503-Phoenix-Steger 23503 0HIPTRUSS t 1 Job Reference lopfoneg East coast Truss, Pon Pierce, FL Susie i 6x10 MT18H 314 = Hun: &4 =41 = 2x4 II "a = Scale=1:76.6 axe = 4xe = 3x4 = She = 4x8 = 74 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Suess Ina YES Code FBC2007/rPi2OD2 CSI TC 0.95 BC 0.84 WB 0.75 (Marx-M) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) Well Lid 0.54 14-16 >966 240 -0.68 11-12 >760 180 -0.18 11 Na file PLATES GRIP MT20 244/190 MT18H 2441190 Weight: 2451b FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 •Except• TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 14: 2x4 SYP M 31 except end verticals. BOTCHORD 2x4 SYP No.2 BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SYP No.3 WEBS IRaw at mldpt 5.16,6-12,9-12,9.11 WEDGE with 2x4 SYP No.3 with 2 -10d (0.131'k3'J nails and cross brace Left: 2x4 SYP No.2 spacing of 20-0-0 oc. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation adde. REACTIONS (I olsize) 2=140110.8-0 (min. 0-1-12), 11=1407/Mechanical Max Horz 2=625(LC 7) Max Uplift 2=-2356(LC 8). 11-2049(LC 8) Max Grev 2=1494(LC 2), 11=1407(LC 1) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 23-2313/3391, 3-4=2053/3102, 45=1723/2866, 5-20=2289/3595, 2&21=2289/3595, &21-2289/3595, &7=1769/2864, 73=1769/2864, 8-9-1769/2864, 9-10=260/381, 10-11=230/434 BOTCHORD 2-16-2822/1915, 1&22=-3040/2209, 1&22=3040/2209, 1&23=3040/2209, 14-23=3D40/2209,14-24=302212221, 13-24=3022/2221,13.25=-302212221, 12-25=3022/2221, 12-26-1228/909, 26-27-12281909, 11-27-1228/909 WEBS 3-16=318/646, 4-16-9551720, 5.16=758/1043, &12=654H021, 8-12=373/742, 312-1753/1313, 9-11-1473/2045 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2ps1; BCDL=3.0ps(; h=41ft; B=4511; L=24ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right "posed; end vertical left and right exposed; Lumber DOL=1.60 plate grip 6OL-1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will M between the bottom chord and any other members, with BCDL = 5.Opsf. 8) Referto girders) fortruss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2356lb uplift atjolnt 2 and 2049 lb uplift at joint 11. 10) Seml-rigid phattmaks including heels" Member end luffty model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 'A 3938 0. ATE �4/00 1. v Ole �4S��NA111 � 1���,, FL Cert. 6634 May 18,2012 dmlgnpaum inter rMdR90 NOTES 01irMUSAND INCLODSD NTEKREPSRMEFAGE X17-74TJ RBFOR 9 UM ■■■• Deslgnvalid for useonly with Wekconnectcrs. fm design lbbased any upon parameters shown and Isforan individual building component. Applicability of design Parameters and proper incorporation of component 6empombility of bu0ding designer -not Ws designer. trading shovm My Is for aferal support of IndrAdual"l, members only. Additional tempaay bracing to Insure stabiONdudng constructlon b the respomb011y of the erector. Additional pemwnent bmchg of the overall structure is the responsiGllyof the buAding designer. Fageneral mdonce regarding Mole fabricatbn quafry control. storage, delivery. erecflon and bracing. consult ANSI/IPII Quality Weds, D511A9 and BGH BUAdtna component Stu Pxar EW Blvd. M SbmyitliCm Pbla SP or Sbla)L�fl3letecified, theedestee�es eMthose effective 011VA A1121y ALSE or prepared by SRO. Tempe, Ft S36161115 JOq . Truss Truss Type Dy Ply 423503-Phosnh-Steger 23503 E4 Hip Trues 1 1 xxf do al East Coast Trust, Fort Pierce, FL 34946 Mu1Lr.i4varea.Za1L Ime, r.eau s nprae mu roues.nauous me me, m n:ua:unmra rug., ID2g7vPAugulxOFkvELK L3gzlFg0.MedWLr4oFatEZImCZsKOOCFw4YDeuz7GW76fHzFHis -2-0-0 67-0 73-0-0 20A-11 2855 362-0 433-0 241-0 67-0 65-0 7-611 18-11 I 7Rii I 7-10 7.00 12 5x8 zse II 3x10 MT18H = 4x4 = 7411 = Scale =1:77.9 316 = She = 3x5 = 3x4 = 7A _ Safi - 31 = 4,9 = LOADING (psq SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2007/rPI2002 LUMBER TOP CHORD 2x4 SYP No.2 •Except• 9-10: 2x6 SYP No.2, i-4: 2x4 SYP M 31 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.2 CSI TC 0.97 BC 0.83 WB 0.84 (Matrix-M) DEFL Vert(LL) Ven(TL) Horz(TL) in (loc) Well L/d 0.46 15-17 >999 240 -0.62 12-15 >829 ISO -0.15 11 Na his PLATES GRIP MT20 244/190 MT18H 244/190 Weight: 2551It FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 2-2-0oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5.15.8-12.9-12.9-11 with 2x4 SYP No.3 with 2.1 Od (0.131"xY) nails and chose brace spacing of 20.0-0 cc. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 2=143910-8-0 (min. 0-1-12), 11=1455/Mechanical Max Horz 2=692(LC 7) Max Uplift 2=2357(LC 8), 11=2048(LC 8) Max Gmv 2=1494(LC 2), 11=1455(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2305/3371, 34-208413140. 45=201313161, 5.21=2024/3270, 6.21--2024/3270, 6-22=2024/3270, 7-22=-2024/3270, 7-8=2024/3270, 8-9=154712465. 9-10=294/476, 10-11=2871576 BOT CHORD 2-17=-2790/1907, i617=-2084/1644, 16.23=20S4/1644, 15-23=2084/1644, 14-15=228611820, 14-24=2286/1820, 24-25=2286/1820, 13-25-228611820, 12-13=2286/1820, 12-26=1304/1098, 26-27=1304/1098. 11.27-130411098 WEBS 3-17=348/792, 5-17=455/383, 5.15=677/627, 615=445/812, B-15=390/323, 8-12=74611211. 9-12-113111027, 9-11=1580/2003 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7.05; 140mph (3-second gust); TCDLW.2psf, BCDL=3.Opsf, h=41ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple corimment live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 5.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2357111 uplift at joint 2 and 2048 lb uplift atjoint 11. 10) 'Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. 0'. 4 OR ID p'' \�J�r ,'`S��iVA� FL Cert. 6634 May 18,2012 designpa9mrs[ers ondREWAK)TES OB77BBANBfhMEWEDMM3KREFMU CBPAGBJfl-7470BBFORB u5s, DeognvalldfwuseonNe+9h Mifekconnectors. The designkbased onlyupon pmarnmersshawn. and Moran lndivldualbuildingcompommt. ��- Applasbify of design parameters and praperincorponsion of component h responsbmy of bullding designer -not thus designee Bracing shown hforlotemlwppodofbdMdualwebmembenony.Additionaltemporarybracingtofrnurestab0yduilngcomhuchanIstheresporelbUyofthe MiTek' erects. Addifwnalpemwnentbracingofiheovera9slmcf reisthems omlbllityofthebuildingdesigns.Fagenemlguidanceregarding fol ication, qualily mntrol, storage, del". erection and bracing consult ANA/IPII Quality Weds, DS849 and BC51 Bulding Component 69M Parke East Blvd. BSmlfixm Pme Spar Slop)hsmber_11able from lalsppete cifk4the desleB�ues are uiteMoss eftective0WB1tl012 ALSO or proposed SPIa VA 22314, Tempe, FL 336164115 Jop I Tmw Truss Type Oty Ply Q3503- Phoenix -Steger / 23503 E5 Hip Tru. i 1 I Job Reference (optional East Centel Truss, Fort Pharos, FL. 34946 Run:7.340 a Feb 242012 Print 7.350 a Apr 232012 MITek Industries, Inc Po May 161 P.59:032012 Pagel ID:Zg7vPAugulxOFkvELK L3gzlFg0.MedjV✓Zr4oFalEZimCZsK00CH14XAesi7GNR6fHzFHIs -24()4) I 1 72-0 3-02 I198&-0 4-0-112 45 5-7-024-11l R Scale -1.77.3 14= 6x8 = zx4 II 348 = 7.00 12 8 23 724 8 9 6xe = 5x16 v4B = 3x6 = , 34 _ 3,0 = 716 = 31 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 5.0 Code FBC2007/TPI2002 LUMBER TOP CHORD 2x4 SYP No.2'Except' 6-8: 2x4 SYP No.1, 1-4: 2x4 SYP M 31 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 20 SYP No.3 WEDGE Left: 2x4 SYP No.2 CSI TC 0.88 BC 0.89 WB 0.98 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) Well L/d -0.55 17-19 >934 240 -0.81 17-19 >637 180 -0.14 13 n/a Na PLATES GRIP MT20 244/190 Weight: 2741In FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 430 the purring, except end verticals. BOTCHORD Right calling directly applied. WEBS 1Row at mldpt 6.19.7-17.9-17.9-14,11-13 with 2x4 SYP No.3 with 2 -10d (0.131"x3") nails and =as brace spacing of 20-0-0 o0 MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=144810-8-0 (min. 0.1-12), 13=1446/Mechanlcal Max Horz 2=767(LC 7) Max Uplift 2=2356(LC 8), 13=2049(LC 8) Max Gmv 2=1494(LC 2), 13=1446(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2313/3388, 3-0=2122/3103, 4-5=2059/3116, 5-0=208413331, 6-23=1796/2954, 23-24=179612954, 7-24=1796/2954, 7-8=1796/2954, 8-9=1796/2954, 940=1196/2099, 10-1 l=1430/2278,11.12=-234/333, 12-13=-195/361 BOT CHORD 2-19=-2820/1918, 18-19=1876/1559, 18-25=1876/1559, 25-26=-1876/1559, 17-26=1876/1559, 16-17=-1849/1562, 16-27=1849/1562, 15-27=1849/1562, 15-28=-1849/1562, 14-28=-1849/1562, 14-29=1092/915,29-30=1092/915, 13-30=10921915 WEBS 3.19=-276/519, 5-19=266/693, 0.19=852/527, 6-17-381/460, 7-17=-416/769, 9-17=513/473, 9-14=758/1128, 10-14=676/488, 11-14=471/508, 11-13-1548/2089 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (&second gust); TCDL=4.2psf, BCDL=3.Opsf; h=41ft; B=4511; L=431t; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This buss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 6) • This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = S.Opsf. 7) Refer to girder(s) for truss to buss connections. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 235611b uplift at joint 2 and 2049 Ib uplift atjoint 13. 9) "SemFrigid phalareaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 3938 ill• ATE xx �1 S f� N Aiff, 1% FL Cert. 6634 May 18,2012 d®(gnPv'mrrders andNSAD MM GN7711SAMINCLUDE7DII78CRBPMNCH PdGBJVI-7473 BBPORB US& DesiBavalld fw use on"th Walk connaclas. The design is based only upon parameters shown. acdisfwanindiNdualbuildhgcomponenl. ��• Applk blgyofdeslonparametersandproperincerporo5onof=wonentbresponsblliyofbudding dedgner-notfussdesignee Bracing shown b MicteralwpP doff Wdualaebmambersony. Additional temporary bracing to Insure, slalart dump construction 6 the respanebiny of the MiTek' erecter. Addilional permanent bracing of the overo0 dructme Is the responabrty of the buidng design., Far general guldance regarding fabrication, quality control, storage, delivery, erection aM bracing. consult ANSVIIII Quash, ONeda, I S6.89 and Bar Building Cempononl 6904 Parka East Brad. 10=1"fosmaNaa owiloble from Tma Plate lmlilule, MI N. We Street, Sulte 312 Alexandre. VA=I 4. Tampa,FL336104115 if Sw9lem Pme SPer ) lumberls specified, the design values are mesa effecWel)(300112917 ALSC or ropased by SBS. Job Truss Tmss Type Dry Ply e23503-Phoenix-Starr 23503 E6 Hip Tmss 1 1 Job Reference of East CoastTmss, Fort Pierre, FL 34946 aun:i.uousr -_ _ aersprxu m,a muee $vie=1:80.6 6x10 MT18H = 4x4 = Sxe WB = _ 5x8 = 68= 34 = 3x4 = 34 — 3x8 = 716 = 3x8 = 3x6 = LOADING (psf) SPACING 2-0-0 CS] DEFL in (too) Ildeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.42 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.59 13-14 >868 180 MT18H 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.78 Hoa(TL) -0.13 13 Na n/a BCDL 5.0 Code FBC2007/rP12002 (Matrix-M) Weight: 271 Ib FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or2-2-0cc puffins, 1-4:2x4 SYP M 31 except end verticals. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid tailing directly applied. WEBS 2x4 SYP No.3 WEBS 1Row at midpt 6-19. 7-17, 7-14, 9-14,11-13 OTHERS 2x4 SYP No.3 with 2x4 SYP No.3 with 2 - 1 Old (0.131"4) nails and =as brace WEDGE spacing of 20-M cc. Left: 2x4 SYP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 2=1450/0-8-0 (min. 0-1-12), 13-1461/0-8-0 (min. 0-1-12) Max Holz 2=849(LC 7) Max Uplift 2=2336(LC 8), 13=2030(1_13 8) Max Gmv 2=1481(LC 2). 13=1461(LC 1) FORCES (III) -Max. Comp./Max. Ten. -All forces 260(Ib) or less except when shown. TOP CHORD 2-3=231113340, 3-0=2106/3052, 4-5=2047/3065, 5-6=-2121/3530, 6.23=-1572/2627, 23-24=157212627, 7-24=1572/2627, 7-8=1196/2132, 8-9=119612132. 9.10=138112294, 10A 1=1441/2273, 11-12=-258/371, 12-13=218/410 BOT CHORD 2-19=-2783/1922, 18-19=1636/1470, 18-25=1636/1470, 25-26=1636/1470, 17-26=1636/1470, 17-27=1718/1543, 16.27=1718/1543, 16-28=1718/1543, 15-28=1718/1543, 14-15=1718/1543, 14-29=1111/954, 29-30=1111/954, 13-30=11111954 WEBS 3-19=2981629, 5-19=338/872, 6-19=1260/638, 6-17=193/369, 7-14= 638/910, 9.14=583/445, 11-14=371/447, 11-13=1533/2052 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDLW.2pst, BCDL=3.0ps1; h=41ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water Forcing. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 7) • This truss has been designed for a live load of 20.Opsr on the bottom chord in all areas where a rectangle 3-6-0 tall by 240 wide will fit between the bottom chord and any other members, with BCDL - 5.0psr. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2336 Ib uplift at joint 2 and 2D30 lb uplift aljoint 13. 9) "Semi -rigid pitchbreaks including heels' Member end fixity, model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. OR10P, DNZ01 FL Cert. 6634 May 18,2012 ,deaignpgnmrtetrrs and REW B07ES ONnUSANDINCLU ED NMRSFMWNCRFAGS AUX 7473 BEFORE USS, Design valid for use ally Wth WO connectors. The design's based only upon parometersshomt, and is loran indimual bulldha component. Appleabifly ofdmign mannerless and properincorporatlon of component b responbsty of building designs- not truss designer. Bracing shown ��+��•YYY■ Is for lateral.wppM of indidi dweb members only. AddItlond temanory bracing to Insure stability during construction is the responslbllANof the NliTek' erector. Addfibnal pe rnanent bracing of the ovxa5 stmdure Is the responblity of the building designer. For general guldance regarding tobricatbn, quality control storage, delivery, erection and bracing, consult ANSI/rPil duonty Waste. DSB49 and Bfdl garlands Component 69N Parke East 8 W. Ialerylnlwmatfon avoilablefrom Tmss Plate lnstitute,781 N. We Street. Suite 31Z Atexandra. VA 22314. tr SduOtem PmIs lSPor Nfatter is specifisti, the design values ere Nose effective 0691r20f2 by ALSO or proposed by SRB. Tampa.FL33610d115 J00 , Truss Truss Type Oty Py comm-Phoenix-Steger 2350 E7 Hip Luse 1 b Reference (ornignal) East Coast Truss, Fort Pierce, FL 34946 7xe = Run: 7.340a Feb 242012 Print 2.4 11 SXB = Inc Fn Mav 18 Scale=1:78.2 17 10 zs zq 15 1m ea 1. ea 11 a eO 11 5xe 6 6x12 IMB = Sue = 3t = US = 7x8 = 310 = 11A-0 23-0-0 1 33-0-0 I 42-10-0 I 11f• 11.R.0 10-0-0 &10-0 Plate Offsets(XY), f1,Edae0-1-121 f3D-5-OEdgel f50-3-80-2-01 f7:0-5-0O-l.121 f8:0.3-0.Edael.f16:0-1-12.Edae1 LOADING (psp SPACING 2-0.0 CS] DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Ven(LL) -0.68 15-17 >757 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.26 SC 0.78 Vert(fL) -0.94 15-17 >544 180 MT18H 244/190 BCLL 0.0 Rep Stress In" YES WB 0.99 Horz(TL) -0.12 11 Flat Na BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 288111 FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 •Fxcept• TOP CHORD Structural coed sheathing directly applied or 2-2-0 oc pudins, 3-5: 2x6 SYP No.2 except end verticals. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-6 oc bracing. WEBS 2x4 SYP No.3 WEBS 1 Row at midpt 6-15, 7-15, 7-12, 9-11 OTHERS 2x4 SYP No.3 2 Rows at 1/3 pts 5-17 WEDGE with 2x4 SYP No.3 with 2 -10d (0.131"4") nails and cross breve Left: 2x6 SYP No.2 spacing of 20-0-0 oat Mrfek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1360/0-8-0 (min. 0-1-10), 11=1494/0.8-0 (min. 0.1.12) Max Hoa 1=665(LC 7) Max Uplift 1=2024(LC 8), 11=2039(LC 8) Max Grant 1=1366(LC 2), 11=1494(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=233913407, 2-3=-2134/3135, 34=2(f47/3152, 4-5=2212/3734, 5-21=145012536, 2436/13 BOT CHORD 1-174_28 8 16-17 37, 1436111191, 1--235—c43301379 Zi&25 911462/2362, Ns 13-26=1130/1191, 12-26=1130/1191, 12-27=1202/1073, 27-28=1202/1073, `,,`,,O�1PS• 11-28=1202/1073 3938 WEBS 2.17=252/613,4-17=-449/1121,5-17=1627/810,5-15=261/361, 6-15=361/655, 7-15=-609/554,7-12=-261/291, 9-12=2371390,9-11=16342053 • NOTES 1) Unbalanced roof live loads have been considered for this design. i ATE �• 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.Opsf h=41ft; 8=45ft; L-24ft; save=5lt; Cat. II; Ex C; enclosed; �0((/ ,,/I/�sk� (all n left l left and right exposed;plate, grip osed ; end Intl right binations, 0 reductions far multiple ple wricu rent live loadsL=1.60 designedlever 3) This truss has beeRS for basicload comwhich de eases . .. /// S`•••••t����� 4) Provide adequate drainage to prevent water pending. All plates otherwise e d. 6) s ha been designed for a 0.0 psf bottom live load nonocnarrent with any other live loads. ThisIW s 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members, with BCDL = 5.Opsf. 8) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 2024 lb uplift at Joint l and 2039111 uplift FL Cert. 6634 at Joint 11. 9) "Semkrigld pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. May 18,2012 WINRIN -Verlfii40ignPut, mmters aadREAD NW850N3WSAFIDfNMugSDMMR8PHBNCBPAGElBF7478 BEFONB US& ■ Design valid for use on"th AtTek connedors.ih& design Is based unit, uPan parameters shown. arW h to an Individual building component. ��• Applicability of design parameters and properIncorporation of component is respo arell ty of building designer -not truss designer. Bracing shown IS brlaleml support ailndMtivalweb membenonk Additional temporary bracing tolmmeslablBhdmbig constmctionb lheresponsollyof the bA'T Te�• 1' Mole erector. Additional peananent bracing of the overal structure IslheresponobNh of the building deolonor. For general guidance regarding fabdcation,quaftymn"Lemge.dellNe.emctldnondbracing•comul ANSI/IPII Ovally Cntedo.DSB-89 and 801 Buoing Component 690/Pase FadBIW. Sabhinlermaeen avaAabie homimss Plate lnstitute.781N. Lee Street. Suite 312, Alexandria, VA 22314. - Tampa, FL 3351"115 Jqb Twss Truss Type Oly ply a23503-Phoenix-Sleger 23503 ET HipTNss 1 a(optional) East Coast Truss, Pon Pierce, FLUM LOAD CASE(S) Standard Run:7.340 s Fab 24 2012 Print 7.350 s Apr 232012 Wok InduMrsa, Inc Fd May IS II:59:04 2012 Page 2 ID:Zq?vPAuBuIxOFkvELK_L3gAFgOgqB5kvsnud=HNZwdOkUuANJsGVAkfBjzFHit ATE 4U UZ Q'> 4:' 0 N A1��`, 111111111110 FL Cert. 6634 May 18,2012 AWAPMWG-➢erTydealgnpmmneiMdRRADAUMON77IIBAND1 011130AM3KJBPffi18=PAGBW-7473PEPOR8056 ■ Design valid forum onNwth ANek connectors. This deegn is based ony upon pegmeters shovm. and & foran Individual building component. ��• Applicability of design parameters and Properinwpomtlan of component Is respare bIy of buidng deslgner-not two designer. Bracing shown bfwlatwolsuppodafhdMdualy bmembenony. Additional temporary bracing to insure slabIyduIng comhuctlon Is the respwuibilliy ofthe MiTek' erector. Additional permanent bracing of the moral structure is Me n000ndbill oI the building deslgro. For general guidance regardeg fabdcaton, quality control. storage, delNery, erector, and bracing. consult Al GYany Oaerla, M849 and Dal euwng Component EaMParke East BiW. 5abylnI—alton 7.,1abb from Thee Plate lratitute,781 N. Lee Sheet. Sulte 31Z Alexandria, VA MI4. Temps, FL=11i115 tt SauMem Pme(SP or tumber isspecified, Me dash values are these effndive OGMM2 by ALSC orproposed by SPI6 Jqb Truss Truss Type OH ply a23503- Phoenix- Steger 2350 EB Pigg/backBase Truss 1 1 ob Reference (olio al East coast Truss, Fort Pleme, FL MM Hun: 5x5 = 3x4 = 5d; = Stale=1:77.0 li 18 a — io 1. .a 1. r. - 11 w 12 7xe = Sea = 3x8 = 3xe = 3x8 = 74 = 4 6 = Side = LOADING (psf) SPACING 2-D-0 CSI DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(-L) -0.42 12-13 >954 240 MT20 2441190 TCDL 7.0 Lumber Inaease 1.25 BC 0.70 Vert(TL) -0.65 12-13 >608 180 BCLL 0.0 Rep Stress Ina YES WB 0.79 HOrz(TL.) -0.05 12 n/a Na BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 2S41b FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied ors-11-15 oc puffins, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 or. bracing. WEBS 1 Row at midpl 5-18, 7-16, 7-13, 10-12 with 2x4 SYP No.3 with 2 -1 Od (0.131"x3") nails and =as brace spacing of 20-0-0 0= MITek recommends that Stabilizers and required cross bracing be Installed outing truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1-172/0-8-0 (min. 0-1-8), 18=1549/0-8-0 (min. 0-1-13), 12=1125/0.8-0 (min. 0-1-8) Max Horz 1=865(LC 7) Max Uplift 1=266(LC 8), 18=2272(LC 8), 12=1524(1_C 8) Max Grav 1=263(LC 15), 18=1549(LC 1), 12=1125(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=299/191, 2-3=-359/268, 3-0=267/210, &6=-874/1538, 6-22=73711501, 22-23=737/1501,7-23=-737/1501,7-8=790/1620,8-9=957/1743, 9-10=1034/1719, 10-11=2721411, 11-12=2391467 BOT CHORD 1-18=693/528, 17-18=-556/472, 17-24=556/472, 1&24=-556/472, 16-25=854/817, 15-25=-854/817,15-26=854/817, 14-26=854/817, 13-14=854/817,13-27=7851759, 27-28=785f759, 12-28=7857759 WEBS 2.18=282/701, 3-18=255/650, &18=1153/1483, 5-16=-227/439, 6-16=309/234, 7-16=-343/550, 7-13=235/269, 8-13=-347/257, 1&13=2251376, 10-12-1130/1404 NOTES 1) Unbalanced fact live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3�second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=4511; L=24ft; eave=5ft; Cal. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for bask load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pounding. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcoment with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fa between the bottom chord and any other members, with BCDL - 5.0psf. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 2661b uplift at joint 1, 22721b uplift at joint 18 and 1524 lb uplift at joint 12. 8) "Senn igid pitrhbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard SpA ffffffF. ,w*��P C ESN 3938 a:z i0. ATE v 4 o R1�P 1 0����, FL Cert. 6634 May 18,2012 ®WARMNO-VerTy deetgn,parauwLn ondRBAD hWM ON3WB&MLNMWBDi17 WRB fit& =BPAGBIUI-7478 BBFORB US& Design valid foruse only Win Mffek connectors Me dedgn is based onty upon parameters shovm, and is teran individual buWing component. ��• Applkablity of design parameters and proper incorporation of component is resporaibliry of bufding designer -not truss designer. Bracing shown IsfarlatmolwpportoflndMdu.lwebmemb .n y Additional temporary bracing to lnsue stabintydwing conshuction B the responsibOfH of the MiTek' readier. Additional permanent bracing oftheoverall stmctues b the eesponsibity of the building designer Forgeneral gvidanco regarding fabrkaflon, quality control, damage, delivery, erection no bracng. consult AN51/111,11 quality Werra. DSB49 and Bcsl Building Component 6904 peke Fast BIW. Snrelylnicrmallon avertable hornTrue Plate institute,781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampe.FL3361D4115 BSautbam Pme(SPor SPp)Nlmber Isspecified, the design values ate Made effective DMIR012 by ALSO or proposed by SPIB Jab Truss Truss Type City Ply r{23503-Phoen'u-Steger 235M E9 Piggyback Base Truss 2 1 Job Reference fontionall Ea ao iol Trusa, ran Puma, tL as. nun, euru s reu � Au,z n,nc ,."u 4. n -.u,4,"„ Scale -1:77.0 5xs = 3x4- 7.0012 6 22 23 7 8 18 ,s - ,,. .. ... .., .. .., 12 4s8 = 7x8 = 3xe = 318 = ad = 5x1B WB= 74 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC20071TPI2002 CSI TC 0.82 BC 0.71 WE 0.77 (Matrix-M) DEFL in floc) Ildeft L/d VergLL) -0.49 12-13 >802 240 Vert(TL) -0.77 12.13 >515 180 Horzf l.) -0.05 12 Na Na PLATES GRIP MT20 244/190 Weight: 283 lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6k0 oc purlins, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 or. bracing. WEBS 1 Row at midpt 5-18, 7-16, 7.13,10.12 with 2x4 SYP No.3 with 2-10d (0.131'k(W) nails and cross brace spacing of 20-M oc. MITek recommends that Stabilizers and required cross bracing he Installed during truss erection, In accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 1=17110-8-0 (min. 0-1-8), 18-1548/0-6-0 (min. 0.1-13), 12=1124/0-8-0 (min. 0-1-8) Max Horz 1=865(LC 7) Max Uplift 1=266(LC 8), 18=2272(LC 8), 12-1524(LC 8) Max Gmv 1=263(LC 15), 18=1548(LC 1), 12=1124(LC 1) FORCES (ID) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=298/191, 2-3=358/267, 3-0=266/210, 5.6=871/1538, 6-22=734/1501, 22-23=-734/1501, 7-23=734/1501, 7-8=794/1622, 8-9=953/1733, 9-10=103011708, 10.11-273/410. 11.12=2401466 BOT CHORD 1-18=693/528, 17-18=556/472, 17-24=556/472, 16.24=556/472, 16-25=854/816, 15.25-854/816, 15-26=-854/816, 14-26=854/816, 13.14=854/816, 13-27=786f755, 27-28=786/755, 12-28=786f755 WEBS 2-18=282T701, 3-18=255/650, 5.18=1149/1484, 5-16=227/437, 6-16=309/232, 7-16=346/548, 7-13=230/267, 8-13=340/256, 10.13=226/376, 10.12-1117/1406 NOTES 1) Unbalanced fact live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-secand gust); TCDL=4.2pst; BCDL=3.Ops/; h=41ft; B=45ft; L=24ft; eave=511; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOI =1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water porting. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 241.0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsr. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 266lb uplift at joint 1, 2272 lb uplift at joint 18 and 1524 lb uplift at joint 12. 8) "Semi -rigid p'dchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 ,&WARNfMi-VerFfydaigrpw,apwt"=dREMAID7=ON2RfSANDMULWEDAg KREFERBWBPAGREU-7470BBPORBUS& ■■■ Deslgnvard for use any with Mi= eknn=to¢ This design b based any upet on parameters shown. and is foran individual building component.• Applicability of design parameters and properinco,pomtion of =mponent is ooaonslbilty of building designer -not Wa designer. Bracing slx v 5 fa lataralwppod of lndlNtlualweb members any. AdditionolhempwaryLeingtoln eeablBtydudngaonshuctbnisMeresponeUlBtyofthe MiTek' erects. Additional pmnanenf txacIng of the ovemB structure is the noponsiblbN of the building designer. For g=oral guidance recording fabrication, quality confrol, storage, dahnvy. erection and Lacing. consult AN81/TP110uoMy Wants,D58-8B and BUI Building Component 6904 PaAs East BM1d. Df:iwthem Pine 5P or 5bTwo pp) Nmberial4telilsedtrthe des valuetoe s Buite rethose etteneuvev 2 ALSC or by 3P18. Tampa,iL 33876d115 Job I Tress Truss Type Dy Ply 823503-Phaen'u-Stagar 23503 E1e PiggybaG Base Truss 1 1 Job Reference(oationmil .a, caas, , rvsa, run "a.. rr- ». �1 5x5 = 24 II 5x5 = 19 17 [a co 1p 15 zr r, m la c= au 72 4e= 3x9 = 18 6A = 310 = 3x6 = 14 = 7, = 3x6 = y® _ Stale =1:80A LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.16 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.29 19-22 >404 180 BCLL 0.0 Rep Stress Inv YES WB 0.66 Horz(TL) -0.03 12 Na Na BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 296 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or. pudins, BOT CHORD 2x4 SYP No.2 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied ore-5.9 oc bracing. WEBS 1 Row at midpt 3.17, 5-17, 6-17, 6.15, 7-15, 8-15, 8-13, 10-13, 10-12 with 2x4 SYP No.3 wlth 2 -10d (0.131 W') nails and cross brace spacing of 20-0-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0 except (t=length) 19=741-0, 17=7-0.0. (Ib)- Max Hoa 1=865(LC 7) Max Uplift All uplift 100 IS or less at jotrd(s) except 1-375(LC 8), 19=676(LC 8). 17=1800(LC 8), 12=1211(LC 8) Max Grev All reactions 2501b or less atjoim(s) except 1=322(LC 15), 19=449(LC 15), 17=1240(LC 1). 12=927(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=382/385, 23=401/237, 3-0=.333/198, 4-5=-331/225, 5.6=218/587, 6.23=51111175, 23-24=51111175, 7-24=511/1175, 7.8=51111175, B-9=736/1468, 9-10=813/1443, 10-11-269/415, 11-12-239/470 BOT CHORD 1-19=696/546, 18-19=406/327, 17-18= 406/327, 17-25=322/3D4, 25-26=-322I304, 16-26=322/3D4, 15-16=322/3D4,.15.27=510/559, 14-27=510/559, 14-28=510/559, 13-28=5101559, 13-29=5251617, 29-30=525/617, 12-30=525/617 WEBS 2-19=265/642, 319=223f374, 3-17=126/400, 517=286/739, 6-17=799/863, 6-15=901/699, 7-15=352/640, 8-15=165/260, 8-13=-063/286, 10-13=223/531, 10-12=9241989 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L-24% eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end verlical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinalions, which include cases with reductions for multiple cenarrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psr bottom chord live load nonconcurent with any other live loads. 6) • This buss has been designed for a 11" load of 20.Opsf on the bottom chord in all areas where a rectangle 3-rrO tall by 2-0-0 wide will rn between the bottom chord and any other members, with BCDL - 5.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3751b uplift at joint 1, 676 lb uplift at joint 19, 18001b uplift at joint 17 and 1211 Its uplift at joint 12. 3938 :O. ATE 4.'... s'ONA' 1** ``♦ FL Cert 6634 May 18,2012 "'"EWdRIM'VerldesignPgrmmtm=dRRa0 ND78S 0977116 ANDlBCLOBBONTEKRISPEREYCBPAGBffiF7473 BEFORE O68, Design volld for use orgy with Wek connectors. The design h base! arty upon parameters shown and is for an Individual building component. ■■■■■■ ��• Applicability of design parameters and proper incorporation of component h mWnsbilily of bullding designs -not buss designer. uadng shown isfalatoralwppadpfhdMdualwebmembenonly. Additional tempara,y bracing to lnsum stablliyduring construction Is the rsponsibillity of the WOWrecta. Additional penn ,anent bracing of the ove0 snvchse Isre the sporoibl0ly of the builtling designer. Fa general guldance regarding fabrkaticn, quality cannot storage, delivery, erection and bracing. consult ANSVIPII Canny CMedo, D58-89 and I CH BVB4ing Component 69e4 Pwke East Blvd. Sably.Infosma0un avalable from Truss Plate Insfibula, 781N. Lee Sneat, Suite 312 Alexandno. VA 22314. .• -- --- .•p= Tampa, FL Sol 5 Job Truss Truss Type Dty Ply 123503-Phoenik-Steger 23503 E10 Pipgybad Base Tmsa 1 1 Job Referenceoa East Coast Truss, Pont Pete, FL 349416 7.3a0s Feb242012Pont78 aApr232012WTek In&.M.,InC PoMayla11:59:W2m2 Paget IDZg7vPAagulxCFkvELK_L3VJFgO�Dls9buy5Ayc59mLuiP107gp71mdTZyUDmG¢FHip NOTES 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard ONS N ? •.' 39; FL Cert. 6634 May 18,2012 AWARNING -Vafry/delgnpmmmlaa and RHAD MnBS ONZWS A!WJNQl,=JWM 3KRBPSR&NCB PAGBM7-7473 BHPORS LFS& Detgnwrid for use on"th ANek connectors. rNs design Is based only upon pcnametm shown. and is foran indMdual building component. ��• Applicability of design porometers and properincomaationof component is respansbO ty of building design, not hm designer Bracing shown IsforlaterolsuppWofhdMduolwebmambersanty. Additional temporary bachg to lruure stablGrytludng conzhuctbn Is the maponsibllllh of the (1e1•• erects. Addffcnal permanent bracing of the overall structure is the respomibllih/of the bulWing designer. Forgeneral guidance regarding MBYL 1 1k fabdcotbn, quo5rycontrol, storage, delNery, erectim and bracing, consult ANSVTPil Quat ly Weda, MB49 and BCSI Building Component 690t Pade Fast SW. Safetylnformallon awibbb from Truss Plate InstituteJB1N. Lee Sheet, Suite 31Z Ale.nddo, VA M14. Tempe, FL 33610-Y115 If Southern Prue ISP orS wmberis specift,% Me cleffign values am Mass etlectIveg6M1IDB2 ALSC or proposed by SPIa Job , Them Truss Type Oty Ply 1123503 - Phoenix -Steger 235M Ell HeTruss 1 1 Job Reference earwax rms....... r� aaaea Scale=1:79.7 7xa 2a4 II 3x10 MTIaH= zoo 1z thda = 6 26 27 7 8 9 7xB — 4x4 = 19 1B GO 17 „ •' „ 14 "" ", 13 4x12 9 6x8 = 4x4 = 3x8 — SA = 7eS = 400 12 2x4 II 341 = Sea = LOADING (fast) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007/rP12002 CSI TC 0.96 BC 0.76 WB 0.71 (Matrix-M) DEFL in (loc) 8deg Lid Vert(LL) -0.41 13-14 >999 240 Vert(TL) -0.66 13-14 >770 180 Holz(TL} -0.22 13 Na Na PLATES GRIP MT20 244/190 MTieH 244/190 Weight: 3291b FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purling, 4-6,1-4: 2x6 SYP No.2 except end verticals. BOT CHORD 2x4 SYP No.2 •Except' BOT CHORD Rigid ceiling directly applied or 3-3-8 oc bracing. Except: 1-22,20.22: 2x6 SYP No.2, 5-19: 2x4 SYP No.3 1 Row at midpt 5-20 WEBS 2x4 SYP No.3 WEBS 1 Row at midpt 6.20, 6-18, 7-17, 9-17, 9-14, 11-13 with 2x4 SYP No.3 with 2 -10d (0.131 "x3') nails and crass brace spacing of 20-0-0 cc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation pride. REACTIONS (lb/size) 1-1287/0-M (min. 0-1-8), 13=1434/0.8-0 (min. 0-1-11) Max Harz 1=797(LC 7) Max Uplift 1-2023(LC 8), 13=2039(LC 8) Max Gmv 1=1366(LC 2), 13=1434(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3869/5838, 2-3=2608/3897, 3-4=.2054/3215, 45=1957/3237, 5-6=1992/3534, 6-26=1473/2680, 26-27-147312680, 7-27-1473/2680, 7-8=1473/2680, 8-9=1473/2680, 9.10=1343/2308, 10.11=1403/2287, 11-12=258/369, 12-13=218/409 BOT CHORD 1-22=512D/3343, 21-22=4808/3128, 20-21=321012237. 5.20=220/586,18-19=253/153, 18-28=1661/1410, 17-28=1661/1410, 16-17=1182/1157, 16-29=1182/1157, 15-29=1182/1157, 14-15=118211157, 14-30=1120/931, 30-31=1120/931, 13-31=1120/931 WEBS 2-22=1175/820, 2-21=906/1625, 3-21=349/348, 3.20=676/1266, 18-20=1458/1334, 6-20=1720/977, rs-18=.247/394, 6-17=250/304, 7-17=469/866, 9.17=913/655, 9.14=204/360, 11-14=373/429, 11-13=1491/2069 NOTES 1) Unbalanced mat live loads have been considered for this design. 2) Wind: ASCE 7-05;140mph (3-second gust); TCDL=4.2psg BCDL=3.OpsY, h=41ft; B=4511; L=43ft; eave=5ft; Cat. IC Fxp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcurtent with any other live loads. 7) -This truss has been designed for a live load of 20.Opsr an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 5.0psf. 8) Bearing at Joints) 1 considers parallel to green value using ANSIrrPI i angle to grain formula. Building designer should verify capacity of bearing surface. A. q- 1.# 3938 v FL Cert. 6634 May 18,2012 W .Perf/y d®igrtP =dRBaD fill 0NEUSAND MCLFIIDBr110WREFERBNCBPAGE J1f-7473 BBPORB US& wegnvalid far use only v4th MTek connecton. this design h based anN upon parameters shovm, and b Caron Individual building component. Applicability of design parameters and properincorpaatlon ofcomponent Is responsbiliN of building dedgner. not trun designer. Bracing shovm ��• isbrlatemisuppodoflndMduolaebmembenonly. Additional temparaybracing tolmuredoblfNdudngconeauctlonkthe responslbOrNofthe MiTek' erects. Additional pearwnenl bracing of the overall shuctum b the respomibility of the building designer. For general guidance regarding clan cef en, quality conhol, storage, del'riery, eredion and bracing. consult ANS1/1PI1 Quality Crseda, DSB49 and Bar BUBding camp en.M 69" Parke am Bhd. Two 10=1"I'mPine SPer6b�)h-mIger Ins eciffied,thedesLeevalues are None effective eet, Suite 312. Alexandria, waA11ID12 ALSO or proposed SBfi A 22314. Tempe, FL33610i116 Jqb . Truss Truss Type Oty Ply M3503- Phoenix -Steger 23503 Ell HipTrvse 1 1 1 Job Reference foptionall East Coast Truss, Fart Pones, FL 3494e Run:7.340s Fab 242012 Pant 7.350 s Apr 232012 MiTek Industries, Inc Fd IRW1811:59:W2012 Paget ID:Zg7vPFwgulxOFkvELK L3g21FgO-mDls9buy5Ayc50mLuiP701gmLloyrH2yUDmGaFHip NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2023 Ib uplift at joint 1 and 2039 lb uplift at joint 13. 10) "Semi -rigid p ichbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AWersrnnD-Vey%d®tgnPostmasters cold P9NDAMWONTHIS AND 1NCLf1DEDMW1CPSPBWKBPAGE JW7473BBPOPB(MR ■■ Design valid for use only In Wek connectors. The design is based only upon pammatea shown and is far an Individual bundling component. ��• Applkabinty of design parameters and proper inoamaration of component a responsgslgy of building designer -not Wa designer. Bracing alr v Is for lateral rapport ofMMduclweb members only. Addigonaltempomgb=o gtolmuredabllltydu ngconstrucffonh MemsponslblDtyotthe MiTek' erecter. Additional permanent bracing of the overall structure Is the responabinN of the building designer. Fmgeneml guidons regarding fabaaotsm,q mlly conhal storage, d.IWry, areas. and bracing. consult ANSVTPII Quality Works, DSB49 and Bal Isugding Component 6904 parks, East BIW. NSotoem Phlen,ParbSPp Nmberifhaan Trussslg to lnst'retute�eedea63n veins are MSulte wee xatlee ivee.�OS A14 by ALSO or proposetl SH9 Tempo, FL 33eto-4f15 Job Truss Truss Type Qly Ply #23503-Phoen'N-8teper 23503 E12 Hip Tram 1 1 ob Ecionfoo foptsulall East Como Trpa. ton PNme, r1_ 34V40 non. r..,1a a 1au111— 1.1n r.—. i _ 3x4 = 7.00 12 2x4 118 3x4 = 44 _ ..55 6x8 = 19 18 zr m v io 'a ne 14 " 13 4x10 i 2.4 11 3� Sea 3x8 = 710 = 4.00 F12 5xe = 3*1 = 7x8 = Scale -1:80.3 LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) Vdee L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.54 20-21 >956 240 MT20 244/190 TCDL 7.0 Lumberincrease 1.25 BC 0.62 Vert(M) -0.49 20-21 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(TL) -0.27 13 n/a Na BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 3201b FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins, 4.6: 2x6 SYP No.2, 1-4: 2x6 SYP SS except end veNcals. BOT CHORD 2x4 SYP No.2'Except' BOT CHORD Rigid ceiling directly applied or 3-5-1 oc bracing. Except: 1-21,20-21: 2x6 SYP No.2, 6.19: 2x4 SYP No.3 1 Row at midpl 5-20 WEBS 2x4 SYP No.3 WEBS 1 Row at midpt 3.21. 6-20. 6-18, 7-18, 7-17, 9-14, 11-13 with 2x4 SYP No.3 with 2 - 10d (0.131'50) nails and cross brace spacing of 20.0-0 oc. MTek recommence that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1-1296/0-8-C (min. 0.1-8), 13=1424/0-8-0 (min. 0-1-11) Max Horz 1=726(LC 7) Max Uplift 1=2023(1_C 8), 13=-2039(LC 8) Max Grew 1=1366(LC 2), 13=1424(LC 1) FORCES (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3873/5688, 2-3=3636/5609, 3-0=2067/3209, 45=1950/3228, 5-6=1903/3352. 6-25=1529/2712, 7-25=1529/2712. 7-26=1678/2805, 8-26=1678/2805, 8-9=1678/2805, 9-10=1128/2033, 10-11=1348/2206, 11-12=243/333, 12-13=197/355 BOTCHORD 1.21=-4937/3320,20.21=3253/2215,19-20=269/0,5-20=-851299,18.19=-366/122, 18-27-210511695, 27-28=2105/1695, 17-28=-2105/1695, 16-17=1880/1562, 15-16=1880/1562, 15.29=1680/1562, 14-29=1880/1562, 14-30=1002/843, 30-31=1002/843, 13-31=1002/843 WEBS 2-21=199/383, 3-21=1854/1157, 3-20=648/1331, 18-20=1920/1832, 6-20=2228/1421, 6-18=711/893, 7-18=-391/415, 7-17=209/373, 9-17=300/373, 9.14=79611176, 10-14=623/440, 11-14=536/531, 11-13=149212043 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-secand gust); TCDL=4.2psh BCDL=3.0psF h=41ft; B=45ft; L-24ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcomenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-r o tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - S.Opsr. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2023 lb uplift at joint 1 and 2039 Ib uplift 0 R1\ DNA1. FL Cert. 6634 May 18,2612 el W -Ver(rB d4atgnpmmrmters lrndRBADJMMQN2HfS ANDINCLODBDKMRBFMWNVBPAGBM-7473 BEFORE u86 ■■■ Design vard for use only with N+Tek connecloo. This designa based only upon parameters shown and k far an inoWual buflding component. ��• Applkobl0ry of design pammetars and proper incorpompon of component is respomlbllity of building designer -not truss designer. Emcing shown isfwlataralmpportoflndMdualwebmembmony. Adddlonal temporary bracing to lmure mobirityduing comhuctlon is Me respamblfly of the MiTek' erector. Adddonal permanent bracing of the overa0 greeters is the ramomelfity of the bulltlmg designer. For general guldance regarding fabdcatbm quolityconftL domge, del'rrery, erectbn and bradng. comue ANSipPil Quality CMMa,135E-E9 and Dal Bupoing Component 69M Parke East and. 5abtylnbrma6en available lrom True Plate Institute. 781 N. We Street Suite 312, Alexandra, VA 22314. Tampa,FL=lMII5 B Saumem Plne 57.19)NOSerisE "leq me design values ere Ness effective 06101W12 by ALSC or proposed by SM Job I Truss Truss Type Qty Ply 923503- Phoenix -Sieger 23503 E12 Hip Truss 1 1 o do a East Cbest Truss, Fae Pierce, FL 3tM Run: TM Feb 24 Ya13 V"nc ,3WsAprz3zoi2miiexinou%nes,m rn May1uj,5v:Vr2VR Yagez ID:Zq?vPAugulxQFkvELI L3gzlFg6EPsEMzvasT4SiAL%RPwGYEN NhyQal4jB 02zFHio NOTES 9) "Semkigid pilchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOADCASE(S) Standard FL Cert. 6634 May 18,2012 Job Truss Tmss Type Oly Ply g 3503-Phoenix-Sleger 23503 E13 HipTmss 1 1 ob Reference (optional) R ugulxQFkvE._L,gzlFqrn-EPs......,,.....,.................er -_._...ern.. IO:Zg7uPAugulxOFkvELK L3gzIFg6EPSEhbwasT48IAU(RPwGYENId(tlxmegvjBBZJo2zFHio 24i-0 7-10-0 13-0-0 1 21411 2&95 36-2-0 42-100 245-0 5-2 0 5.2-0 MA 7-0-11 7-0-11 6A-0 7.00 12 9fi - yw 3M = 54 M = 4x4 = 7A = Scale =1:75.6 6x8 = 17 ,o m <a ,. - 13 12 4xle i 6x8 = 31 = 44 = 4xB = 3x8 I 44 II axle = 4.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007rrP12002 CSI TO 0.95 BC 0.66 WE 0.97 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) in (too) I Ltd 0.55 18.19 >939 240 -0.7213-16 >707 180 -0.25 12 ma Na PLATES GRIP MT20 244/190 Weight: 296 lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.2'Except• TOP CHORD Structural wood sheathing directly applied or2-2-0oc pudins, 10-11: 2x4 SYP No.l . 1-4: 2x6 SYP No.2 except end verticals. BOT CHORD 2x4 SYP No.2'Except• BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. 1-19,18-19: 2x6 SYP No.2, 6-17: 2x4 SYP No.3 WEBS 1 Row at midpt 3-19, 5-18, 7-18, 7-16, 9-13, 11-13 WEBS 2x4 SYP No.3 *Except* 2 Rows at 113 pts 16-18 11-12: 2x4 SYP No.1 with 2x4 SYP No.3 with 2 -10d (0.131W') nails and cross brace OTHERS 2x4 SYP No.3 spacing of 20-0-0 oc. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 1=120110-8-0 (min. 0-1-8). 12=1264/0.8-0 (min. 0-1-10) Max Ho¢ 1=655(LC 7) Max Uplift 1=2023(LC 8), 12=2039(LC 8) Max Grav 1=1366(LC 2), 12=1366(LC 2) FORCES (Ib) -Max. CumpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3902/5716, 2-3=3678/5631, 3-4=2066/3193, 45=201113209, 5-6=1848/3126, 7-24=1803/3049. 8-24=1603/3049, 8-9=1803/3049, tltl,f/ 1111 623=1840/3120, 7-23=1840/3120, A� ,' BOT CHORD 79=-4966f3352,18-19=3310/2233.6-18=-35 /737,16.17-293/213, 15.16=220311667, --ft�t1ll� A� 0, 15-25=2203/1667, 14-25=2203/1667, 14-26=2203/1667, 13-26=2203/1667 ,��tO`vPS••• . G EN ��• eq WEBS 2-19=-198/344, 3-19=1832/1190, 3-18=636/1319, 578=1579/1008, 16-18=2336/1737, �•� V\ 7-18=296/362, 7.16-3471623, 9-16=356/376, 9A3=1012/1498, 10-13=292/322, 3938 11-13=146411137 * ; NOTES 1) Unbalanced real live loads have been considered for this design. Vit 2) Wlnd: ASCE 7-05; 14amph (3-second gust); TCDL=4.2psf; BCDL=3.OpsY h=41ft; B=45ft; L-24ft; eave=5ft; CaL II; Fxp C; enclosed; ATE MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 loads. A, ��j T 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live drainage . �R� Q N�,�� �s........... 4) Provide adequate to prevent water pending. 5) This truss has been designed for a 10.0 bottom chord live load nonconcurtent with any other live loads. "' r psf 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide "11111111fill will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 7) Bearing at joint(s)1 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2023lb uplift at joint 1 and 2039lb uplift FL Cert. 6634 at joint 12. 9) "Semi -rigid pitchbroaks Including heels" Member end fixity model was used in the analysis and design of this truss. May 18,2012 W -7esno dmlgnponmrtelers andRBLO IMMON 771184NDINCLf/DSD MM?KRBFMBNCBPAGSIW-7470 BBPONB USE, ■ Design valid foruse only wh Wssk connectors. This deign is Eased onN upon parameters shown. arW is foranlndMdud butdkg component. Appicalerty of design parameters and proiserincorpamtlon of component Is respons3PMof balding designer -not buss designer. Bracing shovm Is for lateral support ofkdMdualweb rramk»n only. Additional temporary bracing to inure stabltyaludng construction is the responsl699tyof the MiTek' erector. Addifonal permanent Macke of the ov fl structure Is the responsf ility of the building des'gner. Forgeneml guldance renerding fabdooPon. quality contrd, stores , delivery, erection and Mating. conulf AN9yrPll Quatly Warta, DSB49 and BC51 Building Companed 6909 Parke Fait Bird. Sakly lnbrm ilen available/rom Tuns Plate lIstif0e.781 N.I.ee Sheet. sure 312 Auxanwro,VA.Mi..1i'r.wr e,--............wwevo Tempe, FLa3616J115 Jab • Truss TNss Type Qty Ply a23503-Phoenix-Steger 23503 E13 Hip Truss 1 1 ob Reference o to East Coasl These, Fad Pierce, FL 34940 LOAD CASE(S) Standard Run:7.340s Feb 242012 Print 7.350 a Apr232012 MiTek lnduetriee, loss Fd May1811:59:072012 Page' ID:Zg7vPAugulxQFkvELX L3gzlFgO-EPsEMmsT4SiALXRPwGYENxKh=ag,4BBzJo2zFHio FL Cert. 6634 May 18,2012 A WARmm-tra ft destgnposmrtews andRw N07zs ON7WBAPN7l uwBDAEJ77➢CJwmmNCSPAOS ASF7473 BEMRS USE Design valid for use only v-1th Mltek conneclas. ihb design b based onN upon parameters shovax and is for an Individual building component. ��• Applicability of design pammeten and proper lncorpaation of component Is respanslbnity of bull ding designer -not buss designer. Bracing shovm bfalatemil ppodafindMdualabmembe mly. Additional tempororybracingtolmurestablltydudngcomlmctionbthe responsibllftyoithe MiTek' erector. Additional pemronent bracing of the overal structure Is the mWonsiblity of the binding designer. For general auidance regarding fabrication, quality control, deWery. erectbn and bracing. consult ANSVTPII Quagly CMeda,DSB-89 and BC5l Building C roponeM 6004 Patio East and. Wlelylnlormason available from Tmss Plate Institute. 781N. Lee Sheet, Sulte 31Z Alexondda, VA 22314. Tampa, FL 338104115 n Southern Pme for larnberis spedfiedthe dea values are those eMeeDve 0101 12byALSC or proposed by SRE Job s Truss TrussType Dly Ply f{23503-Phoenix-Steger 23503 E14 Spedal Truss 1 1 I Job Reference a ... ucaer I Nee,.on Y,enxf, YL:1 . 0 Scale -1:78A x10 MTi8H = 7.00 12 9xe II 5xa VUA = 20 16 11 1. ¢o ra 14 a ee 13 4x4 = 7x8 = &to = SAS = 3x6 = Bx5 = 716 = 4x10 3x4 I 4.00 12' LOADING (psQ SPACING 2-0-0 CSI DEFL in (too) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.55 14-17 >935 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL)-0.5314-17 >964 180 MT18H 244/190 BCLL 0.0 Rep Stress Ina YES WE 0.90 Hoa(TL) -0.26 13 Na Na BCDL 5.0 Code FBC2007/rP12002 (Matrix-M) Weight: 304 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2'Except' TOPCHORD Structural mod sheathing directly applied or 3-7-12 oc puffins, 11-12,1-4: 2x6 SYP No.2 except end ver icals. BOT CHORD 2x4 SYP No.2 -Except* BOT CHORD Rigid ceiling directly applied or 34-6 oc bracing. 1-21,19-21: 2x6 SYP No.2, 6-18: 2x4 SYP No.3 WEBS 1 Row at midpt 7-19. 9.14, 11-14,11-13 WEBS 2x4 SYP No.3 2 Rows at 1/3 pis 17-19 OTHERS 2x4 SYP No.3 with 2x4 SYP No.3 with 2. 10d (0.131°1yd°) nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=12091041-0 (min. 0-1-8), 13=1341/0.8-0 (min.0-1-10) Max Horz 1=658(LC 7) Max Uplift 1=2024(LC 8), 13=-2039(LC 8) Max Gmv 1=1366(LC 2), 13=1366(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-374215591, 2-3=3559/5503, 3-4=-2568/4057, 45=2553AD64, 5-6=218013570, S A, 7/3012. -256 68&17 �6207.20.268, ,,,, ff�� A4& *,' BOTCHORD 6/2058,14182594,15 84-486/392, -263285423 4.19-2 ,,\�,`O\a'.......... •V\ S C=T 14-27=11751989, 27-28=1175/989, 13-28=1175/989 I`�.' WEBS 3-21=1640/916,3-20=-480/1012,5-20=1099/646,5-19=930/640,17-19=2699/1893, 7-19=-242/292, 7-17=297/536, 9-17=265/282, 9-14=843/1289, 10-14=1059/1845, * 3 11-14-2832/1832, 11-13=1484/1951 / 1)Unbalanced roof live loads have been considered for this design. J ATE �:'": 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4,2pst, BCDL=3.0psf, h=41it; B=45ft; L=24111; eave=5ft; Cat. II; Exp C; enclosed; DOL=1.60�� 00. O MWFRS(all heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip load Include for multiple cenarrent live loads. QQ;: �_,�� ��\`.. ' 3) This buss has been designed for basic combinations, which cases with reductions . .. . i� S ..c �� 4) Provide adequate drainage to prevent water porting. \ ��I� P., 5) All plates are MT20 plates unless otherwise Indicated. 1101, 6) This truss has been designed for a 10.0 psf bottom chord live load noncencunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 8)Bearing atjoint(s) l considers parallel to grain value using ANSI/rPI l angle to grain formula. Building designer should verify FL Cert. 6634 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20241b uplift at joint 1 and 20391b uplift May 18,2012 eo W -VmfB dafgnpaymnelen andRSADMIIBSONI7f/SdNOfACLUORD i=RSPBRBNCBPAGEMIT-7478 BBFORS USS, ■ Design valid for use onN with Wak connectors.ihk dedgn Is based only upon parameters shovm. and is for an Individual bulMing component. ��• AppllcabiBtyofdesign parametersand properina =tbnofcomponent NrespomDilityofbuidingdedgnw-not Wzdedgner. Bradngshovm bfortateralsuppeffofindMdualeebmembersonly. Addillonal temporary bracing to lruare stobifNdudng conshuceon b the remonslbllllN of the MiTek' erector. Additional pemranent bracing of Me overall shuchhe Is the responsiblBN of the building desbner.!Wgaoeml guldonce regarding fabrbatbn. quality control. storage,delivery. eracran and bracing. consult ANSI/IPI1 Quality Wed.. 141149 and B61 BUAdbg Component sees Perke East Blvd. Seletylnbrmolion .v Iable from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 31610-4115 It Ssnlmeas Rnat V or SPp) Lumber IS s d, tee design values are these effective 060112312 by ALSO or proposed by SPITL Jgp 1 Truss Truss Type Dty ply, M3503- Phoenix -Steger =03 E14 I sione.1Tmaa 1I 1 Job Reference (national) Fast Coast Truss, Pon Pielm, FL 34W Nu0: 7.390 S Feb 242012 Fi nt 1.3W ePprL 2UR Mi IeX in.ua..., Ina rn MBy ltl 11ptl:Vtl 2Y12 Fee. IO:Zg7VPAUgu1XaFkvELr L3gzlFgalcDcZHvCdnCJKKwk77RVSSv7w5EW88sOoitKUzFHin NOTES 10) "Semi -rigid p0chbreaks Including heels" Member end rusty model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AWMJMG-Vaffydelgnprmmlld"dead RSBDMnwONMSdW1rRCLUBBDIIrMPJWBRBACBPAQBlU-747BBBFORSUS& ■ Design vaffd far use on"fh Mnek mnnect= 1h8 design Is based only upon parameters shovm. and is far an lndlJdud building component. APplkablGN of design peralreta x and proper incorpomtion of component Is respami al] ty of balding shadow -not buss designer. Bmdng shown bfortatemlmppadofhdMdualwbm bersony.AddltlonaltemporcaybracingtoInsuresiabilyduingconshxtionIstherespondblih,ofthe WOWelector. Additional pemam mnent bracing of lheoveB shucture Isre lhesponsibl0ty of the bulling designer. For general guidance regarding faMcation. gucity control storage, deliver/. ereatbn and hmchg, consul ANSI/IPI1 QualityCMeda. DSB49 and BC51 Bulding Cemponerd 6904 Parkas Fad Bind. SofeMhrmmalen avalabie tram Truss Plate lrotikte.781N. Lea Street. Sue312, Alexandde. VA 22314. Tanope,F13381MI15 If southern Vme ISP orS )iumberias me design vatues arethide effective 011101UH2 by ALSO or Bed by SPIa Job r Two Truss Type Dty Ply p23503-Phoenix-Steger 23503 E15 spent Truss 1 1 e o do al East Coast Truss, Fad Pierce, FL 34946 7x8 = Scale -1:76.9 7x8 — 414 = 17 16 15 " 1.12 "" 11 4x12 % 7x8 = W = 5.5 We = 6xe = 74 = 4.00 (2 2x4 11 41 = LOADING (psf) SPACING 2-0-0 Cat DEFL in (loc) gdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.73 15-16 >698 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.9311-12 >552 180 MT18H 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.99 HOrz(TL) -0.29 11 Na Na BCDL 5.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 2941Is FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Excerpt* TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, 13,9-10: 2x6 SYP No.2 except end verticals. BOT CHORD 2x4 SYP No.2 •Fxwpt• BOT CHORD Rigid telling directly applied or 2-2-0 o s bracing. 1-20,18-20: 2x6 SYP No.2, 4-17: 2x4 SYP No.3 WEBS 1 Row at midpt 16-18, 9-11 WEBS 2x4 SYP No.3 *Except* 2 Rows at 113 pis 9.12 9.12: 2x4 SYP No.1 with 2x4 SYP No.3 with 2 -1 Od (0.131"x3") nails and cross brace OTHERS 2x4 SYP No.3 spacing of 18-0.0 oc. MITek recommends that Stabllaers and required cross bracing he Installed Curing truss erection, in accordance with Stabilizer Installation nulds. REACTIONS (lb/size) 1-117710-8-0 (min. 0-1-8), 11-1293/0-8.0 (min. 0-1-10) Max Hom 1=658(LC 7) Max Uplift 1=2024(LC 8), 11=2039(LC 8) Max Grav 1=1366(LC 2), 11=1366(LC 2) FORCES (lb) -Max. Comp./Max.. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=3913/5944, 2-3=-2488/3691, 3-4-2714/4302, 4-5=2701/4287, 5-24=2671/4244, 6-24=2671/4244, 6-25=2671/4244, 7-25=267114244. 7-8=207213309, 8-9=2490/4046, 9.10=3051475, 10.11=2931573 BOT CHORD 1-20=5244/3395, 19.20=-496113189, 18-19=2941/2100, 4-18=298/609, 16.17=560/399, 16-16=3665/2576, 14-15=.3665/2576, 13.14=3665/2576, 12-13=3665/2576, 12-26=1180/982, 26-27=-1180/982, 11-27=1180/982 WEBS 2-20=1112/802, 2-19=1114/2061, 3-19=460/389, 3-18=12461834, 16.18=3277/2297, 5.16=341/605,7-16=-3341164,7-12=724/1103, 8-12=-1462/2475, 9-12=3616/2332, 9-11=-146311963 NOTES 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.Opsf; h=41ft; 8=45ft; L=431t; eave=5g; Cat. II; Exia C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple ccnwrent live loads. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 of bottom chord live load nonconcunent with any other live loads. 7) • This two has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 5.Opsf. 8) Bearing at joint(s)1 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 20241b uplift at joint 1 and 2039 lb uplift A. Z*: Zak_; l+i "STATE i ♦4c" 40RIQP�j�O�, NA 0 FL Cert. 6634 May 18,2012 W -Verify d®tyaparmnders and READROMQN7WSAYMINOLUDSAUMR8Pffii13NCBPAGBJM'7473 HBFORS USK Design valid forum any Win MTek connectors. This design h based any upon parameters shoam, and Is for an Indiddual bullding component. Applicabilty, of design parameters and proper incorporation of component Is res mrablity of bulldlryl all -not bus designer. seeing shown Is for lateral support of ind'Mdual web members only. Additonal temporary bracing to Insure stabllity during construction a the responsibility oflhe MiTek' ectoc m Additional pewnent Ixal of the overall structum Istherespon noffity of the bullding des�ner. For general guidance regarding folvbatbn, quality conhot storage, delivery, erection and brat consul Al dually Chanel ME-89 and Sal Sul Component 69M Pede East Blvd. sabtyinlermo8on available lromimss Plate lnstltutaJ8l N. Lee 5bee1.5uI1e312 Alexantlda, VA 22314. Temp,FLs36104115 if SoumemPe SP grS )lumberis specifil Me design values am Owe effeeWe06MrM2 by ALSO or proposed by SPIEL Jab H Truss Truss Type Dty ply P3503- Present. Stager 23503 E15 Spedel Truss 1 1 1 Job Reference (optional) East Coast Truss, Pon Pierce, FL 34W NVn: IA9V H Y6a le'.1, Ynm: no. rn May 1e ii,v uo [U,G raga ID•Zg7vPAuguIXOFkvELK L3gzlFQO-IcQcZHvCdnCJKKwKJ7RV5Sv7v5DXJ7osDoitKuzFHin NOTES 10) "Serr igid pgchbreaks Including heels° Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 ®WARWNO.Vitoldes(gnpwmratenondRBADNDTSSON' MBAND MMDOBDigMRSPBRMBPAGBANI-7473MWORBOSB ■■■■■■ Cedgn valld for um only Rh Wei, connectors. Mb design is based only upon parameters shovn, and b for an Individual building component. �• Applicability of desle, param eters and proper incoryorallon of component B responzbiliN of building designer -not truss dedgnor. Bracing shovm MY Is for laleml suppod of NCFAdual veb members only. Additional temporary bracing to Insure stability during construction Is the responsibOfty of the erector. Additional pemwnent bracing of the ovemlt simchae is the responsibNty pAlTek• of the bulding deal For general guidance regarding IsiF 1 tabdcalbn, quality control.storage, delft erection and bracing. consult AKSDrPII pufli CMmia, DSB49 and Inal Building Component Goes Parke East BW. tee IfSmitaem PorelSPorSPo)tumbertn secifieddieedesign vanes are NmZe effecllve 061011201i Tempe, FL3381gd115 ro ALSO or ped SPIR. 4 1 Job s Truss Truss Type Dly Ply 323503-Phoerb,-Stager 23503 E76G SPECIALTRUSS 1 cs L JobReferancefopitbrian Fast Coast Tmss, Fort Pierce, FL Mass 5xlOMTIBH i 7.00 12 3 4xe G 29 2 qq 1 e 22 21 37 5x12 = 4.00 12 3x4 = 38 3x8 = 2x4 II 3x10 MT16H = 2x4 II 5 6 8 31 M 32 34 SxlO MT18H = 20 39 19 40 41 1642 43 17 16 Sell) — 7x10 = 4x12 = 44 — 3x4 II LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 1.00 TCDL 7.0 Lumber Increase 1.25 BC 0.87 BCLL 0.0 ' Rep Suess Ina NO WB 0.85 BCDL 5.0 Code FBC2007frP12002 (Matrix-M) LUMBER TOP CHORD 2x4 SYP No.2'Except' 13: 2x4 SYP No.1 BOT CHORD 2x4 SYP No.2'Excapt' 1-22,20-22: 2x4 SYP M 31. 5-19: 2x4 SYP No.3 15 14 2.4 II 44 = DEFL In (too) WdeO Lld Vert(LL) 1.08 17-18 >473 240 VergTL) -0.8717-18 >586 180 Horz(TL) -0.37 12 n1a n/a BRACING TOP CHORD BOTCHORD WEBS WEBS 2x4 SYP No.3'Excapt' 18-20: 2x4 SYP No.1, 8-17: 2x6 SYP No.2, 11-12: 2x4 SYP No.2 SLIDER Left 2x4 SYP No.23.1-11 REACTIONS (lb/size) 1=3102/0-8-0 (min. 0-1-8). 12=2183/041-0 (min. 0-13) Max Horn 1=659(LC 7) Max Uplift 1=4704(LC 8), 12=3255(LC 8) Max Great 1=3638(LC 2), 12=2538(LC 2) FORCES (lb) -Max. Comp.IMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD i-1=3435/4464, 1-2=-3924/5130, 23=7279/9342, 3-29=6401/8394, 429=6401/8394, 4-30=9275/11821, 3D31-9275/11821, 5.31=9275/11821, 5-32=9186/11719, 32-33-9186/11719, 6-33=9186/11719, 6-7=8848/10913, 7-34=8848/10913, 34-35=8848/10913, 3536=8848/10913, 8-36=3848/10913, 8-9=8848/10913, 9-10-239313167, 10-11=2404/3155, 11-12=2505/3271 BOT CHORD 1-23=9819/7489, 1-22=9631f7343, 21-22=3916/6796, 21-37=-9986)7930, 3738=998617930, 38-39=9986/7930, 20-39-9986/7930, 5-20=397/697, 19-40=954/738, 4041=954/738, 1841=954/738, 18-42=10544/8625, 4243=10544/8625, 1743=10544/8625, 16-17=-7829/Ca416, 15-16-7829/6416, 14-15=7831/6414, 13-14=7831/6414 WEBS 2-22-2307/1775,2-21-545/1038,3-21=-4038/3231,421=2261/2819,420=2156/1905, 18-20=971217988,6.20=-1i68f760,6-18=1178/1589,6-17=109/446,8-17=-409f750, 9-17=3314/2889, 9-13=-5366/6816, 10-13=2482/1984, 11-13=2668/2285 y ,o rrar: iu 'u is rege , )TiZd467XUzAt7RNwCn3P9t6B PNzFHiI - 42-1&110-0-0 I Scale=1:77.0 5x5 = 10 4xe 11 W a � q PLATES MT20 MT18H Weight: 528 lb W GRIP 2441190 2441190 FT = 20% Structural wood sheathing directly applied or 4-0-1 oc puffins, except end verticals. Rigid calling directly applied or4-1.0 oc bracing. 1 Row at midpt 9-13 with 2x6 SYP No.2 with 3-1Od (0.131"x3") nails and cross brace spacing of 14-0-0 cc. EN 39, NOTES . -(-E CG 441 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: O Top chords Connected as follows: 2x4-1 row at 0-9-0 cc. Bottom chords Connected as follows: 2x4.1 row at 0-9-0 oc% •: O R 1 V - Webs connected as follows: 20 -1 row at 0-9.0 Cc, 2x6 - 2 rows staggered at 0-9-0 oc. �\ a consideredpantyprovapplied all plies,a LOAD CASE(S) section. Ply to or backless S)othface Inrwase 2) Ali 1ply '*!SS1O N AL 1�p11 oads to dto have been only loads noted as (F) or ( ) Indicated. 3) Unbalanced roof live loads have been considered for this design, 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf h=41ft; B=4511; L=2411; eave=5ft; Cat. II; Fxp C; enclosed; MWFRS (all heights); Cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 6OL-1.60 FL Cert. 6634 5) This truss has been designed for basic load Combinations, which include cases with reductions for multiple cencunent live loads. 6) Provide adequate drainage to prevent water pending. May 18,2012 All plates are MT20 lates unless otherwise Indicated. W -Va1(ydo{gn parmrtetcrs ondRSAD lFYlE80N7916d1IDfA1CLW80 Df778K118P�7BNCH PAG8ffi7-7473H8FORSB58. ■■■ Design valid foruse only Wth Wok oonnaaars. thO deign 9 based only upon parameters shown, and is loran lndlNdual bueding component. ��• Appraabifty of deign paramelers and properincaporallon of component is responsSllity of Wding designer -not truss designer. Bracing shown Isis lateral vppod otlndMdual web membersonN. AddiBonaliemporary bracing toinsvrestablityduMg construction hMeresponslblllityof the MiTek' erador. Additional permanent bracing of the overall structure Is the responagxUty of the bufldng designer. far general guidance regarding fabrication, quality control storage, delhery, erection and bracing. consu8 ANSVINI Quality Crieda, DSO.89 and 0018o8ding Component 69M Parke East 6hd. Safety lnlamaaon woBable lromisuss Plate WtiNts,78i N. Lee Street, Suite 31Z Mweandria.�VA,221i'r.., er-....,........w w..cwo Tamp. FL=1 gd115 Job T Truss Truss Type Oty Ply iC13b W3- Phoenix -Steger 23503 E16G SPECIALTRUSS t 2 Refentingo East Coast Trues, Fart Pierce, FL 34a46 .a;'.sws reo[a[munm'' `a"M [a<u,<m,..'i ". s ..., n,c ' it u.ao.,a w,c reue< ID:Zg7vPAugulxOFkvELK_L3gzlFg6e YMyxT90TlZd467XUrAt?RlvwCn3P916B PNzFHI NOTES 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will Tit between the bottom chard and any other members. 10) Bearing m)oint(s) 1 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47041b uplift at joint 1 and 3255 lb uplift at joint 12. 12) "Sen igid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 Ib down and 210 lb up at 7-0-0, 132 Ib down and 210 Ile up at 9-0-12.132 lb down and 210 @ up at 11-0.12, 132 lb down and 210 It, up at 13-0-12, 1431b down and 235 Is up at 15-0-12, 14316 down and 235 It, up at 17-0-12, and 143Ib down and 235 Ile up at 19.0.12, and 143 lb down and 235 lb up at 21-0-12 on top chord, and 1146 le dawn and 15091b up at 7-0-0. 57 lb down and 41 Ito up at 9-0-12, 57 It, down and 41 lb up at 11-0.12. 57 lb down and 41 lb up at 13-NI2, 66 lb down and 16 Ile up at 15-0-12, 66 Ile down and 16 lb up at 17-0-12, 66 He down and 16 Ile up at 19-0-12, and 66 lb down and 16 lb up at 21-0-12, and 12181b down and 10371b up at 22-7-4 on bottom chord. The desi9Nselection of such connection device(s) Is the responsibility of others. 14) Waning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required, LOAD CASES) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads P11) Vert: 1-3=-44, 3-9=-04, 9-10=44, 10.11=44, 22-23=10. 20-22-10, 12-19-10 Concentrated Loads (lb) Vert: 3=77(F) 7=85(F) 21=959(F) 17=1106(F) 29=77(1`) 30=77(F) 31=77(F) 32=85(F) 33=-85(F) 35=-85(F) 37=-43(17) 38=43(F) 39=43(F) 40=35(F) 41=35(F) 42=35(F) 43=-35(F) FL Cert. 6634 May 18,2612 AwdRNING- VerTy ds)gnparceand aandiR8s MESS ON3NlSmm)NCLOD)Wmm3KNBPHiBNCBPdOBtlll-7473 BEFORE USE. ass.■■■• Deslgnvalid forureonNwhh Wekconnectors.Thbdeigntslxired orvYuponparamefenshown. and1x WonlndiN uolburd gcompammt. ApplicabiPtyofdmp eignparaetersand perincarpwadonofmmponentkrms nsblltyof building dedgner-nothuedesignee fxacingsham bforlatemlmpporlofbdFddualwebmembers.ht,AddltlonalfemporaybacingtoinsurestabllitydudngmmhuclionkthemonamibMityofthe MiTek' erector. Additional pemonent bracing of the overal simcture k fherasporothel iy of the buiding desbner. For general guidance regarding fabrication, quality central, across. delivery, areclan and broclrg. comu8 ANSVTP17 puall Words. MD-89 and &Q1 au8ding Component 69" Parts See and. ff Sought, an Prole SP oorlable from Truss SPp) lumber Islstel�4� design WHEN are Nose eRenclNe g6NiFO12 ALSO or reposed SPA Tampa, FL 93610i116 Jqb 1 Truss Truss Type Oty Ply 123503. Phoenix - Steger 23503 1`111 Hip Truss 1 1 b e t'onall East Coast Truss, Fart Pierce, FL 34946 :� Sala MT18H 4 Run: 7.340 s axe 11 5x10 MT18H WB = 6xfg MT18H O 7.3 \\ 1x4 11 6xa = ' — 318 = ' — axe = 114 II 710 // LOADING (psf) SPACING 2-t1-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Suess Ina NO BCDL 5.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2x4 SYP M 31 BOT CHORD 2x4 SYP M 31 •E(cept* 13-15: 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x6 SYP No.2, Right: 2x6 SYP No.2 Ease -1:513.2 CSt DEFL in (too) I/defl Ud PLATES GRIP TC 0.92 Vert(LL) 0.45 14 >712 240 MT20 2441190 BC 0.71 Vert(TL) 0.36 14 >887 180 MT18H 2441190 WE 0.39 Horz(TL) -0.16 9 n/a Na (Matrix-M) Weight: 1511b FT=20% BRACING TOPCHORD Structural wood sheathing directly applied or 3-6-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-0-7 x bracing. WEBS 1 Row at midpt 4-14, 7-14 with 2x4 SYP No.3 with 2 -10d (0.13153") nails and cross brew spacing of 20-0-0 oc. REACTIONS (lb/size) 2=1970/0-8-0 (min. 0-1-15), 9=1971/0-8-0 (min. D.1.15) Max Horz 2=-250(LC 6) Max Uplift 2=3468(LC 8), 9=-3483(LC 8) Max Grav 2=2358(LC 2), 9=2359(LC 2) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3750/5143, 3-4=-3828/5395, 4-24=4016/5779, 24-25=-4016/5779, 25.26=4016/5779,5-26=-4016/5779,5-6=-0016/5779, 6-27=4016/5779, 27-28=-4016/5779, 7-28=4016/5779, 7.8=-3830/5422, 8-9=3752/5169 BOT CHORD 2-17=403813140, 16.17=-4038/3140, 16.29=4170/3263, 29-30=-0170/3263, 15.30=-4170/3263, 14-15=-4170/3263, %31=-0144/3266, 13-31=4144/3266, 13-32=-0144/3266, 12-32=-4144/3266, 11-12=-0060f3142,9.11=4060/3142 WEBS 3.17-201/349, 3-16=609M89, 4-16=1211/929, 4-14=-1369/979, 5-14=831/1494, 7-14=1340/976, 7-12=12121923, 8-12=613/290, 6-11=201/350 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.Ops1; h=41ft; B=45ft; L-27ft; eave=oft; Cat. II; Exit C; enclosed; MWFRS (all heights); wnglever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple conwoent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) The Fabrication Tolerance at joint 4 = 4%, joint 7 = 4 % 7) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 8) "This truss has been designed for a live load of 20.0psr on the bottom chord in all areas where a rectangle 3.6.0 tall by 24)-0 wide will fit between the bottom chard and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3468 to uplift at joint 2 and 3483 to uplift atjoint 9. 10) "Semi -rigid pftchbreaks including heels" Member end furity, model was used in the analysis and design of this truss. P JAL 11111 FL Cert. 6634 May 18,2012 W- Vero deB{gnparmrzlem, ondRBAD AWESONIN11I AND/NCLEMED►117MRSPERSIMPAGBtl/14478 BHAORS US& ■■■ Design wild for use on"h Wek connectors. This design is based any upon parameters shown. and is for an individual building component.• Applicability of design parameters and proper incorparatlon of component h raspom010Hy of building designer -not hue designer. Brodng shown Istalatemil ppodofhdMdualwebmembersonN• AdCiSonal fiann kxacNg to Insure stab0yduring construction b the responab0111y of the MiTek' erector. Additional pemnnent bracing of the overa0 structure Is the respor¢IblOty of the building designer, far general guidance regarding fabdcotion, quality control,domge, delNery, erecilan and bracing• consult ANS1/f9ll puagly Warm p50-89 and BCSl Buldine Camponerd 6904 Parke Esd Bind. Safetylnformallon awlloble from rmn Plate Institute,781 N. Lee Street. Suite 312, Alexandra VA M14. Tempa,P1.336104115 NSouthern Pine SP or Spot Mmherts specified, the design values am Muse effective 0601R012 by ALSO or proposed by SPIS Jab I Tmss as Type 0ly Ply 523503-Phoenix-Steger 23503 FiH Hip Truce 1 1 1 Job Reference (aphorist) East Coast Truss, Fort Piece, FL Meet HYn: 1.2 8 P6a 292012 Vnnt f..f]n agpr 2:52u1[MIIex ITGUM 83,1hQ nn Mayla11:ov:lalull ragaL ID:Zg7vPAugulxOFkvELK L39ZIFgO-a_YMyXT90TiZd467XUrAt?awInA19l6B PN2FHil NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1 D31b down and 235 lb up at 7-0-0, 103 lb down and 235 Ile up at 9.0-12, 103 Its down and 235 lb up at 11-0-12, 103 Its down and 235 lb up at 13-0.12, 103 lb down and 235 lb up at 13-5-4, 103 to down and 235 lb up at 15.5-4, and 103 lb down and 235 lb up at 17-5-4, and 111 lb down and 262 lb up at 19-6-0 on top chord, and 871 Ib dawn and 1217 lb up at 7-0-0. 66 lb down and 1611, up at 9.0-12, 66 Its down and 16 lb up at 11-0-12, 66 He down and 16 to up at 13-0-12, 66 Do down and 16 lb up at 13-5-4, 661b down and 16 lb up at 15-54, and 66 lb down and 16 Its up at 17-54, and 8641b dawn and 1219 lb up at 195-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing fortress system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Inmase=1.25 Uniform Loads (pill Vert: 14=44, 4-7=44, 7-10=44, 18-21-10 Concentrated Loads (lb) Vert: 6=85(F) 16=719(F) 14=69(F) 4=85(F) 5=170(F) 7=91(F)12=-714(F) 25=85(F) 26=85(F) 27=85(F) 29=-35(F) 30=35(F) 31=35(F) 32=35(F) FL Cert. 6634 May 18,2012 AWARMNO• Vero design parameters and READ N07D8 ON IRIS AIWRYCLOD8038 RKREFERUMBPd08ffif-7473 BBFORT US6. ■■■■ Design valid for use any Win Wek connectors ThE design h based onY upon parometers shovm, and is for an lndiN ual bulding component.• Applkabifty of design parameters and proper inoomomlian of component B rasaomibfity of bullding designer -not this designer. Bracing shown bfwlotemisuppMofkdN mlwebmemb wn/•AdditionalfempwgrybracingtoinsurestabiftyduringconstructionIsthehaporatellftyofthe M)TeK erector. AdQpermanent fenal peanent Ixecing of iheovemf structure is ihehopomellly of the bulding designer. For general guidanceregarding 1 Il fabdcarlon. quarllyconfal, storage, deltvery, erection and bracing, consuls ANSI IPII Quafly Wed., 1150.09 and BC51 Bu9dlag Component 6ggr Pwke East 8w. if Sourytts mPme SPor Sbie)�rsmThumbeeris specifiInstitute.d731 Ee design values Suit. nes effecthre 06D1/L612 ALSO or prigswed SNa Alexandria, VA 22314. Tempo, FL330fOd115 Job s Truss Tm55 Type Dry Ply a23503-Ph.aiio-Steger 23503 F2 Hip Tense 1 1 ob a East Coast Truss, Pon Piome, FL, MW 7.00 12 - Ron: 7,340a Feb 242012 Pont 7.3h0 a W232012M Sato = 4x6 = 3x8 = am - - - 3x4 = 44 = LOADING (psq SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 6.0 Code FBC2D07/TPI2CO2 LUMBER TOP CHORD 2x4 SYP No.2 •Except• 6-6: 2x6 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 Scale=1:51.1 ul A CSI DEFL in (Ice) gdeft Ud PLATES GRIP TC 0.99 Vert(LL) 0.22 11-14 >999 240 MT20 244/190 BC 0.41 Vert(TL) -0.1911-20 >999 180 WB 0.14 Hom(TL) .0.07 9 Na n/a (Matrix-M) Weight: 1421b FT-20% BRACING TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 1 Row at midpt 6.14 with 2x4 SYP No.3 with 2 -10d (0.131"xT) nails and cross brace spacing of 20-M oc. M1Tek recommends that Stabilizem and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=83310-8-0 (min. 0-1-8), 9=649/0-8-0 (min. 0-1-8) Max Hou 2=319(LC 6) Max Uplift 2=1564(LC 8), 9=1564(LC 8) Max Grav 2=960(LC 2), 9=960(LC 2) FORCES (Ile) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1329/1920, 3-4=1126/1693, 45=1073/1708, 5E=932/1630, 6.7=1073/1708, 75=1126/1693,8-9=-1329/1920 BOT CHORD 2-14=1275/1082, 13-14=868/931, 13.21=868/931, 12-21=868/931, 11-12=868/931, 9-11-1275/1082 WEBS 3-14=264/478, 5-14=172/294, 6-11=172/294, 8-11=265/478 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDLW.2psh BCDL=3.Opsf; h=41ft; B=4511; L=27ft; eave=4ft; Cat. 11; Ecp C: enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include Cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcorrerd with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will it between the bottom chord and any other members, with BCOL = 6.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1564 No uplift at joint 2 and 1564 Ib uplift at joint 9. 8) Semi -rigid pitalareaks Including heels" Member end fixity model was used In the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 A WARRM-Van destgnpasnameten andRBED mrm tom TrumArm 7NCLDBBD IimmRSPmumBnoigjuF7470 BBF'ORS 1188. DesIgn valid for use only with Wek connectors. ihR design b based ontl upon parameters shown. and 0 to an indlNdual bulging component. Applicability of design paametess and proper lncomanafon of mmpon fIs resporabllity of building designer- not fives designer. Bracing shown Bfwbtemisupp«ofhdWualwebmembenonN. Additbndtemp«orybradngtolmurestabiBtydwngmrahudionklheresponnb011yofthe MiTek' erector. Addilianel pmrnnent baling of Me ovem0 shualure is the responsibility of the building designer. For general guidance lactating faGkatbn, quality con"L storage. delNery, erection and bating, consult ANSI/IPll coolay Wave. DSO.89 and Bat Bonding Component 0904 Padu Enal BIW. IafehingrmaHon a --able hem Two Plate lmtltute.781N. Lea Sheet, Suite 312 Alexandda. VA=14. Tampe.FL3361Dd115 dSaumem Prue SP orS lumberlaspeere medesl Wuesamh)ma effectkeogmIrM2by ALSC orproposedby SPnL Job , Truss TmSa Type DIy Ply a23503- Phoenix -abetter 235M F3 Hip Tmss 1 1 Job Reference o Co East Coast Truss, Fad Pierw, FL Mass 11 Run: 4x5 = 7.00 12 41 = 5x5 = M = rnr — 516 = 3M = Scale -1:51.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007frP12002 Cat TC 0.84 BC 0.51 WB 0.27 (Matrix-M) DEFL in (loc) Vdefi L/d Vert(LL) -0.29 11-19 >999 240 Verl(TL) -0.5011.19 >636 180 Horz(TL) -0.07 9 Na Na PLATES GRIP MT20 244/190 Weight: 1421b FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2*Except' TOPCHORD Structural wood sheathing directly applied or 5-6-7 oc pudins. 1-4,7.10: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 6314 oc bracing. BOT CHORD 2x4 SYP No.2 MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SYP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 REACTIONS (lb/size) 2=80710-8-0 (min. U-1-8), 9=807/0-8-0 (min. 0-1-8) Max Hoa 2=.392(LC 6) Max Uplift 2-1564(LC 8), 9=1564(1_C 8) Max Gmv 2=960(LC 2), 9=960(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1314/1918, 3.4=1028/1575, 4.5=948/1590, 5-6=821/1536, 6-7-948/1590, 7-8-1027/1575, 8-9=1314/1918 BOT CHORD 2-13=126111070, 12-13=-644/821, 11-12=-W/821, 9.11-1261/1070 WEBS 3.13=336r725,5-13=-309/287,6.13=-250/251,6-11=309/286,8.11=-3371725 NOTES 1 , Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-05; 140mph (3-second gust); TCDL=4.2psh, BCDL=3.Opsf•, h=41ft; B=45ft; L=2411; eave=oft; Cat. II; Fxp C; enclosed; ��`,"S �1-* A P`•,,,,,,, �e left Lumber DOL-1.60 DOL=1.60 ,� ENS'-. MWFRS (all heights); cantilever left and right exposed ; end vertical and right exposed; plate grip designed for basic load include for multiple eoncurt ant live loads. ��+�0.,.•� p •q V 3)Thls buss has been combinations, which eases with reductions 4) Provide adequate drainage to prevent water podding. 3938 5) This truss has been designed for a 10.0 psi bottom chord live load noncencurent with any other live loads. = * 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide _ will fit between the bottom chard and any other members. = 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 15641b uplift at joint 2 and 1564 Its uplift at joint 9. : 4u z ATE 8) Semi -rigid pitchbreaks including heels" Member endI'mily model was used In the analysis and design of this truss. O• 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. LOAD CASE(S) Standard S•''•••••••• FL Cert. 6634 May 18,2012 AWARNIM-Vero designpurmrdere gadREBO AWN ONTNISAND INCLUDED MITSKREPERENCE PAGE A914473 EEFORE US& ■■■■■■■ Damon wild for use on"In Meek connectors. This design is based only upon parameters shoves. and b for an lndlNduai build'mg component. ��• AppBasElty of design parameters and proper lncmporatlon of coaloonenl is rmwdstailh of buidingdesigner- not huss designer. Bacing shoves i Isfor lateral supped of lndMdual veb members onty. Additional temporary bracing to lruvre sfabllly during conshuctlon is the resloomlb5lty of the Moleerector. Additional permanent bracing of the overall dre mchne 6 the spomlbllN of the building deapner. Fa general guldance regarding foladcation, quality ccnlrol, dorage.delw,y. erectlon and bracing. consul ANSI/IPII Costly CrRed, DS54B and BCSI Bulding Component saw PeAe East ehd. Solely lnfarmaBen available hom Truss Plate institute,781 N. Lee Street. Suite 312. Alexandria. VA=114. Tampa, FL=16115 If Min PBm SPor3 lumberls specified,the des valuesare these effective 06MM2 ALSC or proposed SPHL Jab Truss, Trun Type Oty Ply 423503-Phoenix-Steger 23503 F4 Common Truss 1 1 Referenceti East Coast Truss, Fort Pierce, FL 34946 Run: 7.340 6 V00242012 PMC 7,35o 5Apr233a12 MI lex mausmes, Ina. Fn may 1B I1:au:11 [uia Vega 1 ID:Zg7vPAugulxOFkvELX L3gzlFgO-7B6kCly5WbuBneJgF7Cj4XfUJL7WfPd6mxxzpzFHik 643-0 133-0 1&9.8 265-0 285-0 � BE5 8-043 6E5 ~ 843-8 2-0-0 H Is.,:IE zoo 12 5x5 = 3x4 = 4x4 ee 3x4 = 3x4 = 5x5 = LOADING (psq SPACING 2-0.0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC20071rP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 Stale=1:51.8 CSI DEFL in (loc) Valet Ud PLATES GRIP TC 0.81 Vert(LL) -0.25 9.12 >999 240 MT20 2441190 BC OA5 Vert(TL) -0.34 9.12 >943 180 WB 0.31 Horz(TL) -0.05 7 Na Na (Matrb(-M) Weight: 1311b- FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-3-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 5.5.2 oc bracing. WEBS 1Raw at midpt 4-9,4-12 with 2x4 SYP No.3 with 2 - Intl (0.131"x3") nails and Coss brace spacing of 20-M oc. MTek recommends that Stabilizers and required Crass bracing be installed during truss erection, in accordance with Stabilizer Installation outdo. REACTIONS (lb/size) 1=778/Mechaniral, 7=876/0-8-0 (min. 0.1-8) Max Horz 1=-521(LC 6) Max Uplift 1=1246(LC 8), 7=1578(LC 8) Max Grav 1=844(LC 2), 7=964(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1324/1922, 2-3=1156/1956, 34=1054/197q 45=1043/1918, 55=1141/1895, r,7=1310/1873 BOT CHORD 1-12=1257/1071, 12-19=4771714, 11-19=-477/714, 11-20=-4771714, 10.20=477f7l4, 9.10=-4771`714, 7-9=119911054 WEBS 4-9=704/435, 6-9=344/789, 4-12=788/454, 2-12=333/826 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psh BCDL=3.Opsh h=41t; 13=4511; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) This truss has been designed fora 10.0 psf bottom chord live load nonwneurrem with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 5.0psr. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 12461b uplift at joint 1 and 1578 lb uplift at joint 7. 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard �•`�,,,� P C E I �?✓ c FL Cert. 6634 May 18,2012 AWARN m- Vern destgnpanmmters andRtiaD WM ON7VIS&MIM 60DHD 61f7 R&FBRBNCBPdGBIIB-7473 BEAORS OSe. Designvarid for ua onty Wth Mnek connectors. elh design Isbased only upon parameters shown, and is loran Individual building component. �■■■■�• Applkabirty of design parameters and properincmPam ation of component is sespora bOlty of building design, not tram designer. Broang sllovm isforlateralsuppM.fhdMdualwebrnembe onV.Additional temPoray bracing to insure stabiRlycurIng construction is the responslbBBty of the �(T®1.• erector. Additlonal pe nranent Ixachg of lheoven ll structure is the respomlbiBty of the bulding deslpner. FCrgeneral guidance regarding 1 Il fabdcatlon, quality cont.L slomge, delivery. ereatlon and bating. consue ANSIpPII CuoIsy CMMa, DSB49 and BC5l Bending Component 6934 Parke Fad SIW. Saktylntamof at axanabletrom Truss Plafelnslltute,761N.Lee Street.5uBe312Akxondda,VA22314. Tampa, FL 336104116 if Southern Prue Spar Spot fumberis specifie the design unless are throe edeaftve ax IM2 byALSC or proposand by Sp18. Jab 1 Truss Truss Type Oty Ply a23so3- Phoenix -Steger 23503 F5 Gammon Truss 1 1 ob a ere ce o ' East Coast Truss, Pon Plans, FL 34946 7.00 [12 Run: 7.340a Sx6 = 232012 3x4 = 4x4 = 3x4 = 3x4 = ryd = 5x5 = LOADING (psf) SPACING 24)-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 Code FBC2007/rP12002 LUMBER TOP CHORD 2x4 SYP No.2 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 Scale -1:61.1 9 CSI DEFL in (lox) gde8 L/d PLATES GRIP TC 0.83 Vert(LL) -0.25 9-12 >999 240 MT20 2441190 SC 0.45 Vert(TL) -0.34 9.12 >936 180 WB 0.32 Hoa(TL) -0.05 7 nla Na (Matrix-M) Weight: 1311b FT-20% BRACING TOPCHORD Structural wood sheathing directly applied or 532 oc purring. BOTCHORD Rigid ceiling directly applied or 5-5.4 oc bracing. WEBS 1Raw at midpt 4-9,4-12 with 2x4 SYP No.3 with 2 -1 Od (0.131W) nails and crass brace spacing of 20-0-0 oc. MITek recommends that Stabilizers and required chose bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=778/1.1echanical, 7=876/0-8-0 (min. 0-1-e) Max Horz 1=-525(LC 6) Max Uplift 1=1246(LC 8), 7=1578(LC 8) Max Gmv 1=844(LC 2), 7=964(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1326/1927, 2-3=1158/1961. 3-0=-1061/1976, 45=1046/1923, 5-6=1143/1898, 6-7=131111876 BOT CHORD 1-12=1262A074, 12-19=-065/709, 11-19=-465/709, 11-20=465t709, 10-20=-465/709, 9-10=-465/709, 7-9=1202/1055 WEBS 4-9=7211441.6-9=349/808,4-12=807/461, 2.12=-341/848 NOTES 1) Unbalanced mot live loads have been considered forthls design. 2) Wind: ASCE 7-05; 140mph (S second gust); TCDL=4.2psf; BCDLa7.Opsh, h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed: end vedical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcorent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0tall by 2-0.0 wide will (d between the bottom chord and any other members, with BCDL = 5.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1246 It, uplift at joint 1 and 1578 lb uplift at joint 7. 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 3938 + cc Z ATE, E �% SIO N P411 ,E%% FL Cert. 6634 May 18,2012 AwAwwm- 7erTy designPmmrrchra andRw N0T880NTNI8 AND MCLUDEDJF=RSFBt&9CBPAGE AfN-7473 BEFORE USB. '.■■e Design wlid for use onlywhh Walk connectors. This design is based only upon parameter shown.and b far an intlMAual bulkfing component. -•Y�• Applicability of design parameters and proper incorporation of component is Tesponsbhity of building designer- not hue own ��I��.YYY■■■ designer, Bracing sh Isfor let..)SVPPel of hdMdual web members any. Addltbnal temporary bacingto lmne debility during construction a the responsibility of the WOWerects. Additional permanent bracing of the overall structure Is the responsibility of the building desgner. For general guld.nce regsdbg fabrication. quality central,storage. delivery. eledbn and bracing, consult ANSI/IPII Caught, Wells, DS549 and 6CSl funding Component 6904 PeAe Eas(Bhd. gutett,lnbrmafoa awlbble from Thas Plate indNte.781 N. lee Sheet, Suite 312 Alexandre, VA Zzh 4. Tempe, FL 33610-4115 if Southern Pme SIP or blmberis spnifi the &sign vaivas are those effecWe 0610U r2 by ALSC or proposed by SNS. Job I Truss Truss Type Oly Ply Q3503-Phoenix-shiner 23503 FB Common Truss 1 Job Reference (optiomill Fast Coast Truss, Fort Pierse, FL 34946 3 4x6 = 7.00 12 3x4 = 34 = 710 = Stale: 1/4"=1' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007rrP12002 CSI TC 0.77 BC 0.71 WB 0.30 (Matrix-M) DEFL in (roc) Vdefl L/d Vert(LL) -0.61 6-8 >392 240 Ved(TL) -0.87 6-8 >276 180 Horz(TL) -0.02 6 Na n/a PLATES GRIP MT20 244/190 Weight: 1131b FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 •Except• TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 4.5: 2x6 SYP No.2 except end verticals. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 2x4 SYP No.3 WEBS 1Row at misfit 4-6.4-6 WEDGE with 2x4 SYP No.3 with 2 - 10d (0.131'50') nails and sass brace Left: 2x4 SYP No.2 spacing of 2D.0.0 oc. MTek recommends that Stabilizers and required sass bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS (lb/size) 1=593/Mechanical, 6=657/0-8-0 (min. 0.1-8) Max Horz 1=655(LC 7) Max Uplift 1=938(LC 8), 6=968(LC 8) Max Gmv 1=641(LC 2), 6=657(LC 1) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=951/1337, 23=79211372, 34=714/1386, 45=307/459, 5-6=298/556 BOT CHORD 1-8=1079/752, 8-12=397/368, 7-12=397/368, 7-13=397/368, 6-13=397/368 WEBS 2-8=339/859, 4-8=804/537, 4.6=526/585 A q 4`// N 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second TCDL=4.2psf BCDL=3.Opsf; h=41ft; B=45ft; L=24fi; eave=4ft; Cat. II; Exp C; enclosed; ,%% .••�OEN$w'q//.0 I` ,� gust); MWFRS(all heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 �� 3938 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. ,�, .�. �• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsr on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 5.0psr. ^ �MCI: Z 6) Refer to girders) for truss to truss connections. truss to bearing 938 lb uplift at joint 1 and 968 lb uplift at i ATE ••• 4 7) Provide mechanical connection (by others) of plate capable of withstanding �- i��Tn P,: joint 6. ' Semi Including heels" Member end fxily was used in the analysis and design of this truss. //t` O RID ����, 8) -rigid puchbreaks model this design) is //�ss�O ... `G. 9) Warning: Additional permanent and stability bracing for truss system (not part of component always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 AWARMW-Verb design parameters; add READ N07ES ON7NrSAND MMUDED$3f7EKREFERE99CBPAGB Agr-7473 BEFORE USB. ■■■ Design valid for use only with Wok connectors.no design is based anN upon parameters shows, and is fat anindiNdual bulding component. Applicvbi9ly of design parameters and proper Incorporation of component h respaslbOtly of buAWng deals not tmss designer. Bracing shown b Wall support of me Mdual web members only. Additional temporary bracing to inure slabity dl censhoction b the responslointy of the MiTtak' erects. Additional onal pe rno ent bracing of the moral shucture 4 the responsibifty of the building designee For general guidance regarding fabrication, quoNycontm4 storage, delMery, erection and bracing, motel: AN51/lPll guaNy Crl DSB-89 and Bat Balding Component 69U Peda ad BNO. Safelylnformallol -liable from Tmss Plate lnstlNte.781N. Lee Sheet, Sule 312 Alexandria. VA 22314. Tampa, FL 33M1D4115 It Sautllem Poe( SIP orS lumber Iss me des values are foods effective, av0112012 by ALSC or proposed by SPI& Jab ) Truss Thies Type Dty Ply a23503. Phoenix -Steger 235M r F7G Monopilch Truss 1 1 footionall East Coast Truss, Pon Pierce, FL. 34996 Nun: r.dia B rep xe 2012 Print rdae s aprxo zmz mu ea mausmm, inc no may to mange arum rage 1 ID:Zg7vPArgulxOFkvELH_L3gzl Fg0.bNg7PeyjhOjlpxDVEyWRF14xElemF32SLOg4TFzFHij 35-0 j 74O � 35-0 36-72 Scale -1:29.2 HUS26 616 11 HUS26 6x6 = 3x4 — HUS26 35 4 ] 60 35-4 3 n I LOADING.(psf) SPACING 2-0-0 CSI DEFL in (loc) Ptleft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.36 Vert(ILL) 0.04 5-8 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.D4 53 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.46 Horz(rL) 0.01 4 Na We BCDL 5.0 Code FBC2007rrP12002 (Matrix-M) Weight: 421b FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD BOTCHORD 2x6 SYP No.2 WEBS 2x4 SYP No.3 BOTCHORD REACTIONS (Ib/size) 1=1186/041-0 (min. 0-1-9), 4-1116/Mechanical Max Horz 1=436(LC 7) Max Up1d 1=1148(LC 8), 4=1187(LC 8) Max Gmv 1=1306(LC 2), 4=1228(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=155011341 BOTCHORD 1-9=1230/1326,5.9=1230/1326,5-10=1230/1326,4-10=1230/1326 WEBS 25=110111368,2-0=1548/1571 Structural wood sheathing directly applied or 4-11-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-4.11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 140mph (3second gust); TCDL=4.2psF BCDL=3.Opsf, h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) "This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 240.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1148 It, uplift at joint i and 1187lb uplift at joint 4. 7) "Semi -rigid phchbreaks including heels" Member end fairy model was used In the analysis and design of this truss. 8) Use Simpson Strong-Tle HUS26 (14-1Od Girder, 4.1Otl Truss, Single Ply Girder) or equivalent spaced at 24.0 oc max. starting at 1-6-12 from the left end to 5-6-0 to connect truss(es) F5 (1 ply 2x4 SYP) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Warning: Additional permanent and stability bracing fortmss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=44, 45=10 Concentrated Loads (lb) Vert: 5=-582(F) 9=768(F)10=582(F) FL Cert. 6634 May 18,2012 AWARNIMJ-ft iy dalgnPmmrxlem a ndRBE0AWWONIWSAtMMUtMED07&rRBPBRBRCBPdOBNQ-l473 BBFORSUBB. ■■■■ Dedgn valid for use any Win Wek connectors. This design b based only upon Wrometers shown and h for an Individual bulding component. ��• Applicabllty of dmign pommeters and Properincoaporotion of component b respomblity of building deconer-not bun designer. Bracing shovm IsforlataraImporioflndMdualwebmembersonly.AdttimmltemporarybracingtoIncurs dcbllydungcoistruclionbthe responsbliyofthe WOWerector. Additional Permanent bracing of overall structure Is the responaibify of the bullding dmlgner. Fagenmal guldonce regarding fabdcatbn. quofy coniroL storage, deMery. erectlon and bracing. consult ANSVTPII Qualify Cifa4u, USB4V and BLSI Building component 69U Parke Ban Bind. tt5wthem Pme Spar SPpWtmberislstecified Me de kin Mass are Nose effectivevA 22314.0691r2012 ALSO or proposed by SflB. Tempe, FL3361IM115 Job ) Truss Truss Type Oty Ply e23503-Phoenix-Steger 23503 G1H Hip Truv 1 1 o a tdSl1i0681, n188, on "..,".. SAO MT18H G 3x6 II 6%6 - 74 yVS = 5x10 MT18H O Scale: 1/4 =1' 11 6x12 Ix4 5x5 = SAO MT18H = SXIO MT18H = 5x8 = 1x4 I U12 3-7-0 1 7-0-0 3.7-0 Plate Offsets KY), 11 3541 410-9 •Edge 03151 13'0-7-0 0-3-0I IB030 Edne1 4-&13 T7'0.6-40-2-81 19'0.615 Edoel ItY0.5-0 410-9 - 0-3-01 113,0312 0-3-01 3L41 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Vde8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.60 12-13 >572 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.49 12-13 >701 180 MT18H 2441190 BCLL 0.0 Rep Stress Ina NO WB 0.90 HOR(TL) -0.23 9 n/a Na BCDL 5.0 Code FBC20071TP12002 (Matrix-M) Weight: 176 lb FT-20% LUMBER TOP CHORD 2x4 SYP M 31 'Except' 3-6,6-7: 2x6 SYP No.2 BOT CHORD 2x4 SYP M 31 *Except' 12-13: 2x4 SYP No.2 WEBS 2x4 SYP No.3 OTHERS 2x4 SYP No.3 WEDGE Left: 2x8 SYP SS, Right: 2x8 SYP SS REACTIONS (lb/size) 1-198610-8-0 (min. 0-1-15), 9=1973/0.8-0 (min. 0-1-15) Max Horz 1=248(LC 7) Max Uplift 1=-3957(LC 8), 9=3970(LC 8) Max Gmv 1=2373(LC 2), 9=2359(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3.5-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 2311 oc bracing. WEBS IRaw at midpt 3-13 with 2x4 SYP No.3 with 2 -1Od (0.131"x3") nails and cross brace spacing of 20-0.0 oc. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4044/6584, 2-3=-4098/6627, 3-22=438977222, 22-23=-439017222, 23-24=439117224,4-24=439417225,4-25=-4373/7189, 25-26=437317189, 26-27=4373/7189, &27=4373f7189, 5-6= 3455/5787, 6.28=-3456/5791, 28-29=3455/5788, 7-29=3454/5788, 7.8=4075/6655, 8-9=4016/6603 BOT CHORD 1-15=5485/3400, 14-15=-5485/3400, 14-30=5359/3499, 3031=-5359/3499, 13-31=535913499, 13-32=6750/4360, 3233=6750/4360, 33-34=675014360, 12-34=8750/4360, 12-35=-6746/4356, 3536=6746/4356, 1136-6746/4356, 10-11=5500/3375, 9.10=5500/3375 WEBS 2-14=-459/288, 3-14=1486/917, 3.13=1979/1233, 4-13=626/1103, 5-12=161/328, 5.11=1236/1937, 7-11=2693/1650, 8-11=-476/295 FMiTek recommends that Stabilizers and required cross bmdng ha installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered forthts design. 2) Wind: ASCE 7-05: 140Mph (3-second gust); TCDL=4.2psf, BCDL=3.Ops/; h=41ft; B=45ft; L=29R; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates am MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other awe loads. 7) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0.0 wide will fat between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3957 lb uplift at joint 1 and 3970 lb uplift at joint 9. 9) "Semi -rigid pitchbmaks including heels" Member end fixity model was used in the analysis and design of this truss. 11 3938 %*: �O ATE %%40R1�p :N���` • CJ S111NA1 E00"`` FL Cert. 6634 May 18,2012 W :Vai /daignpw=wbmsendRSlDf MOM7N7BANDMCLWBDMn=REFMMNCBPAOBJUI-7473BBFORSUBS, ■■■ bourn wild for use on"th Mgek connecton. no design h lased any upon parameters shown, and is for an individual bullding component. ��• Appicabirry of design pararneters and proper Incorporation of component N renjo mlbilty of budding desgna-not We designer. trading shown Is for lateral wpport of lndMdual web members only. Additional temparary bracing to lmure stabltydudng conshucgon B the responsibility of the MOWerector. Ade"onal permanent bracinr of the overal shucture le the responsibl6ty of the bunding designer. For general guidance regarding fabric over, quarry canaL storage, delivery, erection and bracing, comu8 ANSVTFI10ua8ry Galena. DSB-89 and 001 Building Component 6901 Parke Fast Blvd. Sabfy lnMrmoBen waAabie hom Truss Plot. Iretilute,781 N. We Street. Suite 312, Alemndda. VA 22314. Tamp; FL 3361"115 NSalltlllm P'al! $p er Sp p) remberl, speciffed, thedesign values are Nine effective ONV211112 ALSO of proposed by SPI& Job I Truss Truss Type Oty Ply Q3503- Phoenix- Steger 23503 G1H Hip Truss 1 1 o e io Eau Coast Truss, Fart Pane, FL 34946 Run: L3408 Feb 242012 FMC ].30u a Apr23 2uiz MI I ek Mau$Mg, it 4 m May is i v=w zaII Yegez ID:Zg7vPAugulxOFkvELK L3gzlFg63ZEVd_zLRJmR5ohoglgoVrgr6uU_PMbZ40e01zFHil NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb dawn and 235 Ib up at 7-0-0, 103 Ib down and 235 lb up at 9-0-12, 103 lb dawn and 235 lb up at 11.0.12, 103 lb down and 235 lb up at 13-0-12, 103 lb down and 235 lb up at 1430, 103 lb doom and 235 lb up at 15-5-0, 103 lb down and 236 lb up at 17-5-4, and 1031b down and 235 lb up at 19.5-4, and 103 lb down and 235 lb up at 21-6-0 on top chard, and 871 lb down and 1124lb up at 7-0-0. 66 lb down at 9-0-12, 66 lb down at 11-0-12, 661b down at 13-0-12, 66 lb down at 1430, 661b down at 155d, 66 lb down at 17-5.4, and 66 Ib down at 19-5-4, and 842 lb down and 1148 lb up at 21-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-3=-44, 3-7=-04, 7-9=44, 16-19=10 Concentrated Loads (Ib) Vert 3=85(F) 6=85(1`) 7=85(F) 14=719(1`) 11=694(F) 23=85(F) 24=85(F) 25=-85(F) 26=85(F) 27=-85(F) 28=85(F) 30=-35(F) 31-35(F) 32=-35(F) 33=-35(F) 34=35(F) 35=35(F) 36=35(F) FL Cert. 6634 May 18,2012 ®WARMND-varydesignp-eanetmand Raw PAmoff nag x inulDEDx=RJwBFmCHPAGHJW-7473BWORSUS& Dedgn wild for use or* vath M7ek connectors. Ihk design Is based ony upon pommeters showm, and b foran lnd ual building component. App5oab101y of dalgn parameters and properincorporatlon of component Is responsbilltyof buBdinB dedgner- not mum delgner. Bradng shown Iva Is far lateral wppod of BWyiduolweb members only. Additional temporary bracing to mnee stabifyciuring construction is the responslbOry of the a )rer• erector. Adrpermanenttlonal permanent bracing of theoveraB structure is the resporelblliy of the building daem ignar. Forgenl guidance regarding FYt 1 1� fab aik8t warty conhd, storage, deMery, erection and bsacIng, consult ANSI TTI1 Quagy GBeda, DSB-89 and BCSI Bunding Component 6901 Palle Fad BM. tt iMmPine SPorbbbl �nm T�m'gPlsafecifledtheades Le valuees am thme effective 11111 2 ALSO or proposed SflB. Tampa, FL 33610d115 Jab 1 Truss Truss Type Day Ply a23503-Phoeriv-stager 23503 G2 HIPTRUSS 1 1 Job Reference (optional) East Ceast Truss, Fort Ple., FL MM Run: 4x5 = 4z6 = 3x4 = 34 = 3z4 = 314 = 3x8 = Sze = Sole: 1/4-1- Ij Sze = LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Bdeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.73 e-11 >469 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.63 8-11 >546 180 BCLL 0.0 ' Rep Suess Ina YES WB 0.61 Hom(TL) -0.11 7 n/a n/a BCDL 5.0 Code FBC2007RPI2002 (Matrix-M) Weight: 143 lb FT=20% LUMBER BRACING TOPCHORD 2x4SYPNo.2 TOPCHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOTCHORD 2x4 SYP No.2 BOTCHORD Rig id ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SYP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 Installation quide. REACTIONS (lb/size) 1-8121"-0 (min. 0-1-8), 7=81210-8-0 (min. 0.1-8) Max Horz 1=321(LC 6) Max Uplift 1=2223(LC 8), 7=-2223(LC 8) Max Gmv 1-912(LC 2), 7=912(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=149513479, 2-3=1272/3192, 3-4=1053/2912, 4-5=1053/2912, 5-6=1272/3192, 6-7=1495/3479 BOTCHORD 1-11=2850/1232, 10-11=2604/1199, 10.18=2604/1199, 18-19=26D4/1199, 9.19=2604/1199, 8-9=2604/1199, 7-8=2850/1232 WEBS 2-11=225/636,3-11=1155/376,4-11=299/499,4-8=299/499, 5-8=11551376, 6-8=2251636 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psh BCDL=3.OpsO h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pone ing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 5.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222311b uplift at joint 1 and 2223 lb uplift at joint 7. 8) Sem4rigid p@rhbreaks Including heels- Member end fairy, model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard •��i���s < 0 R 10 p �j\=% % % FL Cert. 6634 May 18,2012 Awmmi )C -Varj)r deign parmrtRen andPMD AVM 0M77B8dNDMMUDBB M/7&CBBPBRBNCB PAGBffi(-74M BBFOBB EMS. Dedgnvolid for use onb Win Mirekconnectors. Th6 design is based any upon pammetersehovm, and faran individual balding component. Ives'Applicability of design parameters and properincorporerellon of component h ,00nsblity of butding deda ss gn-not tmdesigner. Bracing shown b for lateral support of lndMdual web members only. Additional temporary bracing to inane stablRydWrig construction 4 the respamibll4fy aline MiTek' erector. Addlilonal permanent bracing of the ov simclure h the responsanty of the building designer. For general guidance regarding fabbatbn, quaftyconn L storage, dellvery, erection cnd baring, camull ANSI/Ti ll Gually Cdledo, OSB-89 and BCSI Building Component 69B1 Palle Fast SW. R faSwthem ['ae,SPor Sbe bmth rfa sPlate pecife , Me design Woes are thoWife 31 se eftenctWe 011=22H2 ALSO or proposed SRB- Tampa, FL 3as18-4t15 Job 0 Truss Truss Type Dty Ply 623503-Phoenix-Steger 23503 GJ Hip Tmss 1 1 Referenceolio al East Coast Truss, Pon Piece, FL MIND Run: 7.340 a Feb 24 2012 Print 7.350 a Apr 23 2012 M(Tek 5z6 = 114 II 7x8 = _ 7.00 12 aim - lu 3x4 310 = 3x4 = 3x4 = Y012 scale=1:50.1 6, = LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.31 10.13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vefi(TL) 0.27 10.13 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) -0.11 8 n/a rda BCDL 5.0 Code FBC20071(P12002 (Matfix-M) Weight: 164 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural mod sheathing directly applied or 5-0-8 cc puffins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid coiling directly applied or 3-8-0 oc bracing. WEBS 2x4 SYP No.3 WEBS IFew at rl 4-10 OTHERS 2x4 SYP No.3 with 2x4 SYP No.3 with 2 -10d (0.131'W') nails and cross brace WEDGE spacing of 20-0-0 cc. Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=814/0-8-0 (min. 0-1-8),8=80410-8-0 (min.0-1-8) Max Harz 1=392(LC6) Max Uplift 1=-2223(LC 8), 8=2223(LC 8) Max Grev 1=912(LC 2), 8=912(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1481/3499, 2-3=116712894, 3d=109412909, 4-6=947/2683, 5-6=1094/2909, 6.7=1168/2895, 7-8-1481/3498 BOT CHORD 1-14--2829/1212, 13-14-2829/1212, 12-13=1977/947, 12-21=-1977/947, it-21-19771947, 10.11=1977/947, 9-10=2828/1212, 8-9=2828/1212 WEBS 2-14=294/149, 2-13=-327/1027, 4-13=8821297, 4-10=255/253, 6-10=8821297, 7-10=32611026, 7-9=2941148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wild: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and fight exposed; end vertical left and fight exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for baslc load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerd with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 5.Opsf. 7) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 2223 lb uplift at joint 1 and 2223 lb uplift at joint 8. 8) "Semkigid phchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 ®WARMM-Verily dotgnPommtere andREe0N017iS OM7Nl6ANDlNCLODEDl=KRgFBRENCSPAGBBU 74738BFOIBUS& ■■■ Design valid or use only with Mink connectors. lhR us son D based only upon parameters shown, and Is far an individual buPdhg camponent. �• Appliwbifry of design porarneters and proper incwpomton of component Is resp urobtiN of buiding desgner-not buss designer. Bracing shown ■ Is for lateral copped of hdMtlual web membenonN• Additional temporary bracing to lmvre slabi9Nduing comRuction It the respomllniNof the MiTek' erector. Additional permanent brocing of the overall structure Is the responva ty of the building designer. For genend guidance regancing fob atho, quality control.s}erage, delNeq. erection and bracing, consult ANSVfPII calory Were, D58.89 and DOIluldIng Component 690/ series East find. 5o"Informatien avallabls ham Tha Plate lmthute. ]BIN. Lee Street. Suite312. Alexandra, VA M14. Temp, FL 336104115 If Soudlem Pont, t SP orS lumber is specified, the design values ere these effective 000112142 by ALSO or proposed by SPIa Jab s Truss Truss Type Dy Ply 023503-Phoenix-Singer 23503 G4 HIPTRUSS i 1 Job Reference (optional) East Coast Truss, Pon Pierre, FL 34945 Run: 7.340 s Fea 242012 Pont 7.350 a Apr 232012 MRek Industries. Ina Po May to 11:59:14 2012 Page 1 ID:Zg7vPAugulxOFkvELK L3gzlFgO-%mntgK zCdzT2FNuMNYvN99AVVKGjzJkokABYBZFHih 6-7-0 I 1341-0 i 155-0 I 21-11-0 284i-0 6.7-0 85-0 2E-0 850 67-0 3 5x6 = IOx14 MT18H G 7.00 12 10xl41vTl8H 314 = 314 = 3x4 = 3x4 = g 11 9-0-10 Scale -1:51.9 Sloe = Plate Offsets(%Y)' 11'0-0.00-1-7113'0.5-0Edgel f4,0-11-20-2-4115.0.11-20-2-41 f6.OS-0Edgel I8,0-0-OD-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.65 9-18 >525 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 SC 0.67 Veri(TL) 0.59 9-18 >583 180 MT18H 244/190 BCLL 0.0 Rep Stress Ina YES WEI 0.48 Hoa(TL) -0.08 8 n/a n/a BCDL 5.0 Code FBC2007fTP12002 (Matrix-M) Weight: 132 lb FT-20% LUMBER TOPCHORD 2x4SYPNo.2•Exwpt• 1-3,68: 2x4 SYP No.1 BOT CHORD 2x4 SYP No.2 WEBS 2x4 SYP No.3 WEDGE Left: 2x4 SYP No.2, Right: 2x4 SYP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 5-2-10 Copudills. BOT CHORD RIgId calling directly applied or 3-1-1 cc bmctng. WEBS 1Row at midpt 4.12.5.9 with 2x4 SYP No.3 with 2 -1 Od (0.131'70") nails and gross brace spacing of 20.0-0 cc. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=857/0.8-0 (min. 0-1-8), 8=857/0-8-0 (min. 0-") Max Horz 1=463(LC 7) Max Uplift 1=2223(LC 8), 8=-2223(LC 8) Max Grew 1=912(LC 2), 8-912(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. TOPCHORD 1-2=1457/3355, 2-3=1248/3267, 3-0=1163/3282, 45=830/2443, 5-6=1159/3269, 6-7=1244/3255, 7.8=1457/3353 BOT CHORD 1-12=2699/1189, 12-19=1610/830, 11-19=1610/830, 10.11=1610/830, 10-20=1610/830, 9-20=1610/830, 8-9=2698/1188 WEBS 2-12=373/888,4-12=1363/455,5-9=1357/454,7-9=374/891 NOTES 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-sewnd gust); TCDL=4.2psf; BCDL=3.Opsf h=41ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load Combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. 5) All plates am MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 4 = 4%, joint 5 = 0% 7) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 8) • This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 9) Provide mechanics] Connection (by others) of truss to bearing plate Capable of withstanding 222316 uplift at joint 1 and 22231b uplift at joint 8. 10) "SemFrigid p8chbreaks including heels" Member end fairy model was used in the analysis and design or this truss. 11) Warring: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. LOAD CASE(S) Standard 3938 ATE Off. TV. 0 R 1 S/ONA, FL Cert. 6634 May 18,2012 AWARMNG- Vujfydetgoparameters andRSADAm788 ON77716ANOIl9CLUOBDMMRBPBRBNCBPAGSJVI-7473JWDRB USK ■■■ Design valid for use onywfth MBekconnectors. Alt design h based ony upon paameters shown. and is loran Individual buffdhg component. �bj• AppAcablity of dedgn parameters and propermcomaratlon of component is responsbliy of bulding designer- not fuss designer Bracing shown Isfwbter wpporlofhdMdualwabmembenonty. Additional temporary bracing to inure slab0lyduring comlvction is the reaximbility of the MiTek' erector Additional permanent bmchg of the overall structure Is the reerr asibilty of the building designer. Fageneml guidance regarding fabrlcailon, qualty control storage, delver,, eroction and bracing, consul AWVTPIi Quarry CAedd, M11,89 and Bat Bugding Component Sam Parke East BI IsMinSobly lnfarmatlan awloss from Tmss Plate Institute.781 Ndee5treet Suite= Alexandria, VA M14. Tampa, FL33610.4115 mPere Sloor SPo)blmaeriaa re the de blues ere those eHective06NPOm2 ALSO orpr M SPHL 1 TN$$ Truss Type Dly Ply 423503-Phoenix-Stager rJmb 23503 H1H Hip Truss 1 t Job Reference foofionall East Coast Truss, Fad Pierce, FL 31916 �A sun: &10 Ml i 4x3 = 10x14 MT18H = Sx5 We = 7x10 = 1z4 II SAO = "'"' 1x4 11— 4x4 = 7xio = Scale: 1/4=1' LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 CSI Plates Increase 1.25 TC 1.D0 Lumber Increase 1.25 BC 0.96 Rep Stress Ina NO WB 0.63 Code FBC201371TP12002 (Mablx-M) DEFL in (lot) gde5 L/d Vert(LL) 0.60 12-14 >597 240 VertTL) 0.4112-14 >725 180 Ho¢(TL) -0.17 8 Na n/a PLATES GRIP MT20 2441190 MTISH 2441190 Weight: 130 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc punins. 3-6: 2x4 SYP No.1, 6-7: 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 2-55 oc bracing. BOTCHORD 2x4 SYP No.2 WEBS 1Raw at midpt 3-14 WEBS 2x4 SYP No.3 with 2x4 SYP No.3 with 2-10d (0.131"ff) nails and cross brace OTHERS 2x4 SYP No.3 spacing of 20-" oc. WEDGE Left: 2x6 SYP No.2, Right: 2x6 SYP No.2 MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (Ib/size) 2=149311-0.0 (min. 0-2.2), 8=149311-0-0 (min. 0-2-2) Max Horz 2-179(LC 7) Max Uplift 2=3105(LC 8). 8-3105(LC 8) Max Gnev 2-1794(LC 2), 8=1794(LC 2) FORCES (Ib) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2841/4397, 3.22=3287/5472, 22-23=328715472, 23�24=-328715472, 4-24=-3287/5472, 4-25=3287/5472, 25-26=3287/5472, 26-27=3287/5472, 5-27=3287/5472, 5-6=-2418/3968, 6-28=2418/3968, 28-29=2418/3968, 111111111 !� 7-29=2418/3968, 7-8=2843/4396 , 11 -1690/2365,15-3024123 BOT CHORD 1432 5098/3287,1332=5098/3287.1333=5098/3287, 33-34=509813287, ••••.�•9 1234=5098/3287, 11-12=5098/3287, 1135=5098/3287, 10.35=5098/3287, ,t��O\�'PS•A"•A�Q G E N S 8.10=-3468/2366 r��.'••�\ �� ^ WEBS 3-15=765/566, 3-14=1969/1098, 414=447/846, 5-12=194260, 5-10=1073/1930, 3938 7-10=1753/1145 * ;• NOTES 1) Unbalanced roof live loads have been considered forthis design. MfrC 2) Wind: ASCE 7-05; 140mph (3-sewnd gust); TCDL=4.2psf; BCDL=3.Opsf, h=41ft; B=45ft; L=25ft; eave=oft; Cat. II; Exp C; enclosed; • ATE ((/ MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber 0 411 'i�'r• •�(Q;� ��,, DOL=1.60 plate gnp DOL=1.60 been designed for basic load include cases with reductions for multiple conwgent live loads. rO R N 3) This truss has combinations, which �C� S� ••••�\ 4) Provide adequate drainage to prevent water pontling. ��� N All am MT20 unless d./I 10.0 Ise chord W truss has been deates 6) ThisIates signed ned for a psi bottomt live load nonconcument with an other live loads. 9 PY 111'1�11 7) •This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where erectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31051b uplift at joint 2 and 3105Is uplift FL Cert. 6634 at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. May 18,2012 W -VerOdwi-npwwnrnsead RSADMMON7Al8afUMMEDbD11MRBFMMCBPAGSJfff-7473BMDRg US6. ■■■ Design valid for use onV with Mirok connectors. ih6 design 8 based onh upon parameters shown and b for an lnflMdual buffdhg component. ��• Applkeblil of all parameters and proper inc oraffon of component Is respomblliryof burding dedgner- not hun designee Bracing shown b for lateral wppod oflndMdual web members only. Additlonalfemporrny ingtolns MoblGtydWngconsWctionoMemspmib00Nofthe MiTek' erector. Additional pemwnent bracing of the o 11 eruchne is thereveondbirly of the bullding designee For general guidance regarding fabticatbn, quality coniml, storage, delNeq. erection and dating, consult ANSVRII pearly Cdbda, 05549 and Bat Whiling Component sell Palle Seen Bbd. IfSmlyittlem Pthe SPn lSPp)WmberfTmeslspecifffN, the desLea�uuees me thoseffe rtenctive06912052 ALSO orp ed 5Na Tampa. FL53811K116 Jab 1 Truss Truss Type Oil Ply 023503-Phmabi-sleger 23503 H1H Hip Tmss 1 1 e East Coast Truss, Fort Pierre, FL 34946 Run:7.340s Feb 242012 Pant 7.350 a Apr 232012 Mrek Industries, Ina Fd May1811:59d52012 Pege2 ID:Zg7vPAugulx2FkvELK L3gz1FqO-7yLF1g7bza5KgPy4v538tMiSwcOSOBu10N4uFHig NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb do= and 161 Ib up at 5.0-0, 52 lb down and 161 lb up at 7-0-12, 52 Its tlown and 161 Its up at 9-0-12, 52 lb down and 161 It, up at 11-0-12. 52 lb down and 161 lb up at 12-6-0, 5216 down and 161 Ile up at 13.11-4, 52 Its down and 161 Ib up at 15.11-4, and 52 Its down and 161 Ib up at 17-11-4, and 52 lb down and 161 Ib up at 20-0-0 on top chord, and 583 lb down and 5961b up at 5-0-13, 39 Ito down at 7-0-12, 391b dawn at 9-0-12, 39 Ib down at 11-0.12, 39 lb dawn at 12-6-0, 391b down at 13-114, 39 It, down at 15-11-4, and 3916 down at 17.11-4, and 583 Ib down and 596 lb up at 19-114 on bottom chord. The design/selection of such connection device(s) Is the responsibiliy of others. 11) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=44, 3.7=-44, 7-9=44, 16-19=10 Concentrated Loads (lb) Vert: 3=43(B) 6=-43(B) 7=43(B) 15=473(B)10=473(B) 11=-17(B) 23=43(B) 24=-43(B) 25=43(13) 26=43(12) 27=-43(13) 26=-43(B) 30=-17(B) 31-17(B) 32=17(B) 33=17(B) 34=-17(B) 35=17(B) I I1111 A. ENa NA1 ,.,`Is FL Cert. 6634 May 18,2012 A wmmnG-VerUy deatgnparmneters, andREAD mTES ON2H113"IDfNCLUDEDMf78KRKF1QwwBPAGB=-7473 BW0R9 US6, Oesigavord cruse ontyWth War conneclors. 11n6 design is based onN upon parameters showm, and is fwan IMimud building component. AppleabiYN of design Wmrreters and properincospomtian of component b nonersib0it9 of building designer -not truss designer. Bracing shown IsforlateralsuppodoflndMdualwebmembersony. Additionol temporary bracing to insure dablGtyduring eonsfruction In the menonslblllify of the MiTek' erector. Additional pemwnent bracing of Me ovemY structure is theresponsblhty of the building designer. For general guidance regarding fabdcation, quality coal slorage. delivery, macron and bracing. consult AN51/rPll clearly Warta. D5849 and BCSI Building Component BgW PeM19 Eas1BM. 5abtylnlormation avoliable from Truss Plate lnstifule.781 N. use Street, Suite 312, Alexandria, VA=14. Temps, R 33810dt15 NSwibem Pma SPorS lumberlsspectral the design Won are Nose effective 0691121112 ALSCorpreposedbySPI9- Jab I Truss Truss Type Dty Ply a23503- Phoenix. Steger 23503 Pal Piggyback Truss 2 1 b Rare... (national) East Coast Truss, Pon Pierce, FL. 34918 zoo 12 4x4 = 3 Run: 7.340s Feb 242012 Net 7.350 s Apr232012 Welk IndusNes, ]no Fd May 18 11:59:15 2012 Page ID:Zq?vPAugulxOFkvELK_L3gzIFgO-7yLF1g7bzx5KgPy4v538tmVewgESWGu70N4a FHig 4x4 = 10 9 8 2x4 = ix4 IIW II tx4 II 2x4 = Scale -1:18.9 1-2-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) VdeB Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Ven(LL) -0.00 6 Nr 90 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(rL) -0.00 6 air 120 BCLL 0.0 Rep Stress Ina YES WS 0.11 Hom(TL) 0.00 6 Na site BCDL 5.0 Code FBC2007rrP12002 (Matrix) Wind(LL) 0.00 6 n/r 120 Weight: 341b FT=20% LUMBER BRACING TOPCHORD 2x4 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid celling directly applied or 1040-0 oc bracing. WEBS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS All bearings 9-6.2. (Ib) - Max Horz 2=45(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=152(1_10 8), 6-152(LC 8). 9=422(LC 5), 10=177(LC 5), 8=-176(LC 4) Max Grav All reactions 250 Ib or less at joinl(s) 2, 6, 10, 8 except 9=261(LC 16) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-9=224/443 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL-4.2ps1; BCDL=3.Ops/; h=41ft; B=45ft; L=2411; eave=4ft; Cat. 11: Exp C; enclosed; MWFRS (all heights); cantilever left and right "posed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.60 all by 2.40 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152lb uplift at joint 2, 152 He uplift at joint 6, 42216 uplift at joint 9, 1771b uplift at joint 10 and 176 lb uplift at joint 8. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ,11111111111 �pS k ���•,�O In, E N 39( i FL Cert. 6634 May 18,2012 A WARNING. 9evird designpormxte+a MotRSAD BUM ONTNf6ANZPHAMUDEE JUMREPERSI CEPAOEMI-7473 BEFORE VEE, Design vand foruse onI/Wth Mink connectaa. Thb design is based owupon parametenshom. and is foran individual building component. APPlicabl4ly of design parameters and proper Incorporation of component Is responsibility of bulldirq designer -not tms designer. Bracing shovm bfarlotemlwpp OofhdMdualy bmembersony. Additional temporcry bracing toInsure stability du ngconstructionIstheresponsibiftyofthe �yiTek' erector. Additional permanent bracing ofihe overall structure is the responsiblliNof the building designer. For general guidance recording raWkatbn. quality conhot dorage. dewery. erection and bracing. consult ANSI/rPll Quality Worries, 0S11b9 and B6l Building Component 6904 Pella Esd Blvd. Sakfylnfamallon availobk from Two Plate institute,781 N. Lee Sheet, Suite 312 Alexandria, VA MI 4. Tampa, FL 33610+1116 If Soothe -Pine Sear hlmberis specified, The design values are those effective 08NVZHZ by ALSC or proposed by SPIN Job 1 Truss TrussType Oty Ply pMW-Phaenix-stager 23503 I'm Piggyback Truss 2 1 b do all East Coast Tmss, Fon Pierce, FL 3494E numc»uaF..aeamacnn�,.... .+w.---I--- --.I.........,-u.,,,....s .....•e-. ID:Zq7vPAugulxOFIvELK _L3gzIFgO-?yLFlg7bn5HgPy4v538tmViCwpgSWxu10N4=FHig 4-M 11-2-0 q -0 7-2.0 Scale -1:18.9 4x4 = 4x4 = 8 7 _ D14 — IA II 1x4 II 2x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Verl(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vertm) 0.00 6 n1r 120 BCLL 0.0 Rep Stress lncr YES WE 0.07 Horz(TL) 0.00 5 n/a ma BCDL 5.0 Code FBC20071TP120D2 (Matrix) Wind(LL) 0.00 6 Tyr 120 Weight: 37 lb FT-20% LUMBER BRACING TOPCHORD 2x4 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0oc pudlns. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SYP No.3 M(fek recommends that Stabilizers and required cross bracing - OTHERS 2x4 SYP No.3 be installed during truss erection, In accordance with Stabilizer Installation oulde. REACTIONS All bearings 9.6-2. (lb)- Max Harz 2=116(LC 6) Max Upfdt All uplift 100 Ib or less atjoint(s) except 2=254(LC 8), 5=254(LC 8), 8=269(LC 8), 7-269(LC 8) Max Grav All reactions 250 Ib or less atjoings) 2, 5, 8, 7 FORCES (Ib) - Mu. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS M-167/271, 4-7=1671271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2ps1; BCDL=3.OpsY h=41ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; enclosed; MWFRS (all heights); camilever left and right expased ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load comblmdlons, which include cases with reductions for multiple concurrent live loads. "111 �1iI, 4) Provide adequate drainage to prevent water ponding. bearing. `011 5) Gable requires continuous bottom chord been designed for 10.0 bottom live load nonconcument with any other live loads. �A +• •. �e �j �v 6) This truss has a psi chord 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� , G E N S'•.,9 '�j will fit between the bottom chard and any other members. �.�,2,�; : • �' -' 8) Provide mechanical connection (by others) of truss to bearing prate capable of withstanding 2541b uplift at joint 2, 2541b uplift at �� 3938 joint 5, 2691la uplift at joint 8 and 269 lb uplift at joint 7. * ;• 9) Semi -rigid pitchbreaks including heels' Member end fixity, model was used In the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult (jualNed building designer. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ;f�: •' ATE 141 LOAD CASE(S) Standard i0'� S1�NAo��Ep•�• FL Cert. 6634 May 18,2012 Jab Truss TM58 Type Dty Ply a23503-Phoenix-Steger 23503 V4 Valley Truss 1 Job Refiffieno East CoastTmss, Fort Piero, FL 34946 Kure 1.a4u s Pee z4 zmz .... r.aau s eprza zumz mu as....same,'. ra may sa n:aa:s. am< Peso , ID:Zq?vPAug.l.QFkVELItL3gzlFgO-7yLF1g?bu5K9Py4v53BtvA 7wpBS% utON4urHig 2-0-0 4-0O 2-0-0 2-0-0 3x4 = 2x4 G 2x4 O Scale -1:8.5 i LOADING (psf) TCLL 20.0 TOOL 7.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2007fTP12002 CSI TC 0.13 Be 0.11 WB 0.00 (Matrix) DELIn Vert(LL) n/a Vert(TL) n/a Hoa(TL) -0.00 "or.) "deft L/d - We 999 - Na 999 3 Na n/a PLATES GRIP MT20 244/190 Weight: ll lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=79/3.11-2 (min. 0-1-8), 3=79/3-11-2 (min. 0.1.6) Max Hoa 1=-52(LC 6) Max Uplift 1=139(LC 8), 3=139(LC 8) Max Grav 1=93(LC 2), 3=93(LC 2) FORCES (Ile) -Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL-4.2psf BCDL=3.0psf; h=41ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concortent live loads. 4) Gable requires continuous bottom chord bearing. , 1�1IIIlf� , 5) This W rent truss has been designed for a 10.0 psr bottom chord live load nonconcurwith any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide ♦� Cj A, will fit between the bottom chord and any other members. 0 ' "' • A�e ��I� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 1391b uplift at ,4%� . ��• c E N S •. q �� Joint 3. � A� 8)"SemFrigld pltchbreaks Including heels" Member end Taity model was used in the analysis and design of this truss. 3938Q-,.,—:—�$� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard A4 FL Cert. 6634 May 18,2012 WARNING-Varo dm(7nPormmtm anut iSaD JMBS ONTNIS AND7NCLUDBObffI&CRBP BPAGBJW-747a BBPOBB USS, sign valid for use or,y Win NBrek connectors. fits design b based only upon parameters shovm, and isforan individual bulking component. plicabtityof design parameters and proper h.o amtlon of component krmpomb0ity of buBding designer -not fuss desgnw. Bmcing shown ��• xbteralwppodofindMdualeebmembenonty. Additional tempomrybmcingtoinsumstoalltydurngcomtmctbnBlhonoponsbOByofthe MiTek' sm ctor. Additional pe,anent bracing of the ovem0 structure is the respondblty l.of the bulking designer. For general guldance regarding odcafbn. quality asmud.storage,delivers, erectbn antl bracing, consult ANSVIPI1 Quality Wate.35B-89 and BCSI Building Component 6904Parks Past Bhd. etylnform.tlon avaibble from Tma Plate Institute,781 N. Lee Street. Sulfa= Alexandrla. VA 2MI4. __ -. ___ Tampa, R scal"115 Jab s Truss Truss Type Qry Ply a23503-Phoen'Ix-Steger 23503 vs alley Tasa 2 1 Job Reference toptlonalft East Coast Truss, Fort Pierre, FL. 34946 Run: 6940 5 reoza zva Pnnc raeu s Aprxa zva me ea meusmes, Inc rn may 18 11:5ee6mu raga 1 ID:Zg7vPAugulxQFkvELK L39zlFgO-T6vdFOODkEDBIYXGTobNQBEftK9MBz81G2ftcOzFHif 4-M 8-0-0 4-00 4-0-0 Scale-1:16.5 4x4 = 3x4 114 11 7-11.9 3x4 7-11.9 a0.7 LOADING (psQ SPACING 2-0-0 CSI DEFL In (loc) Well UdFML GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) Na - Na 999 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) Na - Na 999BOLL 0.0 ' Rep Stress Ina YES WB 0.07 Hoa(TL) 0.00 3 Na NaBCDL 5.0 Code FBC20071TP12002 (Matrix) 61b FT-20% LUMBER TOP CHORD 2x4 SYP No.3 BOT CHORD 2x4 SYP No.3 OTHERS 2x4 SYP No.3 BRACING TOP CHORD Structural mod sheathing directly applied or 6-0-0 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 aulde. REACTIONS (lb/size) 1=89f7-11.2 (min. 0-1-8), 3=8917-11-2 (min. D-1-8), 4=19517-11-2 (min. 0.1.8) Max Hoa 1=123(LC 7) Max Uplift 1=-179(LC 8), 3=179(LC 8), 4=-300(LC 8) Max Grav 1=106(LC 16), 3=106(LC 16), 4=230(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. WEBS 2-4=171/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psY BCDL-3.Opsf h=41ft; 3=45ft; L=24ft; eave=oft; Cal. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple continent live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcenem with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at joint 1, 179 lb uplift at joint 3 and 300 lb uplift at joint 4. 8) "SemFrigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard. Gad RS0,10 7ES ON ]XIS AND 71CLEWSD N7173CNBPBBSNCS PAGBCA-7473 BBPORSUSe. FL Cert. 6634 May 18,2012 MiTek' not PaM1e East BAN. Tampa. FL 336f a4115 Jpb } Truss TruseType Oty Ply a23503. Phoenix -Steger 23503 r1 V12 Valley Tru33 e foollonall Fast CoaatTmsa, For(Pierce, FL 34946 Run:7.3408 Feb 24 2012 Pnnt Z35u s Apr233012Mllelt Inausme3, Inm rn May le ll:ia:le 3012 Yager 1 ID:Zg7vPAugulxOFkvELK L3gzIFgO.TBvdF00DkEDBIY%GTobN08EZGK6kBzW1 G2go0zFHif 6-0.0 12-M 6.0.0 ".a 4xe = i 4x4 9 tx4 II 4x4 O Scale a 123.2 0 -7 11-11-9 LOADING (psQ SPACING 2-D-0 CSI DEFL In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.11 Haz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007/fP12002 (Matrix) Weight: 41 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purilns. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1G-60 oc bracing. OTHERS 2x4 SYP No.3 MITek recommends that Stabilizers and required Goss bracing be installed during truss erection, in accordance with Stablllzer Installation quids. REACTIONS (lb/size) 1=141111-11-2 (min. 0-1-8),3=141/11-11-2 (min. 0-1-8),4=308/11-11-2 (min. 0.1.8) Max Hom 1=194(LC 6) Max Uplift 1=283(LC 8), 3=283(LC 8), 4=-474(LC 8) Max Gray 1=168(LC 15), 3=168(LC 16), 4=363(LC 2) FORCES (lb) -Max. CompJMax.Ten. -All forces 250(lb)err less except when shown. WEBS 2-4=271/443 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDLK.2psh, BCDL=3.0psQ h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); canglever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple oonanent live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift M joint 1, 283 lb uplift at joint 3 and 4741b uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard P R(` 1 Al. Inn FL Cert. 6634 May 18,2012 ®WARNING-Per(lif designpiaanelers sadREAD M=ON7918 AIMMCLDOB06g7HRRUFMZUNCBPAGBW-747a ERFORS USS. Deslgnwrd far use onlywith Wek connectors. This design b based only upon Parameters shmm, and is foran lndiN ud bulldog component. �■■■■■■�• Applicability of design pommeiers proper and lncorporo5on of component is relponibuify of burding designer -not hus designer. Bracing shown b ralateral support otindMdualweb members only. Additionol temporary bracing to insure stabigydurro cunshuctlon is the responsibiility of the MiTek' erector. Additional pemnnent bracing of the overall stmdure is MeresponslblRyof the butane designer. For general guidance regarding fabrication quality control, storage, delNery, erection end bmoing, consult ANSi/IPI1 quality CMeda. 0.9E-89 and BCSI Budding Component 69M Peres Fast DW. Safety Information ovaibbe from Two Plate lnstltute,781N. Lee Sheet. Suite 31Z Alexantlda, VA MI 4. Tampa, FL 336104116 It Settlement" SP or3 )lumber is specified, the design values am those effective DSM(At2 by ALSO or proposed by SR6 Job I Truss Truss Type City Ply 423583- Phoenix -Steger 23503 V16 allay Thusa t 1 Job Reference (optional) East Coast Truss, Fart Pie,m, FL 34845 MiTek Santa =1:27.6 5x5 = 5s,5 = 3x8 4 7 6 5 34 J 1x4 II 3x4 = ix4 It LOADING last) SPACING 2-0-0 CSI DEFL in (loc) Vdeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) Na - Na 999 BCLL 0.0 Rep Suess Ina YES WB 0.10 Horz(TL) 0.00 4 Na n/a BCDL 5.0 Code FBC2007fIP12002 (Matra) Weight: SB lb FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD 20 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SYP No.3 Mrrek recommends that Stabilizers and required cross bracing OTHERS 2x4 SYP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS All bearings 15-11-2. (to)- Max Harz 1=-208(LC 6) Max Uplift All uplift 100 to or less atjoint(s) except 1-299(LC 8), 4-299(LC 8), 7=-411(LC 8). 5=-411(LC 8) Max Grav All reactions 250 lb or less at joints) 1, 4 except 7=329(LC 15), 5=329(LC 16) FORCES (to) - Mae. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3-481308 WEBS 2-7=261/406, 3-5-2611406 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-secend gust); TCDL=4.2psf; BCDL=3.Opsf; h=41ft; B=45ft; L=2411; eave=4ft; Cat. II; Exle C; enclosed; MWFRS (all heights); cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 for live loads. SA r ) truss has been designed forload tons, which Include cases with reductions multiple concurrent 4drainage to prevent watery nurng. bearing. ,,}����AtPS •• ....... 5) Gable requires Continuous bottom chord 6) This truss has been designed for a 10.0 bottom chord live load nonconcureru wan any other live loads. ,t O\�`,.•• C E N S ••• q �� Pali 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by.2-00 wide �� �..' .(, ; • V �' will fit between the bottom chord and any other members. 3938 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 2991b uplift at joint 1, 299 In uplift at joint 4, 411 lb uplift at joint 7 and 411 Ib uplift at joint S. 9) "Semi -rigid p'Itchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) Is always required. (� ATE Z d LOAD CASE(S) Standard w .:Standar411 Q••• n .;OR1�. C? i���Sis I O N FL Cert. 6634 May 18,2012 AWARRIM- Verb dsstgapoumrxters andRBd0 NOTES ON7W78A77B7NOLUOB0 W721CREFBRBNOB PAGBffih74M BEFORE USE, u. Designvafd faruse ontywith Wekconnecfax ThIs design 6 based only upon parameters shown, and is loran lndMduol bustling component. ��(�• Applicability of design parameters and propwincwponsfon of component is respombeily ofburcIng designer. not Muss dedgner. Bracing shown ■■�p�.YY■■■ Is for iaranet upped of lndMdual web members only. Additional temporary bracing to Insure stebilitydudng construction 4 Me responsibney of the )Tek• actor. Additional peemov nent bracing of the era0 dructure is the responslblBNof the building des'gera ner. Forgeni Widance regardIYI ing BYr 1 fab,katbn, quality conlu4 storage, delNery, erection and brocing, consult AN51/IPII Gua81y Wend. 1158.89 and Sal Building Camponeol 69M Palle Fast BNd. RS uthm Pine( SP or Sinfoneudion be lumber la Specified, Plate ,the design n Street, Suite fJloae effective 05N9rd112 ALSO or proposed SPI6. tempo, FL 3a61o41t5 Jab ] Truss Truss Type Oty Ply n3503-Phoenix-Steger 235M we Valley Truss 1 1 ReferenceJob oNo a Fast Coast Truss, Fed Plena, FL State 3x4 = s:7.340s Feb 242012 Print 7.350 a Apr232012 MiTek Industries,Ina Fd Mayi911:59:152012 Paget ID:Zg7vPAugulxOFkvELK L3gzlFgO-T8vdF00DkEDBIYXGTobNOBEbJK7EBzJiG2gcDzFHd 3,01 = Scale =1:32.5 3x4 G 1t 10 9 8 3x4 lx4 II 1x4 II 3x4 = 1x4 If LOADING (pst) SPACING 2-0A TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 5.0 Code FBC2007ITP12002 LUMBER TOP CHORD 2x4 SYP No.3 BOT CHORD 2x4 SYP No.3 OTHERS 2x4 SYP No.3 CSI DEFL in floc) gdefl L/d PLATES GRIP TC 0.48 Vert(LL) Na - Na 999 MT20 2441190 BC 0.25 Vert(TL) Na - Na 999 WB 0.12 Hoa(TL) -0.01 7 Na Na (Matrix) Weight: 71 lb FT-20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins. BOTCHORD Rigid calling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 19-11-2. (Ib)- Max Horz 1=209(LC6) Max Uplift All uplift 100 lb or less at jotrd(s) except 1-221(LC 8), 7-221(LC 8), 10=434(LC 5), l l=-479(LC 8), 8=479(LC 8) Max Grev All reactions 250 lb or less at jolt d(s) 1, 7 except 10=307(LC 2), 11=272(LC 15), 8=272(LC 16) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=258/288, 2-3=-2651448, 3-4=189/435, 4-5=189/435, 5-6=265/448, 6.7=258/282 WEBS 4-10=245/474, 2-11=-218/493, 6-8=215/493 NOTES 1) Unbalanced mot live loads have been considered forthis design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.0psY h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (ell heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent with any other live loads. 7) -This truss has been designed for a live load of 20.0psf on the bottom Word in all areas where a rectangle 3.6-0 fall by 24)-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 221 lb uplift at joint 1, 221 Ib uplift at joint 7, 4341b uplift at joint 10, 4791b uplift atjoint 11 and 479 lb uplift at joint S. 9) °Semi -rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard P 11 FL Cert. 6634 May 18,2012 AWARMRO.Vern andRBED AWISS ON 7M6 AND MMUDli0 JOWREPRRRNCBPAGB ISI.7473 BBPORB US& Dedgavolidforuse ont/Wth Wekconneaton.TlJsdedgn'ebosedont upon parametenshown, ondkloranlndWualbuldin"component. ��• Applicability ofdmign paranoten and paper incorporation of component is responsrobty of buildirq designer -not hun designer. Bracingsham ■�Y■ brorloteralwppodofhdMdualwebmembeaonly. Additional terno rybracing to lme, stawlity during oonshuction 4 the rasponsLllON of the Moleerector. Additional permanent bracing or the o fl shuctuo Is the resppndbrity of the building designer. Far general guidanceregarding fabrkation, quality conircl. Manage, delivery, erecibn and bracing, consult ANSVTPII Quality Called¢ DS049 and BMI Bu9ding Companerd 69" Parke Fast Blve. Salaty lnbrmakoh ;auloble from truss Plate In dilute. An N. Lee3tree6 Suite 312 Alexandrio, VA 22314. Tampa, ri-M10-4115 ffsboods Pale l5r5 hunberis, standitan1l, the design vatuessre those effective MMM2byALSC or proposed by SPUL Job y Truss Tmss Type Dry Ply a23503-Phoenix-Steger 235M We Veliey Tmss 1 1 jgh e re ce o tl a East Coast Tmss, Fad Pieme, FL 3494E 414 1x4 II Im II Scale-1:39.2 414 i 10 9 8 414 O 1rA II 5x5 = 1x4 II Plate Offsets( Y), f3,0-1-100-2-8115,a-1-100-2-8119'0-2-80501 LOADING (last) SPACING 2-0-0 CSI DEFL in floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.82 Vert(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress Inch YES WB 0.19 Hom(TL) 0.02 7 Na Na BCDL 5.0 Code FBC2007rTP12002 (Matrix) Weight: 86 lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD SWctural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SYP No.3 MIi recommends that Stabilizers and required cross brecing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS All bearings 23-11-2. (Ib)- Max Harz 1=209(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 1=109(LC 5), 7-120(LC 4), 9=645(LC 5), 10=742(LC 8). 8=746(LC 8) Max Gmv All reactions 250 Ib or less at joint(s) 1, 7 except 9=402(LC 16), 10=422(LC 2), 8-024(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=283/130, 2-3=103/278, 5.6=100/275, 6.7=290/135 BOT CHORD 1-10=78/393, 9-10=78/393, 8-9=79/399, 7-8=79/399 WEBS 4-9=346/686, 2-10=346/745, 6-8=3491749 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 140mph (&second gust); TCDL=4.2ps1; BCDL=3.Opsf; h=41ft; B=45ft; L-24fl; eave=4fl; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091b uplift at joint 1, 120 lb uplift at joint 7, 645 to uplift at joint 9, 7421b uplift at joint 10 and 7461b uplift at joint S. 9) "Semkrigld pltchbreaks Including heels' Member end fairy, model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard N S 393E 7Rk. "41111pIP�' FL Cert. 6634 May 18,2012 ®WARMMi-Varo dolgnParmnelm andR&W N07E8 ON 7MBAM)INCLUDED 19MREFIREWCEPA0E1111.747J BEFORE USE Design valid for use any with Wek connectors. Ab design 6 based only upon Ponamselars shovm. and is for an Individual builaing component. �■■�• AppricabiGN of depa ign rameters and proper incorporation of component b repomibllity of bullding designer -not Wss designer. shading shown Is for lateral wppod of IndMdual bmembers only. Additional temporary bracing to lnwre stability during construction Is the respomibrlity of the MiTek' erector. Addifia al Permanent Gating of the overall structure is the respobitty of the building designer. For general Mldanm regarding fabdcatbn, quality control storage, dely q, erection and Lacing. consult AN51/TPII Qually Waste. DSO-89 and Val Bolding Component 6104 Poke East Blvd. ble)fid SuffMme ice nstlM��]a8� Leessicts Tenses, FL33810i115 f5w teem Pass SPor Nmber1aPlate �tr ues arc Maeenlhre 8filO1N012 ALSO or aetl 5y SR6 Jet, 3 Tmss Truss Type Dry Ply 423503-Phoenix-Steger 23503 VM2 a", Trues 1 o e(oplionall EestC sffdds. Fad PCrtG, FL 31916 a0RT. 3Fe13242012 Pont7.3505APR32012 MnaklkkdVOA 0. In.,ltl 11 Genf rdz Faga1 ID•Zq?vP/wgelM]FkvELK L3gLFg0-xKTOSMOsVYL2vi6SIW6c/Lns0Y4wRTBUi0NT2FHie 2J 2-0 i 2x4 II 2 ZA 6 2x4 II Scale =1:9.6 LOADING (psq SPACING 2-0-0 CSI DEFL in Coe) Well Lfd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) Na - ma 999 BCLL 0.0 Rep Stress Inc YES WB 0.00 Holz(TL) .0.00 3 Na Na BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 6lb FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, BOT CHORD 2x4 SYP No.3 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ibfsize) 1=35/1-11-9 (min. 0-1-8), 3=35/1-11-9 (min. D-1-8) Max Ho¢ 1=82(LC 5) Max Uplift 1=53(LC 8), 3=71(LC 8) Max Grsv 1=42(LC 2), 3=42(LC 2) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf, BCDL=3.Ops/; h=41ft; B=451t; L-2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right "posed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with arty other live leads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 71 He uplift at joint3. 7) •Semi-figid pitchbreaks Including heels' Member end flatly model was used In the analysis and design of this truss. 8) Waring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 5,,,�0PG N S 3938 FL Cert. 6634 May 18,2012 AWARMNO-Vao daugnpar inden, mdREW NOTES ON076AND MUDDED 1117MHEPE7BKBPAGStl71-747d HEFORB USE. Dedgn vend fa use only Win Walk connectors. Thh design h baseal only upon parameters shown, and b la an lndf Wual buMNg ccmpanant. ApplicoG'Oty of design pammeters antl Popsincomaatbn of component h m onabKty of building designs- not hues dedgner. Bracing shown bf latemisuppatolindi ualwebmemberso*.Additbnoltempororybracingtolndkedablin,dudngcaahuctionhiherespomfleHtyofthe MiTek' erectsn . Additional peonent freeing of the overall skuct" h the respon cifity of the building deslgner. For general guidance recording labrkatbn, quality conhol storage, delivery, eredbn and bracng. ==It ANSI/IPII Quarry Cdedo, DS64y end BC31 funding Component 6901 Pesky East am. Sablylnlosmafon avalksblo Oam Truo Plate lnstitute,781 N. Lee Sheet. sulfa 312 Alexandrla, VA M14. tr Sguthem Prue $P or SPpq lumber is specified, the design values are those effective 0601ID12 by ALSO of proposed by SN6 T..,,FL33610�115 Jyb y These Truss Type ply Ply e23503- Phoenix- Stager 2350 VM4 Valley Truss 1 ob East Coast Truss, Fork Pieme, FL. 34918 2x4 II 2 2x4 G 2x4 11 Scale -1:14A LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC20071TP12002 CSI TC 0.48 BC 0.14 WB 0.00 (Matrix) DEFL In Vert(LL) Na Vert(TL) Na Horz(TL) -0.00 (lac) Well L/d - Na 999 - Na 999 3 Na We PLATES GRIP MT20 244/190 Weight: 141b FT-20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc putting, BOT CHORD 2x4 SYP No.3 except end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer 71 Installation quids. REACTIONS (lb/size) 1=89/3-11-9 (min.0-1-8), 3=89/3-11-9 (min.0-1-8) Max Harz 1=206(LC 5) Max Uplift 1=-135(LC 8), 3=180(LC 8) Max Grav 1-106(LC 2), 3=106(LC 2) FORCES (Ib)-Mars. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads. 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 1 and 180 lb uplift at joint 3. 7) 'Semi -rigid pltchbreaks including heels" Member end fixity, model was used In the analysis and design of this truss. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) Is always required. LOAD CASE(S) Standard FL Cert. 6634 May 18,2012 QWARMM-7erTUdeetgnpWW=tmandRSADN071d8 ON7MSAND7NCLWEDMMXRBFffiiB PAGBNR-747JBSFORBUSR, Dedgnvald for use only with Wek connectors. Thk design Is based only upon parameters shown, and is for an lndiN ual building component. Applicabilty of design Parameters and properincoiporation of component Is respombillly of building designer -not two deslaor. Bracing shown Is for lateral support of lndifidual web members only. Additional temporcry bracing to Insure stability during construction Is the respomibllity of the WOWerecter. Additional permanent bracing of the avast stmctme Is the resporel of the building desgner. Fa general guldance regarding fabrication, warty Control. storage. delivery, ereatlon and bracing. consult ANSVTPII Guallly Waste. MB49 and BCH Building Component 6901 Parke Fast 8W. 5ahty lntormTh, ovalable from Two Plate lns51ut6, 781 N. Lee Street, Suite 312 AW=naa, VA M14. Tempe, FL 3361a4115 dSouthem Pm el SP ors lumber is specified, the design values are those effective 060112012 by ALSO or proposed by SPB, J5It i Truss Truss Type Dty 423543-Phaen'x-Steger rPly 235M vM6 Valley True. 3 1 e ce o eo al East CoaslTaea, Fort Pima, FL. NW Run: T.xu s feb 24zmz Pnnc r..au a apr2u mu m..es mousems, inc rn may coo n:a..v m,a rue.1 ID:Zg7vPAugulxOFkvELK L3gzlFgO-xKTOSMOsVYL2v18SlW6cyLnlmjQtwRTBUlOr9TZFHie 6.0.0 6,g-g 2x4 3 2x4 2x4 II LOADING (psf) SPACING 24-0 CSI DEF in (loc) Vdeg L/d TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(ILL) We - n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) We - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(TL) -0.00 3 n/a r/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) LUMBER BRACING TOP CHORD 2x4 SYP No.1 TOP CHORD BOTCHORD 2x4SYPNo.3 WEBS 2x4 SYP No.3 BOT CHORD REACTIONS (lb/size) 1=143/5-11-9 (min. 0-1-8), 3=143/5-11.9 (min.0-1-8) Max Hoa 1=330(LC 5) Max Uplift 1=216(LC 8), 3=289(LC 8) Max Grev 1=170(LC 2), 3=170(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1641305 Seale=1:22.1 PLATES GRIP MT20 2441190 Weight: 23lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10.60 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabllaer Installation guide NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psF, BCDL=3.Opsf; h=41ft; B=45ft; L=24ft; eave=oft; Cat. II; Erzp C; enclosed; MWFRS (all heights); cantilever left and right "posed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for basic lead combinations, which Include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 2161b uplift at joint 1 and 2891b uplift at joint 3. 7) 'Semkrigid phchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Wanting: Additional permanent and stability bracing fortmss system (not part of this component design) is always required. LOAD CASE(S) Standard '��,�,SIoNA' FL Cert. 6634 May 18,2012 AWARMM-ve,4ydnignp,r,m era=aRRBofroTa6oNINISAfmavCLVDBDIVMKREFEREW.BPAGemra4yaEEFDRSUM ■■■■■■ Design valid fa use ontywith Mlek connectors. I'll design is based a* upon pammoters shown, and Is foran indMdual burding component. ��• Applk:ablfty of design parameters and properinmpomtion of component is responsDMy or Wfdhg designer -not Was designer. Bracing shown Is forlateml apport of MMduaiweb membeisonry. Additional temporary bracing to inure stablItyduing cmatutlon b the responsibOtN of the WOWerector. Additional peemanent doting of the overall strvtlure is theresporamilty of the building designer. For general guidance m,mding fabsimtIon, 9uarity control storage. delivery, median and bmchg. cemuB All Clearly CMeda. DS649 end BC5l Bulding Component east Pella Fast Bnd. If uLiarrnn Ante Sp oraSets) bacterhom ia, speate nsBma�Ie ftsfgn �uei arse male leffer� �1cIT12 ALSO or proposed SRB. Tampa, FL 33616/115 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y 6Eoffsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1 71 6., For 4 x 2 orientation, locate plates 0-'4J' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available In Mffek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Im Numbering System I 6-4-8 t dimensions shown t scal e) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: Indicated by symbol shown and/or SYP represents currenVold values as published by AWC in the 2005/2012 NDS b text in the bracing section of the Y 9 SPp represents SPIB proposed values as provided output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. of O M O O 1 © 2012 MiTek® All Rights Reserved mm El 0 MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 01/18/2012 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSL 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building des!gner, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each loint and embed fully. Knots and wane at joint ocations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protectedfrom the environment in accord with ANSI/TPI I. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with live re ardent, preservative treated or green lumber. 10. Camber Is a non-structural consideration and Is the responsibiffy of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate true, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In of respects, equal to or better than that specified. 13. Top chords must be sheathed or purfns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no celfng is Installed, unless otherwise noted. 15. Connections not shown are the responsbifty of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with pro)ect engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with AN51/1PI I puafty Criteria.