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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in ac=''-a„ce with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. SCANNED ` MiTeko St.LuciiieCoueh( RE: 24641 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: JMC Contracting Project Name: Marcello Res. Model: Tampa, FL 336104115 Lot/Block: Subdivision: Address: 1848 Wildcat Cove Dr. City: Ft Pierce State: FI. Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License A Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20)20 7.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Floor Load: N/A psf Roof Load: 55.0 psf This package includes 40 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT4729643 -CJt 2/21/013 18 T4729660 A3 2/21/013 2 I T4729644 I -GAA 12/21/013 119 I T4729661 I A4 12/21/013 1 I3 IT4729645 1-CJ3 I21 1/ 13 I20 IT4729662 IA5 I2/21/013_I 14 T4729646 -CJ3A 2/21/013121 IT4729663 IAs 2/21/0131 I5 T4729647 I^CJ5 I2121/013 122 IT4729664 'IA7 12/21/0131 I6 T4729648 1^CJ5A 12/21/013 23 T4729665 As I2121/013 I 17 IT4729649 I-EJ3 2121/013 124 IT4729666 IA9 I2/21/0131 8 IT4729650 -EMA I2/21/013 25 _ T4729667 IA10 I2/21/0131 9 T4729651 -EJ5 2/21/013 126 IT4729668 lAll 2/21/013 10 IT4729652 -ER 2/21/013 127 IT4729669 IA12 2/21/013 11 IT4729653 -EJ7A 2/21/013 128 IT4729670 IA13 2/21/013 12 IT4729654 -HJ5 2/21/013 29 T4729671 A14 2/21/013 13 T4729655 -HJ7 2/21/013 30 T4729672 A15 2/21/013 14 T4729656 -HJ7A 12J211013 131 T4729673 A16 2/21/013 15 T4729657 -HJ76 2/21/013 32 T4729674 A17 2/21/013 16 T4729658 Al 33 T4729675 A18 17 T4729659 A2 2/21/013 34 T4729676 B1 2/21/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. 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, perANSI/TPI-1 Sec. 2. Al =-0 t¢; .', STATE OF FL Cert. 6634 February 21,2013 Velez, Joaquin I of 2 RE: 24641 - Site Information: Customer Info: JMC Contracting Lot/Block: Address: 1848 Wildcat Cove Dr. City: Ft. Pierce Project Name: Marcello Res. Model: Subdivision: No. Seal# ITruss Name I Date 35 IT4729677 IB2 2/21/013 36 IT4729678 IB3 2/21/013 37 T4129619 C1 2/21/013 38 T4729680 C2 2/21/013 39 T4729681 C3 2/21l013 40 IT4729682 I C4 2/21/013 State: FI. 2 of 2 Job Truss ": was Type Oty ply T4729543 24641 -CJ1 Jack -Open Truss 4 1 Job Relearned o tional East Coast Truss, Fort Pierce, FL 34948 7.350 a Sep 262012 MiTek Industries, Inc Thu Feb 21 13:06:50 2013 Page ID:bY47az9k0A0_ueiO4zc7RMz17ND-7845Bw0161Q?VRaDdrYyTVsT9spLdFPTrgOxx8ziwH o0 o-0 .a 24TU I 1a0 Refer to MiTek'TOE-NAIL" Detail for connection to sale ° 1.9.7 supporting Carrier truss (typ all applicable Jackson this job) 3 4 6.00 F12 2 �• s 3x4 = 1-00 I 1-0O LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 VerhLL) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.00 7 >999 180 BCLL 10.0 ' Rep Stress Inv YES WB 0.00 Hoa(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2010TP12007 (Matrix-M) Weight: 7lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2a4 SP No.3 BOT CHORD Rigid calling 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) 2=27910-8-0 (min. 0-1-8), 3=241Mechaniml, 6=38/Mechanical Max Hom 2=126(LC 8) Max Uplltt2=-329(LC 8), 3=-31(LC 2), 6=54(LC 2) Max Grev 2=316(LC 2), 3=51(LC 8). 6=89(LC 8) FORCES (Ib)-Max. Comp./Max.Ten.-All forces 250 Qb) or less except when shown. NOTES 1) Wlnd: ASCE 7-10; Vuft-170mph (3-second gust) Vasd=132mph; TCOL=9.Opsf, BCDLa7.Opsf; h=15R; B=45ft; L=24X; eave=4X; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 4)• This truss has been designed for a five load of20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit ,+iI111 between the bottom chord and any other members, with BCDL = 10.0psf. \` 5) Referto girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 3, 6 except T=lb) %\\\ 0.01N O,.• PI •• ` 2=329. �� G E �� �: �\ SCC• 7) 'Semi -rigid pgchbreaks Including heels' Member end tufty model was used In the analysis and design of this truss. `� % 1 10 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 661$2 LOAD CASE(S) Standard it z T F :�141� %i c .� .�� (�P N nnun+" FL Cert. 6634 February 21.2 13 ®WAR=D-Perijydnignpm=,ta.=d RS01M SON7WSANDINUEIBD19=RBFBRMCBPAGBMU-7473BBPOBBUSB. DeYgnvofdfauseo*Wth M7ekmnnmlars.ltiadesign'abased only Won paamefers stawn. and b faanindM ualbu➢dng component. . Applcab5y of design parameters and properincapaalion of componml b reeaonsb5iy of WHeng dedgner-not Inns designs. B nxdna.sfawn Is /a lateral wpporl of NCMdual web members only. Additional temaoray bracing to Wrae eoWty during coratwctlon k the resporabiny of the MiTek' erector. ACGBonal penwnml bracing of the oveafl structure 4 Meresp fliyofthe WeCmg desrener. F gmeml guidance regarding fabication. qualty control, storaoe. del.ery. erection and bracing, conwil ANSI/TPII Quality Warta.DSB-a9 and BRl BaBtling ComPanmt fi901 Parts Fay aIW. Safeylnlormoeon avalaNa from T. Plate Butetrte.MI Ntee Sheet. S.Ro 31Z Alexandrm VA MIA Tampa. FL s38104116 if Southern Psne l6P or )bsmberias the clef %Blues erethose efteetfveMi M2 byALSC cirproposedby SPIA r pty Job Truss -"'. .uss Type Ply T4729644 24641 -CJ1A Jack-0pen Truss 8 1 Job Reference factional) East Coast Truss, Fart Pierre, FL 34946 7.350 a Sep 262012 M7ek Industies, Ina Thu Feb 21 13:06:51 2013 Page ID:bY47az9k0A0_ueiO4zcl RMz)7NDbKeUOGPfteAs6b9PBY3BgPILFAOMifd4OV4aziwH 141-0 -t-0e I 1-0-0 1-DO Seale=1:7.1 3 4 6.00 12 2 d d d 1 Q•o e Q°e 4e Q° 14= 1-DO LOADING(psQ SPACING 2-0-0 C51 DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.00 7 >999 180 BCLL 10.0• Rep Stress Ina YES WB 0.00 Hort(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2010rrP12D07 (Matrix-M) Weight: 5lb FT=0% LUMBER BRACING TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 11-0-0oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10-0-0oc bracing. M7ek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation REACTIONS (lb/size) 2-136/04-0 (min.0-1-8), 3=13/Mechanical, 6=9/Mechaniwl Max Hoa 2-79(LC 8) Max Upli02=126(LC 8), 3=10(LC 5) Max Grew 2=151(LC 13), 3=18(LC 13). 6=16(LC 8) FORCES (lb) - Max. CampJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wnd: ASCE 7-10; Vu8=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsr; BCDL=3.0psh h-15ft; 8=4511; L=24ft; eave=oft; Cat II; Exp C; End., GCpi-0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about hi center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencumem 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 IlI11111/ /� een the bottom chord and any other members, with BCDL = 1 O.Opsf. VF� 6) Provide rto mechanical cofor n ecti trussss to (by others) connections. s to bearing plate capable of mitstanding 100lb uplift atjolnt(s) 3 except QtAb) 2=126. �,,QP,a G`E N �: •�.� SF•`:? �i 7)"Semkrigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �� 8) Wareing: Additional permanent and stability bracing for Ws system (not part of this component design) is always required. N 68182 •' *;• LOAD CASE(S) Standard 9; T OF '�4U 00..A ON � nnulgll� FL Cert. 6634 February 21,2 13 ANARMM-Vady designpacv den ondREW N07E8 ONTBIS ANOJNCLfWED MTEICREFEREWBPAGEX77-747319EPOR9 USB. Dedgnva6dfaruseontyvth MTekconnectem Thbdedgnhbos orNupenpaamtensh and&locnbdJdu WmgcomponenL ■ APpliaab0ity of design paramelen and properincorporaaon of component brespomR,yN of bu9dhg designer -not buss designer. Bracing shave h talotemisuppart olFdMduolweb membenony. Additional temparaybrocing to Napa dobiLlydurug carahuction is the req bn Hly of the MiTek' erector. Addiional permbr anent cci,p of the ovaa9 shucfure hlherespc nflaXly of the laureling designer. Far general guidance regadiq labrkation. auar4y conhoL storage. deMery.eredionaM bracing, comu8 ANSI/rrl10ually Craedo.DSO.89 and BCSl Building Component 6901 PaAe Fan &W. Safeylnlormu8on avabble ham Trus Plate institute, N. LeeSkeel. Suite 312 Alexandria. VA 22314. Tempe. FL 33816d115 if SaMem PmetSP or Nmberis specified, The design values am drove effective 01101IM2 by ALSO or proposed by SR6 Job Truss '.:uss Type Dry Py T4729645 24641 -CJ3 Jark-0pen Truss 4 1 Job Reference (optional) East Coast Truss, For Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Inc. Thu Feb 21 13:06:522013 Page ID:bY47az9k0A0 ueiO4ze1RMzj7ND3WCsbcDHeyliklkbkGaDZWxPM69vmI v2e1ztWH -z.aa coo Scale v 1:14.8 3 4 am d 2 6• 6 6 6• g 2x4 - 5 3-0-0 34W Plate Offsets 2:0-1-80-1-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.63 Veri(LL) -0.DO 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Ved(TL) -0.00 6-9 >999 180 BOLL 10.0 ' Rep Stress Ina YES WS 0.00 Horz(TL) 0.00 2 Na Na - BCDL 10.0 Code FBC2010/TPI2007 (Matra-M) Weight: 13 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing direly applied or 3.00 oc purlins. - BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. MTek recommends that Stabilizers and required cross baring be Installed during truss erection, In accordance with Stabilizer Installalloo flulde. REACTIONS (lb/sae) 2=303/083 (min. 0-1-8), 3=63/Mechanicel, 6-02/Mechanical Max Hom 2=186(LC 8) Met[ Uplift2=-223(LC 8), 3=52(LC 8) - Max Grev 2=340(LC 13), 3=83(LC 13), 6=49(LC 3) FORCES (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=337/150 BOTCHORD 2-6=14B/333 NOTES 1) Wnd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh h=15ff; 8=4511; L=24ft; eave=oft; Cat. IL Exp C; Encl., GCpl=0.18; MWFRS (directions[); cantilever leg and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 0 degree its % `11111111111 /, 2) Plates checked for a plus or minus rotation about center. ., 01 N 3) This truss has been designed for a 10.0 pal bottom chord live load noncencumerd 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 ld �� PQ• ...... ` Ig'• between bottom BCDL = 10.0psf. ,`� ,0 •.•`o % F•••, �� the chord and any other members, with 5) Refer to girder(s) for truss to truss connections. N 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoim(s)3 except (jt=lb)2=223. •• * 7) "Sedmi-rigid pftchbreaks including heels' Member end laity 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. 0: LOAD CASE(S) Standard . 4u F 00•.AT ��� SS • • %% FL Cert. 6634 February 21,2 13 AWARIMM- VeriPj desigtpaxaneters a ndR810MnE80NMUSMMMCLEMWM =REFMWJiMPAGEAM 7473 BEFOREUSS ■■■■■■ Design valid use onlyWith Mifekconnectorsihtrdevgnisbasetl ontyupon pavmelm shown. andkfarentndl i ual1bvMhgc=wnent. (•] ApplkabnNotdesign parameters mtlpropertrworparaHw o/cwmponenik responsbAiryof buldn9 devgner-nothuodesigner. &sing shown r k Mlaferal wpporl otmdMawlvwb memberroNy. Addtiona lemparorvaaamg to lnaaedaUlty during construction Is the responsibility of the Mewerector. AddHonmpmnor,mtbsodngoftheovcwlsh d mkmeres =o Mtyofthe WHWngdesigns.rorgmemtWWanwregarding fabrication. quality mnhd, e=ge, del'neey, orectbn and bacng, wruW A NSVrPll Queer Made, DSBAP and Bat Building Component 69M Parke East BN4. Safelylnlarmalan avai bbhom7mu Plate WtiWId.781N.Lao Skeet Sule312Alexandlo VA22314. T.N.FL336104115 If Southern Pule ISP or Wmberls specified,the design values amthose effective ONtrh112 byALSC or proposed by SP18. Truss Ina -1.40 1 3b0 � 160 360 Tx4 = Sao =t:123 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 SCOT. 10.0 SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 125 Rep Stress Ina YES Code FBC2010rrP12007 CST TC 0.15 BC 0.11 WB 0.00 (Matrix-M) DEFL in (loc) Wag L/d Vert(LL) -0.00 6-9 >999 240 Vert(TL) -0.01 6-9 >999 180 Horz(TL) 0.00 2 Na Na PLATES GRIP MT20 2441190 Weight: 111b FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 34)-0 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10h0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation uid REACTIONS (lb/size) 2=228/0.8-0 (min. 0-1-8), 3=70/Mechaniwl, 6--ar0/MechanimI Max Hoe 2=140(LC 8) Max Uprift2=126(LC 8), 3=63(LC 8) Max Gmv 2=257(LC 13), 3=91(LC 13), 6=53(LC 13) FORCES (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less exceptwhen shown. NOTES 1) Wmd: ASCE 7-10; Vuti=170mph (3-second gust) Vasd-132mph; TCDL-3.Opsf. BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=ift; Cal. 11; Exp C; End., GCpl=0.18; MWFRS (directionaQ; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree notation about its center. 3) This truss has been designed for a 10.0 psr bottom chord live load nonconcunent with any other live loads. 4) - 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 111111111 / between the bottom chord and any other members, with BCDL = 10.0psf. Qui N Vtt1����I�� 5)Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 3 except (t=1b) 2-126. ,`��� ,% C. OP•• E N •' �F fairy in design this truss. �� �: •�.� SF• ? 7)'Semi-rigid pitchbreaks Including heels' Member end model was used the analysis and of �� 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 182 b t$ * '* LOAD CASE(S) Standard ��•• T VIIC ••u fO FL Cert. 6634 February 21,2 AWARNING-PerTg design parameTerspndRSaONOTES ONTWS AND INCLL1DSDbII7EICRBFERENCSPAGEffiI-7473BEFORBUSE, ■ Dedgn yard Muse o"th m7ek connector. This de ign is based o* upon pwametec shovm, and k fw an indlvkl a building cornpenent. Appl'icab6h of design parameters and proper lncwparaticn of component Is r ,aondbiity of budding designer- not two dedgner.&adng shown ■�Yr kfwblerewpp dofindry oIvebmembeno*. Ad Nonol fempara,b cing to inane 0clady cuing mnshuction b The regw iih of the MiTek' .1.AtldBonvl pemnnenf bhacilg of ma overal shuclue 5 Ma respmdb3N of the Wilding designer. Far general guitlanrnregadvg fad"collom quality control storage. derNey. eiecfion and bracing. co;Wt ANSVT911 puaNy hlteda, D5349 and SCSI Bulding Component 6664 parka Sash [NA. safehhnlarma5en awD.bleW.T.PWt.WH� t.,Ml Klee Sheet.S.It.312Alean&m VA22314. Tempe, FL=164115 N "Ztv m came r W., fool hrmlvr is.ktlflel Me M.fnn value. ere thole etteetive 01101Q0112 M ALSC or incensed by SPI6. Truss r�russ Type Ply Job 0ty T4729647 24641 -CJ5 Jack -Open Truss 4 t ob Reference foofonall East Coast Truss, Fort Pierce, FL 34946 7.350 s Sap 26 2012 Mnrek Industries, Inc. Thu Feb 21 13.06:53 2013 Page ID.bY47az9k0AO_ueiO4xciRMry7ND-NmEpyRvPF02MvJolz5f58U P3n7gc8w%eebBTzixH Sao r -2-OD i 2.6D Sd10 I Scala=1:19.8 3 4 B.DD 12 N 2 A S 6 Q Q 1 $ 2,A - • o S o LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.02 6-9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.05 6-9 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 19 to FT=0% LUMBER BRACING TOPCHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0oc pudins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 1GG-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (Ib/s'Ize) 241010-8-0 (min.0-1-8), 3=113/Mechanical, 6=7411fledlanical Max Horz 2=247(LC 8) Max Uplift2=240(LC 8), 3=104(LC 8) Max Gnav 2462(LC 13), 3=148(LC 13), 6=81(LC 3) FORCES (to) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=369/68 BOTCHORD 2-6=193/576 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B-0511; L=24ft; eave4ft; Cat. 11; Fxp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree ion about 3) This truss has been designed for a 10.0 sf bottom chard live load nonconw0ent with any other live loads. • ,`,u' N 6. VF 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-GO tall by 2-0.0 wide will fa �.[.�I between the bottom chord and any other members, with BCDL=10.Opsf.)�P'•\ Cr E N S •:`� �j �� 5)Refer to girder(s) for truss to truss connections. �. F•••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except at -lb) 2.240, N 1381$2 •: 3=104. * I 7) •Seml-rigid phctlbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for twss system (not part of this component design) is always required. it x LOAD CASE(S) Standard i� .9 T OF FL Cert. 6634 February 21,2 13 A WARNING- 17mn drsignpaxametm=dRBM MM ON711118AIIDJNCLUDODDIITSKRffiISFUMBPAGBIID-7473 BUORIS U88'. Oesgnv dfor use o* Win Wek connectors. M4 design h boned only you parameters sh paraetoves and h foron�vkfual building component. ■ AppbcabbitYofdedM parameters and poperkicaporafan ofcomppnent isrespanrolty of buWhg dedgner-not nuv dedgner. Bradrg shown i hforlatersl= podofbxMkfuolweb members only. Adallanmtemparaybmak,ptohaseMobil camhaptianhtheregoomWityafine MiTek' erector. Addfiond pennant bracing of Me overall structure is Me responsiaty ofthe buBt ngdesigner. forgenerot evidence regarding fabrkaibn, qudirysxnlroL storage, dernery, erection antl braahg, consufl ANSVfPII Quarry CrBeda. U51149 end Sal Bubding CompaneM 690/ Parke EaA BNtl. Safety lnlarmaHon avaWble tomiNss Plate Wtilule, ]BI N.L Se .t.Suee312.Alexandim VA2231d. Tempe. FL 336104118 UsoutMm Pine SP or$ lumberis specified, the des values erethase effective 001DM2by ALSCor M SRd Jab Truss '.razz Type Oty Ply ` T4729648 24641 -CJ5A Jack-0pen Tess 4 1 Job Referenceo fional Fast Cast Truss, Fort Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Ina Thu Feb 21 13:06:54 2013 Page ID:bY47az9k0AD ueiO4zc1 RMzj7ND-7vKc01SYAZYWLk shdueLl SDT6nZ303m109gvziwH n.o.o cn0 I toes sao I Scale=1:1&2 3 4 8.00 12 d 2 s c 5 2x4 = S le 5b0 LOADING(pst) SPACING 2-0-0 CSI DEFL in (too) Udell Lrd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.02 6.9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 125 BC 0.34 Vert(TL) -0.05 6-9 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1811, FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 ac puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10U0 oc bracing. MTek recommends that Stabilizers and required cross braving be installed during truss erection, in accordance with Stabilizer Installation uid REACTIONS (Ib/sae) 2=345/08-0 (min. 0-1-e), 3=116/Mechanical, 6=77/Mechanicel Max Horz 2=201(LC 8) Max Uplift2-157(LC 8), 3-108(LC 8) Max Grav 2=389(LC 13), 3=151(LC 13), 6=83(LC 3) FORCES (lb) -Max. CompJMax.Ten.-All forces 250 its) or less except when shown. TOP CHORD 2-3=645/178 BOT CHORD 2-6=383/918 NOTES 1) Wind: ASCE 7-10; Vu8=170mph (3-secend gust) Vasd=132mph; TCDL=9.Opsh BCDL-3.0psf; hat 5R; B=45R; L-248; eave=oft; Cal 11; 6cp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a us or minus 0 degree rotation about Its center. lload " 114, 3) This wnefor a rviel nall ,` ,(iN wherearectang a 3.6-0 tall by 241-0 wide will fit 4)' ThisW has been designed for ae 20.Opsf of the bottom between the bottom chord and any other members, with BCDL =10.Opsr. E N ' �• ` �� 5)Refer to for truss to truss �: •�.� SF':� �i glNer(s) connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=157, �� N $$1 $ 2 •: 3=108. * 1 7)'SemHigid pBNbreaks 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. • cc LOAD CASE(S) Standard iro .9 T F :O• N p' E����• till FL Cert. 6634 February 21,2 13 AWARR -gero designPanmrtdm cendREAD ROTES ONTRISANDLMCr.IMSD Nrr=RBFH7BNCB PAGBRUI-74n BPAORI3 USB DeagnwAd forwse o*Wth Wek conneclors+ the design It based! onb upon{warretesdno and h faan WiJxlual busaFM component.• AppBcabnly of dedgn parameters aM Iroperincomaratlon of component b responsmWly of bwOmng detlgner-not truss designer. Bracing shovm uradabigydwtrg io nfifyafiha teerespo MiTek' eneatcr. AddsonaloflndMentbro kVofth overa structuregoner regar permanent brec4g Quezon responsibility erects. Add the b oft" W..Id,ic[M designer. car general guidance and bre I vethe consult A lBulleg Comng quality ria, VA Glleda. DBBa9 and aC51 au2ding CompaneM laMinle,C"Icontras,dmage,dsPlate erection andb fi904Parke FastBM. Solely lnlaa Lee Street. Alexan 2Z110. aorS4W from Tampa.R33616d115 tt SvuMem Prue lSP or SPp)Wmberls apetlfieQme des values ueNme etteetive0BI07UDR by ALSO or proposed by 5N6 P. eriPlatecifiedthedesLee aluel.5ui1e312.seffecdneD Job Truss - °'was Type ON Ply _ T4729649 24641 -EJ3 Jack-OpenTruss 3 1 job Reference (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 262012 MTek Industries.I= Thu Feb 2113:06:552013 Page ID:bY47az9kOA0_ueiO4u1RMrj4ND-T5u-EeSAstgHbCTA0087AZZOMV WIWeDyTiDMziwH axe 388 8ra1e=1:13.7 2 e.on 12 _N l�alt1�i 1 I G' 6 3 6• d• 21= 388 38 LOADING (psf) SPACING 2-0.0 CSI DEFL In (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(rL) -0.02 3-0 >999 180 BCLL 10.0 • Rep Stress Ina YES WB 0.00 Hoa(TL) 0.00 1 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matrb(-M) Weight 11 1b FT a 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 3-6-8 oc puffins. BOTCHORD 2x4 SP No.3 BOTCHORD 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) 1-19510-8-0 (min. 0.1-8), 2=81/Merhanloal, 3=54/Mechanirai Max Horz 1=105(LC 8) Max Uplift 1=52(LC 8), 2=73(LC 8). 3=2(LC 8) Max Grev 1=221(LC 13), 2=106(LC 13), 3=58(LC 13) FORCES (Ib)-Matt. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=353/140 BOTCHORD 1-3=2611489 NOTES 1) Wind: ASCE 7-10; Vu8=170mph (3-secand gust) Vasd=132mph; TCDL-J.Opsf; BCDL-3.Dpsf, h-15ft; 13=4511; L=241t; eave=oft; Cal. 11; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) Plates for a plus or minus 0 degree on about its center. for chardlivenany loads. has f20, "VF�,��jl esigned ra°We rM1 ,,IN as where allve the bottom chordrIn all arent ad osf been deen fogned 4)- ThiswWss psf rectangle 3-6-0 tall by 2-0.0 wide will F� between the bottom chord and any other members, with BCDL=10.Opsf. ,�� ��.••� E N S •• ��� 5) Refer to girders) for truss to truss connections. : �. F•••, �� 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 10016 uplift atjoint(s) 1, 2, 3. N 88182 7)•SennHigid pitchbreaks Including heals" Member end Italy model was used in the analysis and design of this truss. =*�• 8) Warning: Addkional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard -13 T F :�4(J� 0: N Al'sgN nn 7uu0A FL Cert. 6634 February 21,291 Q WARN1N0- Verify dcignparmrteters andRE01171YOM ONIMSAAD INCLUDED AV=RE FERBNWPAGBIIN-7473 BEFORE USE, pedgnvaGd far use onywfih MIekconnectavrhisdesignkbasedadyuponpamrrelerss , andtskranindwidudbuWngcomPonent. AppkabSN of design parometemend poperincapaatbnofcomponentkresponsb&NoibuOdng designer -not M1ussdsal r .6mdngshown ■■��•�YY�■■■■ kforlatmalsupport ofbdmtluduebmemberso*. Addliondtempo acbgto InsuredabiGtydudngcrorafonk theresp ttdUyofthe MiTek' erects. Addii dpe nmil ochgoflheoveratsWdwahtharespmsdWLlyoflMbwldmgdesgner.Fargenerd Widanceregardup fabdcatbmquatN ntrotdmag%deGuery,esedbnondba g,w W MSVfPII Guardy Organic, of"? and BOO Buiding Componeid 6964 Parke East aiw. Safeylntama6an avaiabtekanrmss Platakatikde,7al Klee Skeet.SMe312Akxan .VA22114. tt Southern Prue lsPorS btmberts specified,the design values sre Mese eBedive 06,01f2D12 by ALSO arpmposed by SRe. Tern,,PL3361a4115 Job Truss - Truss Type 0ty Ply 74729650 24641 -EJ3A Jack -Open Truss 1 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL 34946 7.350 a Sep 26 2012 MTek Industries, Inc Thu Feb 21 13:06:55 2013 Page ID:bY47az9kOAC ueiO4zelRMzj7ND-TSu_EeSAxtgHbCTA0097AZZM9LNUMDy7iDMziWH ue Scale=1:13.7 2 1.4 II 6.o0 12 LIA 0 6 6 3 6. HUS2d 3m = 94 II 388 388 Plate Offsets X 1:0-1-120-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0,03 35 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.05 35 >784 180 BCLL 10.0 • Rep Stress Ina NO WB 0.03 Hom(TL) 0.00 3 Na Na BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight 16 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 3.6.8 oc pudins. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid calling directly applied or 10-D-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=620/U8-0 (min.0-1-8), 3=637/MechmIcal Max Horz1=103(LC 8) Max UPIift1=216(LC 8), 3=274(LC 8) - FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 1111111111! between y other members, Ocapable 6) P 0mechanicalr to girder(s) taro ss to connection (by others) 1 ofstruss to bearing plat of withstanding 1001b uplift at joint(s) except (jt=lb) 1=216,C,E N • 7)'Semi-rigid pftchbmaks including heels' Member end fairy modal was used In the analysis and design of this truss. ` N ••T 1. 66182 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 1.8.12 from the left end to connect = * -� buss(es) B3 (1 ply 2x4 SP) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 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 of the truss are noted as front (F) or back (B). g T F LOAD CASE(S) Standard Increase=1.25 �� ;/C p•; �• ��� �•� ` 1) Regular. Lumber Increase=1.25, Plate Uniform Loads (2=60, ���/ASS ••N%,` 1-3=35 Concentrated Loads (lb) 1111111fit" Vert: 6=935(B) FL Cert. 6634 February 21]213 ®WARNM- Peft dwignyarmrstera andRSdD NOTES ON7WS AND INCLULIED MMUCREIMEENCBPAGSI91-7473 B70RS USB ■■■ �[:{�• Design writ' fmase orJ/Wth Wekconnectas TNs design k hosed only Wan pammeten drovm, arW b lmon hurt dual buibbg component. APpricabl4 of desire porometen and Properincrorpmotbno/component b respom6sdry of bWtling de9gner- not taco dedgner. Bracing shown �Y� menthe 60ydW reywnubary of tha 8ecta. MiTek' IWgenectionhtM Addronrl peatl eaNweb ovm drutimdtemporaybmrsglobouldir ereatm. Addiiarwl Permanent bacn9 of the overall shuctareb iha respmutxLy oftheS11"l b voray Weti er. roc general01 BuNde g Compo labdcatbn. waGy control, dmapa. tle0very, erection mid bracNg. comaA ANSVRI1 DwGly CdlMa. p58.89 and eC41 eu041na Componerd fi9al PaAe Eas " Solely lnlamallon avaiable horn Trvss Pbie katilute,T8lN. tee Sheet.5We312 Alexantlda. VA 27314. d 5outhem Poe SP or SPp) Wmberis specified, the de values erethose effective DM0t/20f2 ALSC or mby SPUL Tampa, FL saa1D4115 Job Truss - 5.vss Type Oty Py - T4729651 24641 -EJ5 Jack -Open Truss 3 1 Job Reference o finial East Coast Truss, Fort Pierce, FL 34946 7.35D a Sep 262012 MTek Industries, Ina Thu Feb 21 13:06:56 2013 Page ID:bY47az9kOAC ueiO4zelRMzj7ND-yISNR_ToiAo8DM2Nz5fMjm6WTGo3lz MDctGk=iwG -1-0-o i 1a Moo i Scale =1:182 3 6A0 12 2 1 6' 4 A d � 14= 500 580 LOADING(psQ SPACING 2-0-0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.02 4-7 >999 240 MT2O 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.35 Vert(TL) -0.06 4-7 >999 180 BCLL 10.0 • Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2O1O/rP12007 (Matrix-M) Weight lB lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-O-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-OO oc bracing. MTek recommends that Stabilizers and required cross bredng be Installed during Wss erection, in accordance with Stabilizer Installation uid REACTIONS (lb/sae) 3-113/Mechanice1,2=348/0-8.0 (min. O.1-8),4=721Mechaniral Max Horz 2=199(LC 8) Max Uplif:3=103(LC 8), 2=160(LC 8) Max Grev 3-147(LC 13), 2=394(LC 13), 4-77(LC 3) FORCES (Its) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2J=666/187 BOTCHORD 2-4=395/947 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL-9.0pst, BCDL=3.OpsO h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL-1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. tutu; N 111 11� 3) This bcc truss has been designed for a 10.0 psf bottom chord live load nonncuOent with any other live loads. tt � , , 4) • This truss has been designed for a live load of 2O.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=1O.Opsf. �% ........ [.�j� �, •�pENg•• FPO ��. V �� 5) Refer to girder(s) for truss to truss connections. lC•••• 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100lb uplift at joint(s) except (it -lb) 3=103, N 68182 ••.* 2-160. *;• 7) "Semt-rigid pitchbreaks 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 i9•T F • (V i N Al E�tt`. filllilt" FL Cert. 6634 February 21,2 13 A WAR18AG- Vatjo detgnpc mredera andRSafl NOM ON7WSdf81 NiCLUD&1MM UCRBF57iBMCBPAGBMJ-7473 BUORB USR DedenvaOd lamaonywithWekconnxlon.ih'sdesign is m cnyupon pm tegstxrvm.and4faonindnidudbuMd gcomponent. �• ITS APPIIcabatYoldal,nWramalenand g Wincorpaationolmmponmik mu3SyotWOdlr de gna.mttm dedgna. Bmdngshown hforWk lwppodofhdMdual bmembersony. AddNomltemp Wbrachgtoinwre OoGllydu gcro cfmhMarespona fyofthe MiTeW evecln. AaQtlond permanent bracing of the averal sbudae beta reoonsibayof the buOdng de99ner. For genaat guidanmreamdirp fabrication. quality control. dorage. deOvery. erecrunard bracing. co.11 ANSITFII Q.Jky Mada, DSB49 and Rat Building Component 6904 Papa Fast ehd. , lruANl Tempe. Fi aie160115 aeris�le 11S tlleno Prue SPw 4)lnkr the dest�szlueSaRMmeeHeNve 0691DOtM ALSO or sM by SP Jab Truss ^+cuss Type city Ply T4729652 24641 -EJ7 Jadc-0pen Truss 14 1 Job Rd.. a fwnal East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MiTek Industnes, Inc. Thu Feb 21 13:06:57 2013 Page ID:bY47az9MO ueiO4za1RMzj?ND-0UORJUOTUw?gwc7J(pmcLfgPg34mO8v6GcPGEzivG 7- 0 I -zoo I 24 1 7-00 Scale =124.6 3 B.Do 1] 9. 2 B B B B 4 14= 74 7-0 LOADING(psp SPACING 24)-0 CSI DEFL In (foe) War Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 16.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.19 4-7 >440 180 BCLL 10.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 n1a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 26 to FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in aaordance with Stabilizer Installation nuide. REACTIONS (lb/sae) 3-158/Merhanical, 2=529/0-8-0 (min. 0-1-8), 4--97/Mechanial Max Horz 2=306(LC 8) Max Uplift3=145(LC 8), 2=272(LC 8) Miss Grav 3=207(LC 13), 2=597(LC 13), 4=106(LC 3) FORCES Its) - Max. CompJMax.Ten. - All forces 250(lb) or less except when shown. TOP CHORD 2-3=1199/274 BOTCHORD 2-4=506/1633 NOTES 1) Wmd: ASCE 7-10; Vuft=170mph (3-seand gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.OpsF, h=15ft; B=45R; L=24ft; eave=oft; Cat. II; Fxp C; Encl., GCp1=0.18; MWFRS (directional); anfilever left and right exposed ; end vertical left and right exposed; Lun i DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree on about its center. has been for a 10.0 loads. chard We load nom with any re Pad f2O.psf In 01N,IVF�,n��ji osf eive all areas whent 4)*Thiswtrusse been dess signed for a on the bottm chord rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members, with BCDL-10.Opsf. `���,` � E N g`•• `� �eo �0,. 5)Refer to girder(s) for truss to truss connections. �' V Fes••• � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (it=lb) 3-145. N 68182 ••-* 2=272. S * 7) "Semirigid pBBlbreaks including heels' Member end fully model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability brodng fortmss system (not part of this component design) is always required. '0 LOAD CASE(S) Standard i9 , T F (u` i FFNA� FL Cert. 6634 February 21,2 913 ®WARNIM-Verj(jyd®ignpazamdeva and READ M)TSS ON1NIS 111MMCLUDED RiTs OREFERBRCBPAGEM17-7473 BBFORS USE ■ Dedgny dbusoath/with Mffek connectan. Ttit design is based o* upon pmametm ihovm. and is faan4id*lval Wilding emponenl. �• Applcab3ty of design parameters and properhrcorpaatbn of component h reiporufoudy of buld'ng desgner-Trot hues designer. Brudng shown klerloleral supporl afbW'rvidudweb menb sc*. Additional temporay brpcig loinuns dabilty durng aomMrcfion is the respom3lGty of the MiTek' ¢nectar. Addtiwal pemwnenf bacFg o/fhe averaA shuclumh Me respanetxLty o11M WDdng tleGgrrer. rageneral guitlance regard'ng fabricollon. qualifymntrol daape. derivery, eredbn and brax`ng.comuB ANSI/IPIf Ouardy Gtleda.OSB41/an4 aC51 Bu0dbp ComisaneM ON PaAe Ead 13W. Satey inl«moBen availabb from Truss Pble ButiNle.7alN.lee Sheet. SuJe 312. Alexandria. VA 22314. Tampa, FL33610./115 U Southern PmelSPor Wmberfs speslfieQ Ore deslgnvaluesamthazaeffeettveD&MVM2byALSCoredbySPUL Job Truss -suss Type Oly Ply - T4729653 4641 -EVA Jack-0pen Truss 5 1 ob Reference a tional East Coast Truss, Fort Pierce, FL 34W 7.350 s Sep 26 2012 MTek Industries, Ina. Thu Feb 21 13.06.58 2013 Page ID:bY47az9k0A0 ueiO4zal RMzj7NDL9275IV2Eo2s5gBl5MqaBBr84MVtOIhwMMohziw -1-e-0 7bO 1te 7-0 Scale =1:23.3 3 8.00 12 2 1 B / s � 4 14= 7AO 7-0 Plate Offsets 2:0-1-120-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.07 4-7 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.20 4-7 >418 180 BCLL 10.0 ' Rep Stress Ina YES WE 0.00 HoR(TL) 0.01 2 n1a nla BCDL 10.0 Code FBC2010frP12007 (Mabb(-M) Weight: 24lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc punins. BOT CHORD 2x4 SP No.3 SOT 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 guide. REACTIONS (Ib/sae) 3=159/Mechanical, 2=46610E-0 (min. 0-1-8), 4=98/Meo ianiral Max Holz 2=259(LC 8) Max Uplht3=147(LC 8), 2=193(1_C 8) Max Graff 3=209(LC 13), 2=527(LC 13), 4=107(LC 3) FORCES (lb) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=15111532 BOTCHORD 2-0=896/1992 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL-3.Opsf; BCDL=3.Opsh h=15ft; B-05ft; L=248; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directionap; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gripschea60 LSUiN UVF 2) Plates checked for a plus or minus 0 degree rotation about its center. ,, ,, 4p 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumont 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 2-041 wide will fit ,� P,Q••••••• • ENS'• F� ,� gyp: •••• between the bottom chord and any other members, with BCDL - IO.Opsf. �� V �` 0 5) Referto glider(s) for truss to truss connections. • ••� : ia. 0 68182 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift atjoint(s) except (jl=1b) 3=147, * : 2=193. 7) •SemFrigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for Wss system (not part of this component design) is always required. -fl T O F : LOAD CASE(S) Standard 0:• ` i sr N /nnu11�` FL Cert. 6634 February 21,2 13 AWARWM-Verifyde ignparmwel4raoad RBBOBO1BSOMMSdMMUtMEDJgMREFERMCEPAGBJW-7473BMCRSOS$ Dedgn wnd form onlyWfh Mitekconnectars. The design h based only won geometers showm and kfcronlndsdduN bunking cone onent. ��• Applicably of design pmamefers and IsroWinca paatlonof component Is rasponueSty of binding designer -not hue desgner. Bracing shown k far Wleral wpport of NdNidialweb members oNy. Addtiorwlterpara .hgto Maxestab5lyduiingcomM+crnnhtherespon Uyolthe MiTek' erector. Addrwnvlpen wtbrocngof Meovem9shuchxehlherespm yofthe WBdhgdesigner.rotgeneralguidanceregordng faWbatbn. gucley carnal storage. denary. erection and brcclrp coin ANSI/1PI1 Quality Weda. zw689 and Bah Boning Component 69M Pade Fast BIW. Sakfy lnlormvBen awlabkhom Tress MateimBN1e.781N.L Sheet.Suite31ZAbxandia.VA22314. Tampa. FL 33616/116 ff SouNem Pare SPor )hhmberlsspecified, Me des values are throe effective 011011l ALSO or proposed by SPHIL Job Truss - gross Type Oty Ply T4729654 24641 -HJ5 Diagonal Hip Girder 2 1 Job Reference (,olionall East Coast Truss, Fart Pierce, FL 34946 7.350 a Sep 252012 MTek Industries, Ina Thu Feb 21 13:06:58 2013 Page ID:bV47az9k0A0 ueiO4zcl RM7j7NDug27sfV2Eo2sS9BE MgoBBpf4R2VtOIhwMMohvwG n.s0 7-02 I 1-SO 7412 � Scale=1:17.2 3 1� 4.24 12 9 8 2 � 10 11 4 2x0 = 7 0.2 7.62 LOADING(psf) SPACING 24)-0 CSI DEFL In (fee) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.07 4-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.20 4-7 >419 180 BCLL 10.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 Na Na BCDL 10.0 Code FBC2010/TPI2007 (MaMx-M) Weight: 2416 FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 55-7 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD 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 u'de REACTIONS (lb/sae) 3=164/Mechaniml,2=377/0-10-15 (min. 0-1-8),4=110/Mechanical Max Horz 2=197(LC 8) Max Uplift3=-141(LC 8), 2=212(LC 8) Max Grav 3=183(LC 2), 2=377(LC 1), 4=117(LC 3) FORCES (to) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-8=1005/438 BOTCHORD 2-10=609/1196 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL-9.Opsf BCDL=3.Opsf; h=15ft; B=4511; L-24ft; eave=oft; Cat, 11; Fxp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonccncurrent 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 a 6-0 tali by 2-G-0 wide will fd ,�% , `� between the bottom chard and any other members, with BCDL = t0.Opsf. ,�� �o: ..... IV S •• F� � 5)Refer to girders) for truss to truss connections. l V F�'.• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Is uplift atjolnt(s) except Qt=lb) 3=141, 'L N 68182 •.* 2=212. *1• 7) "Seml-rigid pdchbreaks 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) 32 Ib down and 59 lb up at 1315. 32 Ib down and 59 lb up at 1315. and 1011bdawn and 101 Ib up at 4-1-14, and 10 lb down and 101 Ib up at 4-1-14 an top chord, and 251b up at 1315, 251b up at 1-3-15, and 15lb down and 11 to up at 4.1-14, and 151b down and 11 Ib up at 4-1-14 on bottom chord. The .r F ,•4U design/selection of such connection device(s) is the responsibility of others. • �O, 9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. _((t� •\ 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �i� \ Q,.' �� pifsS •NALE��`�, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate lncrease=1.25 11111 j j lN�� Uniform Loads (pIf) Vert: 1-3=60, 4-5=35 Concentrated Loads (to) FL Cert. 6634 Vert: 8=95(F=47, 8=47) 9=19(F=10, 8=10) 10=50(F=25, B=25) 11=29(1`=15, B =15) February 21,2C 13 ®WAPMN13- Vardy d fgaprmri t. vadRMDMMONMUSAADM /.FA7BOW=RSFMWWBPAGSW 7473 REFORSUSB Design vckl foruse only Wth Welk connector, liar dedgn is base.! a* upon paametenshown and is foram Indnldual bu0dmg component. . Appllcablityofdesign parameter and roperincorporstion of componenl is respon btity of bu0ding dedgner- not truss dedgm, Bracing!sown b fa Wtesal support of bidMdad veb members ody. Add6ondtempor ac gtaln eablitydu gwm fionblhere mbatyoitha Mel(recta. Additional pemvnent bracing of the Duero, shucMa b iheresponabyty of the baildug designer. For general guidance regd amg fdxkatbn, quality control stoage, delivery, aredlon and bmcdng. comull ANSIpPII OuoSly Cgi coil-99 and BCSl Building component 690<Parks East swW SakMinform flon avolbbieB mimss Piate Wlltute,MIN.Lea SI et.Sdte312Abxan %VAM14. Tanp.R.338104115 if Southern Pine ISPorS ) lumberls specifted, Ore design values srethose effective 06ffl V2D12 by ALSO orproposedby SPUL Job Truss 'Truss Type Dry Ply ' T4729655 24641 -HJ7 Diagonal Hip Girder 1 1 ob Reference, (optional) East Coast Truss, Fat Pierce, FL 34946 7.350 a Sep 262012 MTak Industries, Inc Thu Feb 21 13:07:00 2013 Page ID:bY47az9kOAO ueiO4zcl RMzj7NDg3htHLWImPlah_L8C)ddtcHBGWUyj5y8ErTt7ziw -f-h15 2.2.9 st.9 410.1 I I I 2115 2-2.9 2-11-0 4-8-7 Scale =125.6 2x4 II 5 e 1s 4.24 12 4x8 4 14 d 1xq II 3 13 2 G 18 4 R 17 18 a 3x4 = 9 3x4 = 3xe =7 1-iD9 -2- 510.9 &911 9.1 1 1-ib9 3-8.0 e-11-2 Plate Offsets % 2:0.0.120.1-e LOADING (psl) SPACING 2-0-0 CSI DEFL In (too) Udell LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.10 8-9 >893 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.25 8-9 >353 180 BCLL 10.0 • Rep Stress Ina NO WB 0.31 Hom(TL) -0.01 8 We Na , BCDL 10.0 Gods FBC20101TP12007 (Matrix-M) Weight: 52 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 5311 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and requited cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/sae) 8=430/Merhanical, 9=728/D-8-0 (min. 0.1-8) Max Hom 9=299(LC 7) Max Upllg8=243(LC 5), 9=460(LC 8) FORCES (Ib)-Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-13=1197/1090, 3-13=756/563, 3-14=732/600, 4-14=724/621 BOT CHORD 2-16=1164/1345, 9-16=540/847, 617-358/266, 17-18=-358/266, 8-18=-358/266 WEBS 4-8=218/308,4-9=938/892 NOTES 1) Wind: ASCE 7.10; Vuft-170mph (3-second gust) Vasd=132mph; TCDL--9.Opsf; BCDL=3.OpsF h=15ft; B=4511; L=24ft; eave=oft; Cal.[[; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantflever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 \\\\ ,, i N 2) Plates checked for a plus or minus 0 degree rotation about its center. P•Q\\U • •„ �, 3) This truss has been designed for a 10.0 psf bottom live load noncencunent with any other live loads. E PI S •• �� i, Ford ,�� �O; 4 ' This truss has been designed for a live load of 20.0 sf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit V Fes'.• between the bottom chard and any other members, with BCDL-10.Opsf. N 68132 •• 5) Refer to girder(s) for truss to truss connections. * ! 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it --lb) 8=243, C 9=460. 7) "Semi -rigid pftrhbreaks including heels' Member end fuxtty 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) 46 Ib down and 77 lb up at 1315, 46 9O ;• T F ILJ in down and 771b up at 1-3-15. 7Ib down and 91 to up at 4-1-14. 7Ib down and 91 lb up at 4-1-14, and 58 It, down and 142 lb up at �` .' 611-13, and 58 lb down and 142 lb up at 6-11-13 on top Nord, and 47 ID down and 47 Its up at 1315, 471b dawn and 47 Ib up at t315 9 lb down and 13 lb up at 4 -1-14,9 In down and 13 to up at 4-1-14, and 41 lb down and 7 lb at 6-11-13, and 41 lb down 7Ib up�?�`��,, at such connection ice(is theof others. signstabtylb 3 on oral chord. Thent always required.and atta6-119 nde d bracing for part of thicomponentponsipd� 9) g) 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1111111106% LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 q21213 February Continued on Daae2 ® WARM74G-Vero tletgn pare neLen andRBAD NDTB6 0117HJe AND94CLODBO JV=RBPEM CB FAGEMU-7473 BEFORB U58 Desgnvcd for vanonywith A4Tekconnectm Ns design B bared any upon pacvnelers Mown arW is faun lndMdual building component. Applicablily of canton paametea per and protncanotatlon of component itan,comibnly of building deeWer-rat Wss des'gner. shoeing shown u falotemisuppal of irWylduNweb member Dory. Additional temparvybrachg to Mann AabiGty during coratnafin Is me rns biny of the MiTek' eneala. Additional permanent bracing of Meoveol shuclure ItMerespawLLy of the W9dmg desgw. ran general guidance regordng fabfion, gualiy canlrat. storage, defnery. erection and bracing. oomuit ANSI/fell QaaWy Ogerla,DSB-BY and Dal Bu9ding Component 6904PeAei5ABWA Saley Mlamclian orobable fromrruz Role1raghte.781 N.Lee Street.5uite312AlexmrcMa.VA2Z94. itSwthem Prue lSP or) Bomber is specified, the design values are these effective 0a'O1N012 by ALSC orproposed q Spa Tempa,R3y1p-4115 Job Qy Ply T472965fi 24641 -HJ7A Diagonal Hip Girder t 1 tw JOD Reference (optional) East Coast Truss, Fat Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Inc. Thu Feb 21 13:07:01 2013 Page ID:by47az9k0AD_ueiD4ze1 RW.4?ND-IFFGUh%xy4RRJ7wWnfFXQ�pJOHTIh9H5Ntai P7ziw -2-&15 tL9 &t61 I 2.111 Scale=125.6 2x4 II 4 5 14 424 t2 3x4 6 3 13 h 12 2 @ @ @ @ 15 18 g 17 7 1 3x4 = 1x4 3x8 =g 51-9 9-9.11 9.1 1 51-9 44L1 04 Plate Offsets X 2:0-1.8 0-1-8 LOADING(psf) SPACING 2-" CSI DEFL in (too) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.03 73 -999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 VertT-) -0.07 7-8 >999 180 BCLL 10.0 Rep Stress Inv NO WB 0.37 Horz(TL) 0.01 7 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight 48 lb FT=O% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2z4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9S14 oc bracing. MTek recommends that Stabilizers and required areas bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=572/0-10-15 (min. 0-1-8), 7=586/Mechanicl Max Hom 2=299(LC 7) Max Uplift2=348(LC 8), 7=273(1-C 5) FORCES (Ib)- Max. Comp fMa f. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12-795/356,12.13=-809/281, 3-13=740/286 BOT CHORD 2-15=-025/821, 1576=381P32, 8-16=3811732, 8-17=381032, 7-17=3811732 WEBS 3-7=7511334 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh h-15R; 8=45R; L-24ft; eave=4R; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional): cantilever left and fight exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , �� COIN F 2) Plates checked for a plus or minus 0 degree rotation about its center. , OP.......... F �� 3) This truss has been designed for a 10.0 psf bottom chord live load noncencunent 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 tail by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL - 10.0psf. 68182ss 5)Refertogirder(s)for truss to truss connections. ' *;• •, 6) Provide mechanical connection (by others) of truss to bearing plate capable of mlistanding 1001b uplift atlombs) except (p=1b) 2=348, 7=273. 7) "Semi -rigid pitchbreaks Including heels' Member end ra0y, model was used in the analysis and design of this truss. -fl 8) Hanger(s) or other cannection device(s) shall be provided sufficient to support concentrated load(s) 461b down and 77 Its up at 1315. 46 9 ,• T F Ib down and 771b up at 1315, 71b down and 91 Ib up at 4-1-14, 7Ib down and 91 @ up at 4-1-14, nd 581b down and i421b up at O , ; 6-11-13, and 581b dnawand 142 Ib up at 6-11.13 on top chord, and 3lb down and 471b up at 1-3-15, 31b down and 471b up al 1315. 9 o ..0 and lof 1ts up at 4-1-14, and 41 Its 41 Its down and 71b up at and 13 Its uchord. 111 13 such connection device(s)dIs the responsibility of others.and 6-lb on bottomThe design/selection 9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. loads to the tars the truss front back If AL ``_t%% 10) In the LOAD CASE(S) section, applied of am noted as (F) or (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 February 21,2 13 Continued on Daue2 ® WARNING -VerUy design Parameters gndRSAD AWNS ON 7WSAND INCLUDED 11=RSFBRENCB PEGS JW-7473 BEFORS USS Dedgn voror use only Win Wok connectors. fhb dedgn Is Dosed Wy upon parameters shown. and Is for an kxdkiuol WWhg component. ��• ApplcabiA of design parameters and proper Incorp rstion of component Is misonsBSSly of Wddng designer- not truss designer. gracing shown h for lateral support of Indmdual web members only. Addtbnal temporary bracing to Insure dabnly during comixtxfon Is the respom tityof the MOWerecter. AddBondpe nand ce gotmem mOstructurebiherespm9bntyofthe Wddngdedgner.Fmgenerdmldanceregading Iabricatkx4 quality sense. storage, delivery, erecten and bracing, consult ANSI/IPII Quakly Works. DSB-89 antl BCSI Bugdinp Component e9e4 Parke Fast DW. Sakfy lnfarma8on available from Truss Plate Wlilule, ]BIN. Lee5treal. Suite 312Alexondda. VA 22314. Tem(u,RaBe164115 tt SouNem Pme fSP or fustier Is specified, the designvalues are these effeethe 0691)mt2 by ALSO or proposed by SPR Job Truss Truss Type Dry Py _ T4729657 24641 -HJ7B Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Fort Pierre, FL 34M 7.350 s Sep 26 2012 MTek Industries, Inc Thu Feb 21 13:07:02 2013 Page ID:bY47az9k0AC ueiO4zo1 RM747NDa SpeilYZHOZb.HVNMMmmzl MVShpSQbuEbXKaaSztw 9.10.1 I t -I 1-SO 51-9 44F7 Sme=12a1 2e4 11 4 5 4.24 12. 14 axa 3 13 12 2 1 C / 15 18 8 17 T C g 3a4 v 1A axe o 6 51-9 9-9-11 41t41 51-9 4 I 0�8 LOADING(psQ SPACING 2-0-0 CSI DEFL In (fee) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.02 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.07 7-8 >999 180 BCLL 10.0 Rep Stress Ina NO WB 0.42 HoR(rL) 0.02 7 Na Na BCDL 10.0 Code FBC2010TP12007 (Matrix-M) Weight 461b FT=0% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6.0-0oc puffins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid wiling directly applied or 8-11-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=506/0-10-15 (min. 0-1-8), 7=615/Mechanical Max Holz 2=283(LC 7) Max UpIR2=285(LC 8), 7=291(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shaven. TOPCHORD 2-12=867/344, 12-13=856/361, 3.13=813/361 BOT CHORD 2-15=-428/807, 15-16=-42a/807, 8-16=428/807, 8-17=428/807, 7-17=-028/807 WEBS 341=0/262, 3-7=8331422 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psF h=150; B-05ft; L=24R; eave=oft; Cat 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 11111I1111/I 16101 2) Plates checked for a plus or minus 0 degree rotation about its center. P N 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ,����, •, • `� L. // 4) • This buss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0tall by 2-0.0 wide will fit,,� �O; ENS •• `� /♦ ♦� between the bottom chord and my other members, with BCDL=10.Opsf. ♦ V F�••� 5) Refer to girders) for truss to truss connections. :` 2 N. 6818 • •� 6) Provide mechanteal connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except V-11b) 2=285. = * j� 7=291. 7) "Semi -rigid pftchbreaks including heels" Member end fafty model was used In the analysis and design of this buss. 8) Hanger(s) or other connection device(s) shall be provided suthctertt to support concentrated load(s) 32lb down and 59 Ite up at 1315. 32 "9 III, down and 591b up at 1.3-15, 10 lb down and 101 lb up at 4.1-14, tO lb down and 101 Ib up at 4-1-14, and 61 Ib down and 14616 up at �• T F 6-11-13. and 61 Ib down and 1461b up at 6-11A3 on top chard, and 25 lb up at 1.3-15, 25Ib up at 1315, 151b down and 11 It, up at O 4-1-14, 16 lb demand 11 h up at 4.1-14, and 43 lb down and 6 Reap at 6-11-13, and 43Ib down and 6lb up at 6-11-13 on bottom ♦ chord. The design/selection of such connection device(s) is the responsibility of others. and bracing for truses system (not of nent design) is always required. ♦10 • . \ �,: \ �� • •N part 10)In )section s applied sE��`�, o the face of WssbilRy loadanent the LOADthCASE(Sonal am noted asifront (F)or back (B) / AL 11111111111` LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Unfform Loads (pIQ FL Cert. t. 6634 Vert: 1-4=60, 4-5=60, 6.9=35 February 21�213 Continuetl onfees2 A WARAMM- Vero design Paymnder s andRSAD NOTES ONISJSdND JNCLUDED /81HSRSFOiBNCEIPAG91I17-7473 M70RB EMS, 0edgnwld forum any with Mifek connectors. This deign h bated only upon parameten shovm. ads is tar an mcsidud balling component. APpricaWty of design p.assenand po oIvk cmtlon of componmHs rapersbIy of bWrLng design. -met muss desgn.. Braci dsown b for Ialeml support of ine idud web members only. Addliawl tempor.y bracing to bwae dobily cluing conshuuon h the responubllty of the MiTek' erect.. Addtiprwl permanent bracing of Ma overvl shuclwabtharesponuDgry of lha buldv,g desgner. Forgeneral Widance regarding fabrication, quality cafrot storage. deWery. erection and Gating. consul ANSVIFII Quality Wedo,DSE-89 and BCSl Buldieg Component 69DS Peke Fay aMf. NSouNerepum tthedesignvaluesamchaseeffectiveu601rd112 Tampo.Ra3eto<115 ff SPor�SilumberisspecikALSCor M Sfle. Job TM 'crass Typo Dry Ply IQ T4729658 4641 Al Hip Truss 1 ea L Job Reference options]) East Coast Truss, Fort Pierce, FL 34946 7.350 a Sep 26 2012 MiTek Industries, Inc. Thu Feb 21 13:07:092013 Page -a tTSL2-bt9 n52a4a1 ID:bY47I az9k0AD_ueiO4zc1 RMzj7ND-3okHAOdyeAR�IGM%tEKOPkN8gN0N9azgzGC47WShVzi*G 2k11 434 S399dA -2z4AT00 2-0 I I I 24i 3SA 532 Scale=1:729 TRUSS NOT SYMMETRIC DO NOT ERECT THE TRUSS BACKWARDS Sxe = _ 4x4 = 3x4 = , 3x,, = 414— BAO 12 4 29 30 5 31 32 633 7 34 835 35 37 9 38 39 10 24iH Isl24i 3 1 2 12, y2 d1 31d 40 2141 42 20 43 19 44 45 16 48 47 17 48 16 49 50 15 51 14 3x8 = 14 = Sx5 = W = 3x4 = 3x4 = 41 4 = 3x8 = Sx5 = 14 = 9 70 1a45 2D10i0t 298-0 3'2-2 214 0-0 1121 ~30.0 I I 3314 .112 394 Plate Offsets 4:05&0 0.2-8 10:0." 0-2-8 15:0-2-8 0.3-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (too) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.2319-21 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Ven(TL) -0.3319-21 >999 180 BCLL 10.0 ' Rep Stress Ina NO WB 0.71 Hom(TL) 0.07 15 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 4231b FT-0% LUMBER BRACING TOPCHORD 2z4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 58-12 oc pudins. BOTCHORD 2x4 SP No.2 SOTCHORD Rigid ceiling directly applied or 64)-0oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/slze) 2=229010-8-0 (min. 0.1-8), 15=5344/0-8-0 (min. 0.3-2), 12=-408/08-0 (min. 0-1-8) Max Horz 2-166(LC 6) Max Uplift2=1677(LC 8), 152494(LC 8), 12=620(LC 19) Max Gmv 2=2294(LC 17), 15=5344(LC 1), 12=747(LC 7) FORCES (lb) -Max. CompJMax.Ten. -All forces 250(I1o) or less except when shown. TOP CHORD 2-3=4098/2754. 3-4=-3956/2714, 4-29=-4056/2872, 29.30=4056/2872, 5-30=4056/2872, V /� S31=-3763/2751, 31-32=3763/2751, 32-332763/2751, 633=3763c2751, 57=253811931, x�IV1 7-34=2538/1931, 834=2538/1931, 8-35=640/625, 3536=640/625, 3637=640/68, 937=640/625, 93B-2277t3550, 3B-39-2277I3550, 1039=2277/3550, 10-11=1370/1981, 11-12-1331/1848 BOT CHORD 2-22=2273/3593, 22-40=218373553, 2140=2183/3553, 2141=2706/4171, 4142=-2706/4171, 2042-2708/4171, 2043=-2706/4171, 1943=2706/4171, 1944-2283/3483, 4445-228313483, 1845-228313483, 1846=91611435, \,V ♦♦ 4647-916/1435, 1747=916/1435, 1748-1964/1445, 1648=1964/1445, \\ \ N 1550=1964/1445, 15.51-1721/1460, \ , C•<` ♦♦♦i 1451-172111460, 12-14-161111 88 ,\%\\QP(.......... C E i11 . S�• WEBS 3.22=-327/18-17 2209/2584, 6-18=1 011 8, 8-18728244MB76, 42126 68/771, 5 21=35721307 5.19=594/359, 6-19=-4441780, 9.17=240513513, 9-15-3412/2453 N 68182 NOTES 1) 2-ply truss to be connected together with 10d (0.131 W) nails as follows: Top chords connected as follows: 2x4-1 row at 0.9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. % T F Webs connected as follows: 2x4 - l row at 0-9-0 oc 2) All toads are considered equally applied to all plies, except H noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply- connectionsprovided to distribute only loads ign (F)or (B), unless otherwise Indicated.,,♦♦♦♦ Sri 1 O, C_> ced roof live loads have been considered for this deseen 3) Unbalanced 4) Wind: ASCE 7-10; Vuff=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCOL=3.OpsF h=15ft; B=15ft; L=40ft; eave=5ft; Cat. 11; Exp N AL gust) If \ ♦ C; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; T4i f t S fill Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed wet the splice line at jolnt(s) 20. FL Cert. 6634 7) Plate(s) atjoim(s) 4, 7, 10. 2, 22, 3, 15. 14, 11, 8, 17, 6, 18. 16, 12, 21, 5.19 and 9 checked for a plus or minus 0 degree rotation about itscenter. February 21,2 13 Continued on none2 A WARNM- Ver Ty designPammnelem andREBD HUTW ONRHSAND7NCLEWED MEKREPMENCEPAGEVU-7473 DBFORS US& Dedgnvand foruse onywth Wei eonnecfars. This design k based only upon poranretersshovm, and is for an rdivdual butdig component. ��• AppleabSNofdesitin parameters and aoperi mcration of romponenlh unponsNply of bWdog deign- not We designer. Bnxing shown h la lateral support of lndMdaclweb members==. Additional tempcxayaacNg to insae slaG'6ty dalrgm huctlon h theresporaloNty of the MiTek' er m Additional permanent bmcig of the ovemn shuctureu Me resp flvity of the bWdng dezgner. F gensml guidance regarding faH otn n,quantymnhol.storage.deWery,erectboandbmcbg•aonsuft AmVrhll Ouoay Wl .D5B419and BCSl Bunding Component 6904 PaM1S Fast and. SoletylnMmaBon %noble from true PlotelrtiNte.781N. Leasheet,Suila312Alexandtia.VA22314. Tonpo•Ft. 33g1p4115 H SoulMmPbse SP or SPp)Wrnberlas "a Ne design values arethose effective 06MUM2 ALSO or proposed by SR6 26 2012 MTak Industries. Inc, Thu NOTES 8) Plate(s) at Joint(s) 20 checked for a plus or minus 5 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 tall by 2.0-0 wide will rd between the bottom chord and any other members, with SCDL = 10.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=1b) 2=1677. 15=3494, 12=620. 12) "Semi -rigid phchbreaks including heels" Member end fairy 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) 111 Ib down and 177 It, up at 7-0-0, 111 Ib down and 177 Ib up at 9-0-12, 111 It, down and 177 It, up at 11-0-12. 111 Ib down and 1771b up at 13-0-12, 111 Ib down and 177 lb up at 15.0-12, 111 Ib dawn and 17716 up at 17-0-12, 111 Ib down and 177 lb up at 19-0-12, 111 It, down and 177 It, up at 20-114. 111 Ib down and 177 lb up at 22-114. 111 Ib down and 177 lb up at 24-114, 111 Ib down and 177 Ib up at 26-11d. Ill Ib down and 177 go up at 28-114, and 111 Ib down and 177 lb up at 30-11-4, and 111 lb down and 177 lb up at 33 )-0 on top Moth, and 61316 down and 2521b up at 74)-0, 66 Ib down and 3lb up at 9-0-12, 66 lb down and 31b up at 11-0-12, 66 Ib down and 31b up at 13-0.12, 66 lb down and 3lb up at 15.0-12, 66 Ib down and 3lb up at 17-0-12, 66 Ib down and 3lb up at 19-0-12, 66 lb down and 31b up at 20-114, 66 Ib down and 3lb up at 22-114, 66 lb down and alb up at 24-114, 66 lb down and 3lb up at 2r 114, 66 lb down and 31b up at 28-114, and 66 lb down and 31b up at 30-114, and 4561b dawn and 2661b up at 32-114 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 14) Waning: Additional permanent and stabilitybracing fortross 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 (pig Vert 14=60, 4.10=60, 10-13=-60, 23-26=35 Concentrated Loads (Ib) Vert: 4=98(F) 7=98(F) 10=98(F) 22=613(F) 14=-456(F) 29=98(F) 30=98(F) 31-98(F) 32=98(F) 33=98(F) 34=98(F) 35=98(F) 36=98(1c) 37=98(F) 38=98(F) 39=98(F) 40=-62(F) 41-62(F) 42=62(F) 43=62(F) 44=62(F) 45=62(F) 46=62(F) 47=-62(F) 48=-62(F) 49=62(F) 50=62(F) 51=62(F) EN FL Cert. 6634 February 21,2 A WANNrNG-Perky design Parmeetes andNSBD NOTES ON TEIS AND INCLUDED Ag=REFMLCH PADS J91747B BEFORS OSS ■ Deslgn voW for.o*Wth MD.k mnnectars.lhB dedgn b bmed owl Wan parametensbm and b foranintlivldud building cortponenf. ��• APpllcoblfty of de0M pmaneteacrd p,operincorpaatwn of corngonenlis respons311ty of bold gdeslaner- not tons dedgnec&acing sha.+m hfalaleralwpportoridividualy bawmbasorty.Ad t"uuwltenawarybracngtolnwradabltydwingrnruhuctionBMe,efpo iltyofthe MiTek' erects. Atldfbml pennonmt bacyq of thaoveml slmclure a MaresponabSN of the bolding desyner. Pvgeneml gukance regordep fabrkatlon, quofty control storage, defvery, en ctkm and bracing, conduit ANSVTNI Guafty CMedo, DSB49 and DOI BuVding Component Deal Pa,ke East BM. Solely lntermvBon avalabk from isass Plate lnstihde, 781 N. Lee Sheaf. Sule312 AkunMa, VA 2211 �. Tompa,PL536104115 H Seuthem came ISpar 5pol Wmberis serratted-Me destmsvaloea ere fl,ose efteelh2061111Al2 W ALSC or or000sed W SPIB. Job Truss rruss Type Oty Ply T4729659 24641 A2 Hip Truss 1 1 ' Job Reference o [tonal East Coast Truss, Fan Pierce, FL 34946 7.3W s Sep 262012 MTek Industries, I= Thu Feb 21 13:07:302013 Page 10:bY47ez9kOA0 ueiO4zc1RMzj7ND.ygVDad7hd4JlbevrEGKSxWDtl FW BAM1u63xgziwG -2-0-0 a9d 466 late ,r 21M 3t4b 352-12 4D4o I I -1 2-00 49i a2-12 ]-40 740 ]-a0 4z-t2 a94 2-0.0 Scale =1:729 3x6 = 3x8 - 3x6 = 5, = 6.00 12 4 25 29 5 6 7 27 28 8 2x4 2.4 3 9 2 10 d 1 11 td 18 17 16 15 14 13 12 3x6 = 14 = 4x6 = 3x4 = 4x5 = 56 = 3x6 = 55= 14= 9.60 10{-0 -0 2 298-0 406{I I W0 3600 1 , I 980 1h0 &e0 36641-0 140 94L0 Plate Offsets X 4:0-60 0.2A 8:0b0 0-2-8 13:0.2-80-3-0 17:0-2-8030 LOADING(pso SPACING 2-0-0 CSI DEFL in (too) Rdeff Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.4715-17 >754 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(FL) -0.5215-17 >690 180 BCLL 10.0 • Rep Stress Ina YES WB 0.84 Hoa TL) 0.08 13 Na Na BCDL 10.0 Code FBC2010r P12007 (Mahe(-M) Weight: 2081b FT-0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-O ce bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-13 - with 2x4 SP No.3 with 2 -10d (0.131"x3'1 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 (Ib/size) 2=135510-8-0 (min. 0-1-10), 13=2597/0-8-0 (min. 031). 10=96/0-8-0 (min. 0-1-8) Max Holz 2=257(LC 6) Max UpHR2=1207(LC 8), 13=1930(LC 8), 10=158(LC 19) Max Grev 2=1363(LC 17), 13=2597(LC 1). 10=453(LC 7) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 23=2067/1700, 3-4=1802/1575, 4-25=1633/1532, 25-26=1633/1532, 6.26=1633/1532, 5-6=1214/1200, 6-7-1214/1200, 7-27=790/1216, 27-28=790/1216, 8-28=790/1216, 8-9=830/1087,9-10=698/895 I/1',� 17-18 BOT CHORD 2-18=1362/1797,3-14-21098/1568,16-17=1120/1604,15.16=1120/1fiO4, \\f\ \ A�Su'N V 141853734/545,13-14=254/545,12-13=92. 9-134, 37120.4-17- \\ Q,•,,, F n� \ WEBS 318=373272, e-13=1174/443, 8-12=0/502, 9-12=-437280, 417=231@70, E N •• O; �� �\ � :` 5-15=690/462, 7-15=941/1078, 7-13=2160/1757 NOTES*.• N 68182 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL-9.0psf; BCDL=3.Opsf,, h=15R; B=45ft; L=40ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional: cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 ` T (0)F 3) Provide adequate drainage to prevent water ponding. O:• •'(4(J 4) Plates checked for a plus or minus 0 degree rotation about its center. i�•,�` Q.; �� • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. i \ Q,: > �� 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit lS 1 \\ between the bottom chord and any other members, with BCDL= 10.0psf. Qj N A_ E%*\`> 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aljoint(s) except (jl=lb) 2-1207. I71111111t, 13=1930.10=158. 8) •Sem4rigid pitchbreaks including heels' Member end ratty 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. FL Cert. 6634 LOAD CASE(S) Standard February 21,2 13 AWARMMi-Ver17y deign prt]mndera and Rao JW7W ON MS AND JNCLUOBD bff1 MWERENCB PAGBJI7-7477 BWORS USS, Design valid fm use only with MTek connectors. lhh design Is based ody upon porameters dawn and h for an kxrUdlucl Wddag component. �� APprwabuty of ded� paeomeleo d proper incwparufon of cord wt c respom39iy of Wldg designer- not Wss dedgner.&shown ctlrg h torlderd svppal otmdyiaad web members Dory. Addtmndtemparory gtowures Utydu gmm fwnhmerespon fyofthe WOWerector. Additlonol pemwnent bracing of theovesal r structure h thePonbuy of the Wldg designer. Ww mdug generol Widwreg' fabicolbn, gvdify control. storage, deDN . erection and bracing, consult ANS171PI1 puardy CMerla, D5e-89 end DCSI aulldtng Comp ... 0 6904 Pedse Eost rlw. 5akylntmmollon mo,i I,6 from Truss Plot. lmHNt.,AnN. Lee Street. 3uffe 312 Alexandrla VA Ml 4. Tempa,F1.3351(k,1115 ttSwlDem Pale ISP or SPI,) umberlssceciBed,me design values are those effective 06111=2try ALSO or proposed ty SR6 Job Truss — Truss Type Oy Ply f4729660 24641 A3 Hip Truss 1 1 Job Reference (wrnondl East Coast Truss, Fort Pierre, FL 34946 7.350 a Sep 262012 MTek Industries, Inc Thu Feb 2113.07:322013 Page ID:bY47az9k0AO_ueiO4=l RMzj?ND-uDd_?HvNDEKI xuoH40p4MbfVny7S1 yfvCbA?iz wG -0.601 i9d 11-00 1]-ea 2'VLrI 29-00 342-12 46aO 142de I I I 2-0 S9a 52-12 8-OO BAO 8-OO 52-12 S94 2-0a Scale=1:729 Sx5 = 3x4 = 3x9 — 3x4 — sus = 4 25 26 5 6 7 27 28 8 6.00 12 3x4 3x4 3 9 2 0lilt 1 18 17 16 29 W 15 31 32 14 13 12 2x4 I 6x8 = 4xS = 3x4 = 4x6 = axe = 2at I 31 3x8 = S9d 194-0 1 20-00 2960 30.2- 2 46a0 S96 ZT12 S 900 &(FO -6 4b12 S94 Plate Offsets : 4:0300-2A 8:0300-2-8 LOADING (psp SPACING 2-0-0 CSI DEFL in (loc) gden L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.63 Ven(LL) -0.27 15-17 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.5715-17 >624 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.95 Hoa(TL) 0.08 13 Na Na BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 212 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 3-6-11 a puriins. BOTCHORD 2x4 SP No.2'Except' BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-16:2x4 SYP No.1 WEBS 1Row at midpl 6-17.7-13 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2. 1Od (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 accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1416/0-8-0 (min. 0.1-14), 13=2689/0-8-0 (min. 03-4), 10=110/0-8-0 (min. 0-") Max Harz 2=-303(1_C 6) Max UpIi 12=-645(LC 8), 13=931(LC 8), 10=193(LC 8) Max Gruv, 2=1588(LC 13), 13=2746(LC 14), 10=251(LC 7) FORCES (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOPCHORD 23=2432/850,3-4=19601757,425=1647078,2--26=1647/718,5-26=1647r718, 54i=1208/566, 6-7=1208/566, 7-27-115/1DO6, 27-28-115/1006, 8.28=115/1006, 8-9=277/1282, 9.10=3 3/891 17V �<,, BOT CHORD 2-18=551/2309 551/2800, 16-17=282/1598, 55112 28H1598, 282/7598, \� i N , 15.31 2=-36, 36f7B , ,` 1530=287/1598, 15 2=-687l780, 31-32=36l/80, 1432=-36g80, 13-14=361780, �� Q •, F , E N g ♦i♦♦ )� •��G ;F� WEBS 5-153 585/308187 15=235/ 1/4417=114/490, 8-13=835ra33, 3.17=571/295, 7-13=2175/740, 9.13=64=318 ' N 66182 •'* NOTES * 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=J.Opsf; BCDL=3.Opsh h=15f ; 13=4511; L=401; eave=SR; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate ♦9O ;• r F grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ♦ 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦i \ �,•'` \ �� ♦♦e fare nt with nwhereother leads. ','611 • • has been esigned ThThsissttrus Nrectangle �' has been dss 6) fet a live lad of 20. psf on the bottom chordinall areas a 3-6-0 tall by 230 wide will B P1\. `16 between the bottom chord and any other members, with BCDL = 10.0psf. f t 1�\� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=645. 13=931, 10=193. 8) "SemWgid pitrhbreaks including heels" Member end fully model was used in the analysis and design of this truss. FL Cert. 6634 9) Warring: Additional permanent and stability bracing for truss; system (not part of this component design) is always required. February 21,2 13 LOAD CASE(S) Standard A WARNI -V.Vy deign P.Wimstrs and RHO NOTES ON 7H7S AND WCLDDSD ff=RWMWNCB PAORM-7473 PSPORS USS, Dedgn Vold fa use a*with Wlek cannectm This dedgn b bored o* upon paamefeed,own. and b for an lndMtlud buikQV component.• Applicabuty or design paameters and proper incorpomtbn of conmonenl a rapomb0 of balding dedgner- not Ins dedgner. Bracing drown the h falateralsuppal permanent web membersnnaoA trac'nio toebufl dabipy tludrgawnens! PMfatrbalbn.quafAyeonholdaapa.tlelivery.erecibnandbrarmgeel,Sutt ure theguidance f. p 1 Addiibrwlpem tdwa acbgofy.e dmnmd rachg, respossvbiL WMI buadmg Wdesants. FargenndanaklanceQCompo ty and BC51 Bu0ding Component FadBM.SlerypvaDabbfsomnus Plote Bplitule.78 ZAlex ndffa, MI4..058-99 L 3B6f00115 fgn uel,5uite3=aeffeetWeOA2Zit4. H sautnem Pme SPor SPpl ksmberlss me des values sre Wpae etteetNe 069fO0t2 ALSO car roposetl cop SBd Job Truss Trvss Type 0ty Ply raw T4729661 24641 A4 Hip Truss 1 1 Job Eefemrca (gotonal East Coast Truss, Fort Pierce, FL 34M 7,350 a Sep 262012 MTek Industries, Ina Thu Feb 21 13:07:34 2013 Page ID:bY47=9k0A0_ueiO4zclRMzj7NDgc3iQzwdkblmCxgC4LGGnt lbiiVwzVyyW4G4bzi G 2-D.0 8.2e 136-0 f60.0 2]b0 33]-12 d0.6e F9Z-09 I I I_ 2-DO Scala=1:74.1 &00 12 5x5 = 3xa = 54 = 5 6 7 3xs i 3x8 3.4 % 4 6 3x4 C 3 9 d d 2 ny 1011 1 Id 16 15 23 14 24 13 12 y4 If 5, - 2x4 11 5x8 2x4 IL 3x5 = 3xS = &9i 134-0 1 1-1 zoa0 2sta-4 tl 2-12 4oao &9.4 6.2-12 -1.1 5.104 I1D4 -1- 1&2-12 6-94 Plate Offsets X 5:0-2-8 0-2-0 :0-2-8 0-2-413:0a-0 030 1&D-3-0 &.3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.09 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 VerI -0.2512-13 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.82 Haz(TL) 0.04 10 n/a Na BCDL 10.0 Code FBC2010TPI2007 (Matrix-M) Weight: 216 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-00 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3.15, 6.15, 9-13 with 2x4 SP No.3 with 2 -10d (0.131X4' 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 nulde. REACTIONS (Ib/size) 2=40010-8-0 (min. 0-1-8), 15=2608103-8 (min. D3-4), 10=1184/0-8-0 (m1n.0-1-10) Max Hoa 2=349(LC 7) Max Uplifl2=300(LC 8), 15=899(LC 8), 10=571(1_C 8) Max Gnav 2=502(LC 13), 15=2740(LC 13), 10=1390(LC 14) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=627/317, 3d=15W843, 45=125/994, 5-6=74/920, 6-7=969/501, 7-8=1D45/495, 8-9=11361449,9.10=-1969/664 BOTCHORD 2-16=-361/1064, 15-16=3611318, 15-23=0/398, 14.23=0/398, 14-24=0/398, 1324=0/398, ` `111u' N 12-13=368/1646, 1D72=368/1646 1� WEBS 3-16=0/285, 6-14=0/890, 9-12=0/276, 5-15=829/309, 3-15-935/397, 6-15=1877/627, ,♦� PO 6-13=224/789,9-13=907/388 �O•��GEgjSF•���j�� ♦♦�� NOTES 1) Unbalanced roof live loads have been considered farthis design. N 68182 • •• * 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL=9.Opsf, BCDL-3.Opsl; h=15ft; B-05ft; L=40ft; eave=5ft; Cat. 11; Exp ; C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertkal left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. T O F : 4) Plates checked for a plus or minus 0 degree rotation about its center. O:• ��♦ • 5) This truss has been designed for a 10.0 psf bohom chord live load nonconcument with any other live loads. ♦ ..�` ♦♦ 6) as beendesignedload of 20.0wpsf bottom on the tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitii�,,, Ssi • • \ Q �N % between tom hord any hive the BCDL lb 2=300, 7) Provitle mechanical conneclion (by others) of truss to bearing plate capable of withstanding 100 uplift ai joint(s) except (n=lb) ��� 1 15=899,10=571. /1111111/0 8) "Semi -rigid pilNbreaks 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. FL Cert. 6634 LOAD CASE(S) Standard February 21,2 13 AWARN/NG-Ver%design paimrmrers and REM NOTES ON trans mm fASLVDBD Jdr=REFERENCR PArB im-74m BEFORE US& Design void for ae only Wth MTek connecton. Th design is bawd..* upon paamelers shown. and Is far on Ndrvie V.l WOdbg component. ��• ApprcaNtihof ded n porarslers and proper lncono.ron of component Is m,D .,Po6fy of b.Wng designer- not W. designer. aracIng shown Ahddctliols bhduMe dMnAeuaat lV Manerespo d webMregnflthe tMemecpreoam Lratyo f Ad.dguwpoptohvrtbl renabs lcd e'up.acopmUu mlg @faresbcrilo.er no paNyt cpooefnN ievomef rybh.eears eocNaliyo. AMVTPII Queer Weird, DS8-e9and aCSl auTdIng Component fiTW9e0m9pPear. yInforxen abblefrmTme.781N.eSaf. 1ZAkxiO.VA2Zil4. FkLaW 3F3a ad1aa4M11. 5 it Southern Pose SP or Slop) umberIsselfie1the desValee9arethcrae effective 0691fJ0f2 by ALSC or proposedSN& Job Truss Truss Type Cry Ply ' T4729662 24641 A5 Hip Truss 1 1 lJoblieferenos(cptionaft East Coast Truss, Fort Place. FL 34946 7.350 s Sep 26 ZD12 MiTek Industries, Inc. Thu Fab 21 13.07:36 2013 Page ID:bY47az9kOA0_ueiG4zelRMzj7NDn suqfyuHTrTOW53JVNkLCmICOKeOuAFOgZNBUziwG 19V 1V 2<8 1-2-0 Mal 24M O1 5L0 SxFO 7-z-12 7-94 zOD goes=1:75.4 Sea 12 Sur 2x4 11 14 = 6 7 8 9 S 5 i 3x4 3x6 5 70 11 3x4 i d 44 i 4 3 2 d11 3 21 121Id31 22 dd 25 245� 19 20 18 32 W 17 18 15 14 9 = 2x4 I 2,4 1 54 It 3x5 3� = Os� 2x4 II 3x8 3x6 = 3x4 = 2x4 II 3x4 — 2-45 888 11-14i 14-1-12 1 2541-0 32-2-12 4p0.0 248 -2-0 SOa 2-7-0 384 0-1 160-0 7-z-12 7-94 Plate Offsets X 5:0-2-0 030 :0-3-0 0.2-09:0-2-8 0.2d 23:0-5.8 0-2-12 LOADING (psp SPACING 241-0 CSI DEFL in (too) Vde0 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.58 16-18 -532 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.9216-18 >338 180 BOLL 10.0 ' Rep Stress Ina YES WE 0.74 Horz(TL) 0.05 18 We We BCDL 10.0 Code FBC2010rIP12007 (Matdc-M) Weight 229 lb FT=O% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc puffins. BOTCHORD 2x45YP No.1*Except* BOTCHORD Rigid ceiling directly applied or 8-3-13 oc bracing. 2-24,20-23: 2x4 SP No.2, 4-24: 2x4 SP No.3 WEBS 1 Row at midpt 11-16, 6-18, 8-18 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2 -10d (0.131X37 nails and Goss brace spacing of 2030 oc. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=66310-" (min. 0-1-8), 18=22161038 (min. 0-2-14), 12=1320/0-8-0 (min. 0.1-14) Max Horz 2=396(LC 6) Max UpIR2=475(LC 8), 18=633(LC 8), 12=662(LC 8) Max Gmv 2=710(LC 13). 18=2440(LC 13), 12=1567(LC 14) FORCES (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 23=729/389, 3-0=1296/671, 4-5=462/438, 5-6=141/530, 6-7=107/J51, 7-8=71/348, 8-9-1185/662, 9.10-1289/658, 10-11-1398/606, 11-12-2236/846 BOTCHORD 2-25=253/993, 4-23=38/395, 22-23=504/1606, 21-22=1071425, 2021=107/425, II TT� 7� 18-32=36/593, 32-33=361593, 17-33=36/593, 16-17=36/593, 1576=514/1871, 0 N , P I I Q N F �I 14-1=- 5514/1871, 12-14=514/2166 �% , , , WEBS 8.16=-139/835, 11.16=9541456, 11.14=D/264, 18.20=lDlM65, 6-20=-613/139, O.. E N �•' �♦ �� G :F B-18=13171406, 5 22=461317, 520=785/403, 325=5781192, 2325=165f771, �: \.\ SF ♦� ` 323-288f770, 4-22=1192/412 N 68182 NOTES E 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL=3.Opsf, h=15111; 13=45ft; L=406; eave=511; Gat it; Exp .O C; Encl., GCpi=0.18; MWFRS (directional); can0lever left and right exposed: end ver8cal left and right exposed; Lumber DOL=1.60 plate T F ♦9O grip DOL=1.60 •, 3) Provide adequate drainage to prevent water pending. i ••zl` P•��,� ♦♦ 4) Plates checked for a plus or minus 0 degree rotation about its center. \ �,_`Q\,�� ♦�,',j�s This truss other.0 psf bottom chord live load nonconcurnent with any ive loads. • • liive 6)-ThisW b rectangle 3-6-O tall by 2460 wide will flu ss ha een designed fora lachord s d of 20. psr on the bottom ard in all arewhere AL %%% between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=475, 18=633.12=662. 8)'Semi-rigid pftchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. FL Cert. 66'34 9) Warning: Addflional permanent and stability bracing for truss system (not part of this component design) Is always required. February 21,2 13 LOAD CASE(S) Standard A WARNIND-Ver0 da tgn parmndm aadREAD A107TS ON MS AND INCLUDED WTBICREFERSICB PAGE JIM 7473 BEFORE US8. Des'gn valid far me only with MTek connate,, ThS design Is hosed only upon paromelers shovm. and Is far an lndiNduol building component.• APWlcobiRy of desiant proper peromefens aproper ineau potion of component Is res nhbliN of buldW designer- not toer. ne design8rotlng shown hforlateralsuppadofndrr olwebmnn sony.Addf-wmlfempa ac'ugtoLu eab3tyda gc Wefionetheresrwntyofthe MiTek' areafm Addlional permanent bacng o of the 11 shvchdnsger- ne u Me reseordMty ofthe b0g denfWQgnerol guktance n Qg ing fodketbn auasty.entol. d ge. d.Wo,y. erection end bracing, eoml AMWP11 GuaBly CGaedu,DSB-Be and 1101 Building Component 6904 Parke East SM. 3afayl mpa on d-noble ham True PMe nsMute.781 N. Lee Street. Suite312 Atexandf.. VA 2Ti14. Tampa,R33B164115 U Sauibem Pone SP or SPp) lumber[& speeife the designvalues ne those effective 060U7012 by ALSO or propepsedby SPUL Job Truss Truss Type Dry Py ' 663 T4729 24641 A6 Hip Truss 1 1 Job Reference o tional East Coast Truss, Fat Pierce, FL 34946 7.350 s Sep 262012 Mrrok Industries,Inc. Thu Feb 21 13:07:39 2013 Page ID:bY47az9kOA0 ueiG4zel RMzj?ND-BZYdTh_maOD21zge?dwRzrOrHc010Byh6on11oriw a24 1244 -44 44 s aaa a.t.t 1 za4a 1t-n 40.40 xz z4a too -04 544 +o sa a1-1: z4w e40 seta ssta =- z4a ao 56 = Scale =1:91.3 8.00 12 61di = 2x4 I 9 10 3x4 i a 3s4 3x6 i 77 34 g7 12 2x4 b dx4 9 'Sx8 i 13 — 5 3 4 q?s 2 8 26 14 6117 m1 3231 29 4x4 =25 21 20 39 40 19 15 41 11 42 le ass = 2x4 II Ssdl II 3x6 = 41 = 3x4- = 2x4 II 2w1 II 3x4 = 3x8 = 3x4 4x10 — 2,r4 = 2x4 It 2x4 II 2x4 II 424 1240 1-00 Mdso4 i0180 z-t-n z-1w so0 sz-rz eau 80 Plate Offsets 4:0.2-0 0.2-0 9:0.2-B0.2410:0-2-80.2-0 LOADING(psq SPACING 2-0-0 CSI DEFL In (too) Won L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Ven(LL) -0.23 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.66 Veri(TL) -0.2327-28 >764 180 BCLL 10.0 ' Rep Stress Ina YES WB 1.00 Horz(TL) -0.0.5 20 n1a Na BCDL 10.0 Code FBC201 Or P12007 (Mager-M) Weight: 245 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3S7 oc purlins. BOTCHORD 2x4 SP No.2*Except' BOTCHORD Rigid ceiling directly applied or 1GG-0 oc bracing, Except: 4-31: 2x4 SP No.3, 18-21,14-17:2x4 SYP No.1 GA-7 oc bracing: 27-28 WEBS 2x4 SP No.3 9-6-13 oc bracing: 16-19 B-1-5 cc bracing: 1638. WEBS 1 Row at mldpl 10-19, 11-19, 8-20. 9-20 with 2x4 SP No.3 with 2 - 10d (0.131'x3) nails and cross brace spacing of 2D4}0 oc. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (MIsize) 2=736/0-8-0 (min. 0.1-8), 20=2149/0-3-8 (min. 0-2-13), 14=1377/0.8-0 (min. 0.1-15) Max Holz 2=-442(LC 6) Max Uplifl2=543(LC B), 20=535(LC 8), 14=-692(LC 8) Max Grav 2=761(LC 13), 2D=2409(LC 13), 14=1638(LC 14) FORCES (M)- Max. CompJMax. Ten. -All forces 250(Ib) or less exceplwhen shown. I�SIIllI/I/I TOP CHORD I N•.�/1,%pl��, 7-8=27Ot490,8-9=2205558,9.1051064689, 10-11=12421706, 1112�2154/925, ,�P(j,�i • CC` O 12-13=22271902, 13-14=2495/964 `�% ••' G E N �I �l'�.� SF' ♦i BOTCHORD 232=513/1864, 4-30-415/209, 29-30=246/511, 5-28=16lf701, 27-28=915/2309, �� :� 26-27=2261553. 23-26=226/553, 22-23=226/553. 2039=0/274, 39-00=0/274, 19-00=0/274, 18-19=-378/1534, 18-41=378/1534, 17-01=-378/1534, 17-42=-378/1534, = * �' N 68182 16-42=-378/1534, 14-16=647/2126 WEBS 11-19=923/432, 11-16=170f707, 13.16=-420/285, 20.22=779/457, 8-22=453/242, 9-20=1271/118. 9-19=224/1126, 5-27=17721695, 7-27=-66667, 7-22=870698, .D 3-32=450/172, 30.32=66/261, 3-30= 470/1085, 2830 407/1306 pO:• T F NOTES 1) Unbalanced rooflNe loadshavebeen considered forthis design. ♦ T P. Z ♦♦j 2) Wind: ASCE 7-10; Vun=170mph (3-sewnd gust) Vasd=132mph; TCDL=9.Ops/; BCDL=3.Opsf; h=15ft; B=45fl; L=40i1; eave=5fl; Cat. II; Exp � � � �� ♦I� ss ' •' •��� ` C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right "posed; Lumber DOL=1.60 plate ,PIP gdp DOL=1.60 AI`,,, 3) Provide adequate drainage to prevent water pending. ►III 4) The solid section of the plate is required to be placed over the splice line atjoint(s) 18. 5) Plale(s) at joint(s) 6, 9.10.12, 2, 31, 4, 29. 5, 22, 25, 24, 21, 19, 11, 16. 13, 8, 20. 26. 23, 27, 7, 3, 32, 28, 17 and 14 checked for a plus or minus o degree rotation about its center. FE Cert. 6624 6) Plate(s) atjoint(s)18 checked for a plus or minus 5 degree rotation about Its center. 7) This truss has been designed fora 10.0 psi bottom chord live load nonconwrrent with any other live loads. February 21,2 13 Continue tl on Done 2 AWARMRO• Vero decignparanelers andRBMMM09 MS d7ID JIMUCUIRD Aft= RSPEREDICB PAGEJM-74M SSPORS USB, Design varid fa use a* with Milek connectors. Mk design B based oNy upon paorreters shown and b to an Mdl dual building component. ■■ APplicabuy of design pommeters am1 preper i co,aoroticn of component k respombtiy of buldbg designer- not hue designer. Bracing shown h forlcteral support ofind duolweb members only. Addtional krnperaytracWo huure stabLydudng comhuction Is Me respomibllyof the MiTek' erector. Additional pereanent bracing of Meoveml shucture b Me respomb5ty of the bolding designer. Forgeneml widwce regadmg fabrkation quoiiy contra stavga, tlerlvery, erectbn and bocrg, consVli ANSVTP11 Quality CiBeda. DSB419 and BCSI Building Component fi904 Parke Fast aM. Safety InlonnOBan. availablefrom Tltm PlateI tMe.781N.Lee Sheet.Suite312Alexa mVA2Z114. Tampa, FL 33610-4115 It Southern Me Spur SPp)lumberls specfied.1hedeslgn values Ie awe effective OGMV 12 by ALSCar sea SP18. Job Truss Truss Type Dry Ply T4729661 7bR&,,as, 24641 A7 Hip Truss 1 1 (optional) East Coast Truss, Fort Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Ina. Thu Feb 21 13:07:42 2013 Page ID:bY47az9k0A0_ueiG4zcl RM47ND-bBEm5il NbckRZCgmUBaT0NIpNga%b7om0hM7zi.G 240 1240 a4 24 s- 4e a1.12 1 2 4o n-1 i-0a 14Y be.W 14e 22 4fe4 2d0 &1-1] &1-13 885 2-00 14-0 -00 Ss6 = Scale: lre'ti1' 9 10 raw II 3.4 8 9x4 3x6 � 11 3x6 67 12 2x4 �/ 6 4x4 9 5x8 9 13 as II 5 2 6 3 14 r^j lq 0 27 d 29 4x4 =25 39 d019 18 41 17 4216 3231 21 20 3, = 2x4 It Sxe 11 3x9 = 3� = M = 3x4 = 3x6 = 3x4 =2x4 II 2x4 II 3x4 = Se= D,4= 4x10 = 2x4 11 2x4 II 2.4 II 244 1244 1 140 14a M MI —so a1-12 4-1w 24a V12 94-4 4a Plate Offsets % 4:0-2-7 0.1-0 9:0.26 0.2d 10:0-26 0.2d 30:0.2-10 0.2-75 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/de8 Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Ved(LL) -0.32 16-19 >957 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.58 16-19 >533 180 BCLL 10.0 • Rep Stress Inch YES WB 1.00 Horz(TL) 0.05 20 n/a Na BCDL 10.0 Code FBC2010rrP12007 (MaBbf-M) Weight: 252go FT=0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10410 oc brecing. Except: 431: 2x4 SP No.3. 18-21.14-17: 2x4 SYP No.t 6-2-2 oc, bracing: 27-28 WEBS 2x4 SP No.3 836 oc bracing: 16-38. WEBS 1 Row at mdpt 10.19, 11-19. 8-20, 9-20 with 2x4 SP No.3 with 2 - 10d (0.131"x3) nails and cross brace spacing of 20-0-0 oc. MTek recommends that Stabilizers and required chose bating be installed during truss erection, in accordance with Stabilizer Installation u tl REACTIONS (lb/size) 2=745/030 (min. 0-1-8), 20=2131/0.33 (min. 0.2-14), 14=1390/0.8-0 (min. 0-1.15) Max Harz 2=488(LC 7) Max UpIr12=537(LC 8), 20=543(LC 8), 14=690(LC 8) Max Gmv 2=752(LC 13). 20=2413(LC 13), 14=1655(LC 14) FORCES (Ib)-Max CompJMax.Ten. -All forces 250(lb) or less exceptwhen shown. TOP CHORD 23=1257/338, 3-4=12491709, 4-5=1642/909, 6-6=710/572, 6-7=585/576, \�\� ' N 7-8=320t53O.8-9=281/602,9-10=855/642.10-11-102lt647,11-12=2021/898, \\\ \ BOT CHORD 232 5081897.4.30=41720429-30=242/527, 5-28=1551700, aC • �<.` 27-28=899/2348, ��,`\Op E N SF 2627=207/580, 23-26=207/580, 22-23=207/580, 2039=01480, 39-40=0/480, 1940=0/480, 18-19=311/1411, 18-41=-311/1411, 17-01=-311/1411, 17-42=311/1411, i 16a2-31111411,14.16=-6172098 WEBS11-19=1071/491,11-16=192/836,1346=474/'J22,20-22=941/518,8-22=4621319,•9-20=1361/45, 9-19=193/1094, 527=-1784/699,7-27=61/414, 7-22=896/376, 332=459/168, 3032=fi9273, 330=45911102, 2830=39311324.fl *IN46 NOTES i1�[71) Unbalanced roof live loads have been considered for this design. i_ 1 eaI Cat. 11; gust) erheft 2)C; p�3) Encl., GCp1�.18• MI (directio al); canlllevsecond and right exposed; end ertical0left and fight posed; Lumber DOL=160 plate Provde adegrip quate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) IS. 5) Plate(s) at joint(s) 6, 9, 10. 12, 2, 31, 4, 29, 5, 22, 25, 24, 21, 19, 11. 16, 13, 8, 20. 26. 23. 27, 7, 3, 32, 30, 28,17 and 14 checked for a plus or minus 0 degree motion about its center. FL Cert. 6634 6) Plate(s) at joint(s) 18 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psi bottom chard live load nonconwrtent with any other live leads. February 21,2 13 Continued or a e2 ®WARNN G-P-Uy design p..wters andR&O ZMW GN7WSAIMLNCLUDED MEKRRFERBNCEPAGBJW-7478 BEFORE USB DeigI foruseonly Wth MTek connedors. Mls deign Is based only uponporomadamuh m. and Is foram avldual buld'mg component. ApPlaabLNof design parameters and properincorpomtlon of component Is nngoomblitY of bWdng deigner-not fuss designer. tracing shoym hicrlclerdsuppodofindMdad.bmenbarsody.AddllonoltemIbacingtoInsure st1cuing mrutnsctionIs the responialthe MiTek' aractw. Additional pe,manenl bracing of III de is ihemspon ly of the buldng dersgnm Forgenerd Woonceagard'rp fab4cotbn walN coniroL storage. tlerrvery. eracibn ond bacNg. wnsVO ANSI/fell Oualay ClaeOo, DSI-8y and aCSl auedin9 Component 6904 Pake East BIW. Sofutylnfoanalon aVClbble frarI Plate lnst1h4e.781 N. Lee Sheet. SUIle312 AWanWa. VA 22314. Tampa. F133610-4115 ff Southern Pine SP or SPp) blmberts spedfiedthe design values arethose effective 00=2 by ALSO orroposedby SRB. Job Truss Truss Type Oty Ply - T4729565 24641 AS Special Truss 4 1 Job Rderence inchonal East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 262012 MTek Industries,Inc. Thu Feb 2113:07:442013 Page ID:bY47azSk0A0_usiO4zc1 RM47ND-YXLV W02vCw Kzkibn8WduSiNd4tGRDOG4V00D2iWG 42-0 1240 -1 3 OaOd i2-0e 240 180 SOO i-0 bt-12 $.fa1 8613 8613 ]-0S 2d0 d0 8.0012 5x5= Scale=1:828 3 8 10 3xf 3x4 G 9 11 3x4 3BG 8 12 3x4 i 3x3 11 87 13 2x4 4x4 i 5xe 14 2x4 II 5 4 3 2 9 2] 1� 15 [l dt 1 1 28So d 40 19 18 17 dtl 333 4x4=28 22 21 20 ye = 2.4 II 2x4 11 5, II 3x = O1 = 31 =3x4 = 3x8 — 3x4 = 2x4 II 2x4 II 2x4 II 58= 14= 4x10 = 2.4 II 2x4 11 624 1240 1-9-0 suer +014o zn-1z s1o. laoa loco 140 Plate Offsets 4:0-2-5 0-1-01:0.2-12 03-3 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) VdeB Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.42 17-20 >747 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.71 17-20 >436 180 SCLL 10.0 ' Rep Stress Inv YES WS 1.00 Hoa(TL) -0.05 21 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matra-M) Weight 23B lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 33.7 ce puffins. BOTCHORD 2x4 SP No.2•Excapt' BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 432: 2x4 SP No.3, 19-22,15-18,18.19: 2x4 SYP No.1 63-6 oc bracing: 28-29 WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 20-21 8-21: 2x4 SP No.2 B-5-1 oc bracing: 1739. WEBS 1Row at midpt 10-20,12-20.8-21 with 2x4 SP No.3 with 2 -10d (0.131•)3' nails antl 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 (lb/size) 2=738/0-8-0 (min. 0-1-8), 21-21331038 (min. 0-2-14), 15=1378/0-8-0 (min. 0-1.15) Max Hors 2=511(LC 7) Max Upli02=530(LC 8). 21=553(LC 8), 15=686(LC 8) Max Gmv 2=742(LC 17). 21=2424(LC 13). 15=1642(LC 14) FORCES (Ib) - Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 2-3-12341321,3-4�129/552, 319 �892 82581/6 8, 1142--8879/590. 12-13 13-14-9r�2127/844814-15=2424 ,,�AOPQ.. .......... Imo, BOT CHORD 2.33=-499/1877,4-31=-4081197,30-31=235/520,5-29=148/689, 28-29=871/2315,••��GEN�.:� 27-28=185/560, 24-27=185/560, 23-24=185/560, 19.20=272/1299, 18-19=27211299, 17-18=27211299, 15-17=595/2112 N 68182 * •' WEBS 10-20=296/374, 12-20-1121/512, 8.20=2211099, 528=1771/693, 7-28=57/429, 7-23=8981362, 21-23=22D4/558, 8-23=1711/370, 3.33=454/162, 3133=701273, 2931=-374/1305, 331=-445/1087, 12-17=217/918, 14-17=495/339 NOTES -� •• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=170mph (3-secentl gust) Vastl=132mph; TCDL=9.Ops/; BCDL=3.Opsf h=15tt; B=4511; L=40f1; eave=511; Cat II; Exp •.� Q• �� �j Q.� C; Encl., GCpi-0.18; MWFRS (directional); cantilever left and right exposed :end vertical left and right exposed; Lumber DOL=1.60 plate \ G.N,�� DOL=1.60 ,,,4 •N grip 3) The solid section of the plate is required to be placed overthe splice line aijoint(s)19. �f AI.E�%`** 4) Plate(s) at joint(s) 9, 10, 11, 2, 32, 4, 30, 5, 23, 26, 25, 22, 20, 12, 8, 28, 7, 21, 27, 24, 3, 33, 31, 29, 6, 13, 18, 15, 17 and 14 checked fare /if 11 Il i tO plus or minus 0 degree otation about its center. 5) Plate(s) at joint(s) 19 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chard live load noncencurrenlwith any other live loads. FL Cert. 6634 7) ' This W ss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL-10.Opsf. February 21,2 13 Continued on case2 A WARNING- Vellfij deign Parmndera andREW AWISS ON7B/S ANDINCLUDBD ffi7ffiCR9PBRBNCBPAGBRU1-7473 BBFORB USB. ' Design valid for Vsa onlywlih M7ek came z This design 6 based o* uponparametas shown and 6 fa anindvlduol balding component. parametenand properincorporalion or component snnponmlily ofbalding designer -not truef designer. Brodrg shown6raialerciwppodofWd =lwssbmembenonly.AddB itemporaytracngtok¢ OobMtydsu6gcor4taclimblheresponu 5"fthek' 7lApp�altf.fc.ion cream. AddtlondpmnonmlbatingofMeovemldructum4%erespow tyofthebuldngdesigner.Pergmeralgldonceregarding fobicatbn euafitycontmL darage. deliveryerection and bac g, comvlt ANSIy1P11 guullyCd1Ma, DSM9 and 1101 Bulking Component a East etc.SolelylnlarmatlenwibblefrombussPblelmffNte,M]N.teaSheet.5aite312Alexondia.VA22314. L.f."5 85outhem Pme SPor Nmberiss the design values am Owe effective 0 dOVffl2by ALSC or proposedby SP1A Job Tmss Tmss Type Ory Ply - T4729666 24641 A9 Common Truss 7 1 ob Reference a tional East Coast Truss, Fart Pierce, FL 34946 7.350 s Sep 26 2012 MTak Industries, Ina, Thu Feb 21 13.07.46 2013 Page ID:bY47az9k0A0 ueiO4zcl RMzj?ND-UvTGx449HX52D2e_vbY41JAOi0n6k04110 Wezi G -0 32-] 4V F4-0-26a U ]b5 J5-16d I i I I r� 2-00 51164 -_71 7 S ale=1:73.3 Sx5 = 6.00 12 6 3x4 3x4 5 7 axe i axe 3x4 i q 6 jU4 3 2w a 1 jjlt 16 15 23 14 24 13 12 _ axe = 2x4 II 5x5 = axe = A5 = a4 II sxe P-7 1412 01 31411 11-114 4A77-06 7-1-7 140 Plate Offsets X 13:0.2-8030 150-2-80-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.08 12-13 >999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 SC 0.65 Vert(rL) -0.24 12-13 >999 180 BCLL 10.0' Rep Stress Ina YES WB 0.65 HDR(TL) 0.05 10 Na Na BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 227 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing diredly applied or 3.7-9 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2z4 SP No.3 WEBS 1 Row at midpt 614, 7-14, 9-13, 3-15, 5-15 with 2x4 SP No.3 with 2 -10d (0.131'4") nails and gross brace spacing of 20-M oc. MITek recommends that Stabilizers and required gross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (Ib/s¢e) 2=502M-8-0 (min. 0.1-8), 15=247010-3-8 (min. 0-32),10=1245/D-M (min. 0-1-12) Max Horz 2=51l(LC 6) Max Uplift2=321(LC 8), 15=867(LC 8), 10=582(LC 8) Max Grav 2=597(LC 19), 15=2633(LC 13), 10=1460(LC 14) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less exceptwhen shown. TOP CHORD 23=7821169, 34=110/683, 45=-81/855, 5L=533/394, 6-7=-090/394, 7-8=1182/524. 8-9=1277/472, 9.10=2089/682 BOT CHORD 2-16=-362/1320, 15-16=362/495, 15-23=711/474, 14-23=711/474, 14-24=24/933, 7C IN , P�111111111 WEBS 316 O/282�7--14Z 1 86/496, 7-131 1411710 9-13= 9001395, 9.12=0/274, 3-15=930/405, `��p,U 5-15=1908/721, b14=288/1400 V} NOTES 1) Unbalanced roof live loads have been considered for Nis design. N 8182 * 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp Z ; C; End., GCpi0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and light exposed; Lumber DOL=1.60 plate grip DOL=1.60 .fl 3) Plates checked for a plus or minus 0 degree rotation about its center. 9O ; T F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. .' (uW` 5)' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2k0 wide will fit a between the bottom chord and any other members, with BCDL - 10.Opd. \ �,'` 6)'rovvide iical of truss to bearing .... capable of withstanding 1001b uplift at)oint(s) except (it -lb) 2=321, ,�jl�ss . eca connection (by others) plate 5467. 2. N 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 1111111101, 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 February 21,2 13 dfo•ve.VydefgnPdmalenoartexgn baled nlyuW e1mmc6un�mnmcn��tf$+clbulan, lnaa73JfrroRstrsx 0edgn valid far of t. Designwish A4Tek connecarirhodeslgn'¢basemponenthre,ometen shwm.ontlbnigner- meal not deniggcomponenown ApplkabPty of tledgn patameten and poper4icoipaatbn of component arespomiahiN of bultlinp dedgrier-not Miss tledgner. Bracing dlovm ka latentsupportofh corahvctanhtherespamDng the MiTek' rat cmembersony.AdQlbnvlfeep oh tyotoen UdVdmdw. pemxL e.g.. na of me ov a e>oowrosryoflh11lg.-,gdesbner.f«geandDaldancng fdario.Adalanm tabrk D$B-89 and BCSI Bu6dM9 C4mponeM quality, control, darage, erection Con tion ad rwing, brockg,consuH ANSI/rrll Oa,VA 6901 paAe Eed Bhd. laPrery. Info lnlama0en ava'g)fmm truss Plate Wtitufe. 781 N. 3Peei.6vi1e312 Alemntlda, VA 22114. 781 Z2314 Tempa,FL336101115 If ffSoutt¢mPaleSporSPp)hlmberfsspecife The design values am those effective DOMi by ALSCorropoxed SPTa Job Truss Truss Type Off, Fly T4729667 24641 A10 Common Truss 8 1 Job Reference (,Phone)) East Coast Truss, FM Pierce, FL 34946 7.350 a Sep 262012 MTek lrMusmes, Ina Thu Feb 2113:07:112013 Page ID:bY47az9k0A0_ueiD4zo1 RMzj7ND-7As2b6fCAnhO WghFMIOtgxElcJg4lbg2gR7YmOvwG 2A-0 7-0.5 12V 9eDe 2)-2-4 3W711 4D40 Id9-60 I 2J10 7-61 137 7-2-4 S9 Sraie=1.78.8 Sx5 = 0.0 12 6 3x4 G 3x4 5 7 34 3x8 3x4 � 4 a Set 3 9 2 to 3 d 1 111d d 1a 1] 18 25 15 28 14 13 12 _ 3xe = 2x4 II 3A= 3x8 = 34 = 2x4 II 34 Sx5 = Sx5 = 7-D5 ] 6&1 4D0-0 12 24 24- I I 211 70.7--2 Plate Offsets 13:0-2-803-0 17:0.2-80.,�,0 LOADING (psQ SPACING 24)-0 CS! DEFL In (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.12 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.2713-15 >999 180 BCLL 10.0 ' Rep Stress Inc YES WB 0.70 Hoa(TL) 0.05 10 me rda BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight 2231b FT=O% LUMBER BRACING TOP CHORD ZA SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-" oc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 6-15, 5-17, 7-15 with 2x4 SP No.3 with 2 -10d (0.131'4') 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 (Ib/size) 2=4651G &M (min. 0.1-8), 17=2422/0-3�8 (min. D31), 10=133710-8-0 (min. 0.1-13) Max Hom 2=511(LC 6) Max UpIIR2=315(LC 8), 17=838(LC 8), 10=617(LC 8) Max Grav 2=564(LC 19), 17=2593(LC 13). 10=1553(LC 14) FORCES (Ib) - Max. Comp-tMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=8591206, 3-0=76/660, "=-34/800, 6-6=756/453, &7=699/453, 7-8=1465/637, &9=1605/595, 9-10=2244/739 BOTCHORD 2-18=-002/1461, 17-18=383/399, 16-17=719/438, 1&25=719/438, 15-25=719/438, uV 1C ",Sul 1&26=158/1272, 14-26=158/1272, 13-14=158/1272, 12-13=424/1878, 10.12=424H939 \\ \ I N WEBS 3.17=750/323, 5-17=189ar706, 515=296/1452, 7-15=1221/506, 7-13=125/676, \\ \ Q U 9-13=7121311 , ,O •�� G E N SF ���,'�� ���` NOTES 1) Unbalanced roof live loads have been considered forthis design. • •• 2) Wind: ASCE 7-10; Vutt=170mph (3-secend gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40R; eave=5ft; Cat. II; Fxp Z * ; C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 7 .13. �. 3) Plates checked for a plus or minus 0 degree rotation about its center. S1 �• T F u/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. O 5) • This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-O wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �i� O p'`• \c�� 6) Provide r 838, 0 617'cel connection (by others) of W ss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=1b) 2=315,17=��sS •N A�-�\, 7)'SemFrigid including heels' Member end fairy, model was used in the analysis and design of this truss. pftchbreaks 11111111�\\\ 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 February 21,2 13 A WARNING- Vero design parantefm andRBBD NOTES ON 7WS AND 7NULWED Dff=R&FEM CB PAGE IIIF7473 BBFORS 1158, Daum vckd to useoM] with ANTek connectors lhb cm,rf Is based ally upon pmameten shovm. and If for an inbii du buildM component. ��• AppricabSNal design parameter and VoW lacy tlon of component is responubON of b rt cadger- not Mas dedgner. erasing shown Btcrlateralsuppwtot Ndividualwebmembenonty. Addibnd lece ar, bracing totruvre stab6ty durvg cammxtion is Me respom3aGty of the erector. Atldllorwl Pemwnml bracing of Me ovem0 slruchxe B Ma respomIDpry of Me buBdmg deixmer. for gmerd puitlance regard'mp MiTek' tabricatwn, guatiy wniro4 storage, tleWery, eredbn and brachp, comuli ANSI/IPII DuaIrly Cdledo, Dw-89 and Bat Building Component 6904 Parke Fast BN4. SabylntwmaBa ;affable Scan Truss Plate MstiNte.781 N. We Sheet, Suile312 Akanddo, VA 22314. Tempe,FL336104115 tt SButham PMe SP or SPpl lalnber is specified, the design values are Nose effeeWe DN0WT17 by ALSO or proposed by SPI& Job Tms Type Oty Ply _ �Tuss T4729668 24641 A11 Hip Truss 1 t Job Reference (optional) East Coast Truss, Fat Pierce, FL 34946 T350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13.07:13 2013 Page ID:bY47az9k0A0 UeiD4z01 RMzj?ND.y2zo0ogSiPxkl_reTASLcMJOATTwVUKs711HgJztwG zoo alas s11.4 sou all ea12 s11-q sloe z-ao Scale=1:78.3 5d= Sx5 = Soo 12 6 7 3x4 4 3x4 5 6 3xB 3x8 3x4 G q 9 3x4 C �' d 3 10 2 e� 11211 1 20 19 10 27 1716 28 15 14 13 34= 2x4 11 ' - 5x5 = 5x5 = 2x4 II 30 5x5 = Sx5 = axe = S1o8 12-a12 19La 2 27-214 331-g d0-0O Stag 5114 SB-12 S11 S&12 S11d Stag Plate Offsets 6:0-2-B C-2-0 :0.2-8 0.2-0 14:0.2-8 03-0 16.D-2-B 0-2-12 17:0-2-8 0.2-12 19:0.2-8 G q-0 LOADING (psQ SPACING 2-0.0 CSI DEFL In (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.19 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(rL) -0.4314-16 >752 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.75 Hoa(TL) 0.06 11 Na Na BCDL 10.0 Code FBC2010,TP12007 (Matrbr-M) Weight 236 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 3-3-14 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 6-17, 5-19, 8-16 with 2x4 SP No.3 with 2 -1 Od (0.131'x3' nails and cross brace spacing of 20-0-0 ce. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=536/03-0 (min.0.1-8), 19=2310/0-3-8 (min.G-2-15), 11=1370/0.8-0 (min. 0.1-14) Max Hom 2=501(1_0 6) Max Uplfft2=34l(LC 8), 19=799(LC 8). 11=-629(LC 8) Max Grav 2=588(LC 19), 19=2514(LC 13), 11=1599(LC 14) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=813/174, 3<=64/551, 45-21/694, 5-6=-853/481, 6-7=656/503, 7-8=805/483, 8-9=1578/667, 9.10=1722J623, 10-11=23541770 BOTCHORD 2-20-367/1367, 19-20=233/422, 18-19=531/390, 18-27=531/390, 17-27=531/390, 1/V� 16.17=0/619, 1fr28=186/1374, 15-28=186/1374,14-15--186/1374, 13-14=-055/1980, %% viN IN ` /♦ 11-13=455/1980 �\ Q WEBS 1847/683, 6-17=281/1359, ����P ('ENS '��♦♦ii 8-1�254/51178-14=/136/722910-14�703/312 NOTES*: N 68182 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=770mph (3-second gust) Vasd-132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cad. 11; Fxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate .� 2 grip DOL-1.60 �O: T F 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦♦ A` P . `1 `� 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ O,: \ �� ♦♦ 6)' This bus has been designed for a live load of 20.10psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit s between the and any other members, with BCDL = 10.0psf. ♦'/ 11 7) Provide mechanical conrndection (by other) of truss to bearing plat capable of withstanding 1001b uplift atjoint(s) except (p=1b) 2=341, 1111111111 19.799, 11-629. 8)'Semi-rigid pltchbreaks including heels' Member end f city model was used in the analysis and design of this buss. 9) Warning: Additional permanent and stability bracing for truss system (non part of this component design) is always required. FL Cert. 6634 LOAD CASE(S) Standard February 21,2 13 Aw/1Raw-Y.Vy designparmnders ondREW NOSES ON MS AND MUDDED MITECRBFBRBNCB FAGB 1111.74"REFORB US& Design valid far use only wish 84Tek conneatoa This dedgn Is based only upon parameters shown, and b for an 4xLvidual b Idhg component. Appricabilty of design parameters and proper Incogxxotion of component is resporabirdy of buSdng designer -not puss dedgner. 8raang shown brad.terss PortothelMduawebmembeOathy.Addtlawltempuarydocmglo4waeslabiGtydu gcoml,.ffi bfheresposmbUityofthe Additional MiTek' erector. permanent brn ag of the overall d,uchre is%a mipor ilty of the Wlding designer. For general puidanceregacing fabrication, quoGty confroL storage. delivery. weabn and Ixacing. comu8 AMVIP11 guaDy CMeld, DSB-89 and scat Building Component 6911 Parke East BW. Sa 1nfonnal1on;. bla tram Tmu Plate lnstituteJ6lN. We Street. Suite312 Alexandria. VA 22314. Tempa.R3361Sd115 U Sauthem PmelSPor Spp lumbert,s the des values aretnose effective WIH OR byALSC orproposed by SPA Job Those Truss Type Dty Ply - T4729669 24641 Al2 Hip Truss 1 1 cab Reference foptan.11 East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 18:07:14 2013 Page ID:bY47m9k0A0_ueiO4=IRMzj7ND-00 AD7h5Ti3bN70glt_aSZsa2Xt0EuROMPEDNlziwG -z4aa l Rz-s I tz-atz nee nsa z7-z.4 ave.n o.on I 14z4t,a I I I ' 24 e-2-e F7-4 48-12 411-0 441-1z 67i e-z-e z-o-o Scale =1.74.1 B 5 54 _ 6.0 12 6 7 3x4 ir 3z4 5 8 36 i 3i9 3x4 i 4 8 3x4 3 10 d 2 11211 q7 0 1 20 19 18 17 27 15 15 14 13 _ 3x = 2x4 II axe _ 3x6 = 3x4 = 14 = zw II 3,6 5x5 = Sae = a2zz-sa 27-z-4 3ase 4aaa m&6I s74 I I a11-o 4-e-tz 174 121 Plate Offsets 6:0-2-80-2d :0-f00-2-8 19:0.2-8O30 LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Vdee L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.11 13-14 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(rL) -0.2813-14 >999 180 BCLL 10.0 Rep Stress Ina YES WB 0.95 HoaCTL) 0.06 11 Na Na BCDL 10.0 Code FBC20101TPI2007 (Matfix-M) Weight: 243 lb FT=0 LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-6-8 oc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 600 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 6-17. 519, 8-16, 7-17 with 2x4 SP No.3 with 2- 10d (0.13t 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 (lb/size) 2=44410-8-0 (min. 0-1-8), 19=23761038 (min. 030), 11-1305/DA-0 (min. 0-1-13) Max Horz 2=455(LC 7) Max Uplih2=.302(LC 8),'19=857(LC 8), 11-61l(LC 8) Max Grew 2=532(LC 19), 19=2545(LC 13). 11=1525(LC 14) FORCES Viol - Max. CompJMax.Ten. -All forces 250(lb) or less exceptwhen shown. TOPCHORD 2-3=495/175, 3-0=1131/22, 4-5=86/833, 5-6=-050/367, 6-7=-319/371, 7.8=948/526, 8-9=1471/621, 9.10=1559/588, 10-11=-2319/770 BOTCHORD 2-20=349/893, 19.20=349/437, 18-19=730/462, 17-18=730/462, 17-27=0/720, 1 111 16-27=W720,15-16-148/1215,14-15=148/1215,13-14=473/1968,11-13=473/1968 "Vt�J WEBS -I N / / `zj., 3-20=0/261,7-16=319H002,3-19-879/375,5-19=19541728,5.17=34D/1448, I, �/ 8-16=987/434,8-14=121/568,10-14=833/d60,7-17=10397312 fiGEN� e NOTES 1)Unbalanced roof live loads have been considered for this design. N 68182 •� 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vast=l32mph; TCDL=9.Opsf; BCDL=3.Opsf, hall Si B=45ft; L=408; eave=5ft; Cal. II; Fxp Z * C; End., GCp1-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate = grip DOL=1.60 �, 3) Provide adequate drainage to prevent water ponding. i 9 ' T O F 4) Plates checked for a plus or minus 0 degree rotation about its center. •� 5) This truss has been designed for a 10.0 psf bottom chard live load nonccncerrent with my other live loads. 00 . T P '�1�, 6) e Thistrusschord in all areas where a rectangle 3.6-0tall by 2-0-0fit0 wide will bthe bottom chorddesigned nd ny olive load of 2s,Opsf on the BCDL bottom 7) Provide mechnical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=lb) 2=302, 19=857. 11=611. / 11111111111116 8)'Seml-rigid 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. FL Celt. 6634 LOAD CASE(S) Standard February 21,2 13 AWARMNG- Van designParameh s and PUD NOTES ON7WSAND MCLUDSD 1ff=R9PBR8NCSPAQBJW-7473 BEFORS USE Design valid for use ony Win h1Tek conneafoa.lhis design Is based a* upon para helea shown and b fa an indiNducl bulid'vg component. ofpasipn posamefeaandemaerNnly.Ad onatcomponenikresgWm allof designo-roltruss er. R fal teal ablty ffie bMtshown lha h folat. Addfippol ofnnareualwebmembershxa Ad hxeItemparonebEhrg toelbuld erecto. Adq cganeml MiTek' dedgnan. guloncesponvblllyal erection and bmcF cull ally pemm�estorage, de of the oveml and xre i the anull LlAM the buldulp designer, rarpennd DOI DuRdIng compo aa9N=14. DO-69 and eC3l as/drop Component blxicafion.gg. conlrol.efn 6904 Parke EaA BN4. Safeylnaz'.on av r Thm late hoes 2, Alexanra. N. meet, 22t14. lronberl Plalehuied, Tampa, FLa'f61ad115 SPp t wide.781 N Sauthem Pme SPorS )Nmberlaa specified, the design values smmase effeetfve f16p1/ID12 by ALSO or proposedtry SRg n are th12.Ale effective Job Truss Truss Type Dry Ply T4729670 24641 A13 Hip Two 1 1 Job Reference o Sonal East Coast Truss, Fort Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Ino. Thu Feb 21 laG7:172013 Page ID:bY47az9kOA0ueiO4mlRMzl7NDgKDJr9/zldS9EbePi0XH3CU5as6RHKS2NSlz4zrx 2 0. 26 8 2 a3'it I 142�0 a82 2 129:12 1 F]cdo i I I zalz asa z-- e-t-10 Isaz z-o-o ' z4w eaz a -se Sae=1.74.1 6.00 12sxs = 2x4 II sx5 = e 7 e 2x4 II 2x4 II 5 e 3x8 3xS 3.4 as 4 10 3.4 Q 3 11 2 12 3n�1 1 13I$ d 30 20 19 18 2] 29 i7 29 16 15 14 _ 2x4 II 3'm — sum = firm = 2x4 11 3iB 38= esm= 3x6 = 882 124102 7824 3313-114 1 12 PSB 881 2-618 212I 6d-2 2 s--12 Plate Offsets 6:0-2-80-2-4 8:0.2-8,0.24 LOADING(psf) SPACING 2-0-0 CSI DEFL In (lot) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.61 Vert(LL) -0.15 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.2915-17 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.82 Hom(TL) 0.05 12 Na Na BCDL 10.0 Code FBC201OITP12007 (Matrix-M) Weight 2401b FT = 0% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Structural mad sheathing directly applied or 346-5 cc punins. BOTCHORD 2z4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at midpt 8-17, 6-19 with 2x4 SP No.3 with 2 - 10d (0.131"x3l nails and cross brace spacing of 2040-0 oc. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=406/0-" (min. 0.1-e), 19=2527f038 (min. 0.33), 12=1317/0-e-0 (min. 0-1-13) Max Hom 2=408(LC 7) Max Uplift2=286(LC 8), 19=880(LC 8), 12=603(LC 8) Max Gmv 2=495(LC 19), 19=2692(LC 13), 12=1537(LC 14) FORCES gb)-Max ComplMax.Ten.-Allforces 250(Ib)orlessexceptwhen shown. TOP CHORD 23=6521270, 34=14B/760, 45=122/908, 5.6=0/793, 6.7=679/430, 7-8=-679/430, 8-9=15981752, 9-10=1488/601, 10.11=1575/556, 11-12=2273/736 BOTC „�/ 17-28�191918, 1O!Q.IN CA' 12-14= 3311918-172=655/223,6-170--4251435,6-19=1800/479, WEBSHORD 5-19=420Y289 `-.S 8-15=-446/1158,9-15=417/287,11-15=788/357,3-191822/367•\,��ENS�•1:���i i •': NOTES ^ * . • N 68182 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=3.Opsf, h=15ft; B-05ft; L=408; eave=5ft; Cat. 11; Exp C; End., GCpl=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate "fl cc grip DOL=1.60 T OF 3)Provide adequate drainage to prevent water pending. O:• •:�'4J` 4) Plates checked for a plus or minus 0 degree rotation about its center. i rC` Q' • _ `� �i 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other five loads. \ ••' % ` 6) * This truss has been for a live of an the ttom in all areas where arectangle 3-6-0 tall by 2-a0 wide will fit �isS `� members, with BCDLsf O.Ops/.ap and any otherload between the bottom chord9ned N ss to bearing plate of withstanding 1001b uplift at joint(s) except (1=Ib) 2=286, �111111111 11 7) Provide mechanical connection (by others) of Wcapable 19=880, 12=6D3. 8) •Semi-r id plichbreaks 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. FL Cert. 6634 LOAD CASE(S) Standard February 21, 113 ®WARWNG-Verj&deignpavaneters and READ ROM ON 3WS AND INME JRD WTEXREFARENUB PAGE-7473 BEFORE USE, Deagn wild for am only with ANek mnnectas. lbn deign Is based only upan paameteo sh and b for an lndMduol Wilding componenl. � Appraab3ly of deslgn porometea and properB,coryerntion of component k hopombfity of Wfldmg designer -not try designer. Bradng shown ■ B fin lot=] support of hdrvidual web membea o*-Addtional temporary Mach, to inane dobaty duik,g comhuc8vn is the re IllfiN of the M7ek' r general guidance regardn0 erect«. Adefional Permanent Mating of the a fl structure is the re aabSN of the Wgdng desgFar faMkvlion wa4N conhol storage, tle4very, ered:vn and MacnB• consult ANSVir11 Ovardy Cmeda. DSB.89 and BC51 BUBding ComPoneM 6904 Parke East BW. Sarelylnramatlon avalabiefromimsl Plole Bufitute.781N.L�Street.Suite3l2.Abxandda.VA223i4. Tampa,FL336164115 If Southern pine ISP or SPp) Nmberlsspecified, The design values Brethose effective OGMt=ZbYALSC or Proposed by SPIIL Job Truss Thus Type 0ly Py T4729671 24841 A14 Hip Truss 1 1 Lob Reference (optional) Feb Pagel 7.350 Sep 12Mrek Thu East CoaslTmss, Fart Peme, FL 3494fi DzNggwSorl JaXIGgS)NCdlsf ID:bY47az9k0A0_uel04zc1 Rtdzj7N6RmCllZDzNggxSodGX7EJa%IG3g5jNCrlleiChivOg O4zcs M4?N G9-0 gb8�23 40-0-0 H2-0, 42 I HI_&73 2 Seale=1:73.9 6.00 12 5= 2x4 II 2x4 II 3.4 =6xs = 11 s 6 ] e e 3'a 3� 3x4 G 4 10 2x4 II 3 11 s11 2 7 20 9 g 7 12131d 1Y da 30 31 2x4 32 15 33 23 22 qx8 = 18 17 18 14 2x4 11 6x6 = 2x4 II 4x8 = 41 — 3x4 = 3x6 = 2x4 II Sxe = IW k 6-9-0 5-17-0 e- -0 53-0 -2 e- -0 6-73 Plate Offsets 6:0-2-80.2-0 9:0-2-8 0-2-0 19:0-2-8 0-2-8 22:0.2-0 0-2-12 LOADING (psf) SPACING 2-0.0 CS! DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.2514A6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.51 14-16 >642 180 BCLL 10.0 Rep Stress Ina YES WB 0.96 Horz(fL) 0.02 12 n/a nfa BCDL 10.0 Code FBC2010/rP12007 (Mafix-M) Weight 244 lb FT=O% LUMBER BRACING TOP CHORD 2z4 SP No.2'Except TOP CHORD Structural and sheathing directly applied. 46,9.10:2x4 SYP fill BOT CHORD Rigid ceiling directly applied or 33-14 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracng WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabil'¢er Installation guide. REACTIONS (lb/size) 22=2191103-8 (min. 0-2-13). 2=60810-8.0 (min. 0.1-8), 12-1416/0-8-0 (min. 0-1-15) Max Horz 2=-362(LC 6) Max Uplift 22=615(LC 8), 2=-467(LC 8), 12=688(LC 8) Max Gmv 22=2391(LC 13), 2=662(LC 13), 12=1648(LC 14) FORCES (ib) - Max. CompJMax. Ten. -All forces 250 ill or less except when shown. TOP CHORD 2-3=7641435, 3 4- 107l399, 45=-35/544, 5.6=12l393, 6-7=1212/713, 73=1218/719, e-9=1443f748, 9.10=2584/1159, 10-11-2682/1119, 11-12=2586/923 BOT CHORD 21-22=1897/465, 5.21=435/246, 16.32=252/1321, 15-32=252/1321, iS33=252/1321, 1433=252/1321, 12-14=603/2200, 2-23=-330/1212, 22-23=161/488 WEBS 3-23=0f285, 6-21=13461235, 3-22=-842/353, 7-19=467/283, 6-19=-069/1642, 16-19=249/1275, 11-14=580/403, 9.14=493/1236, 8-19---334/44 1) Unbalanced live loads have been considered for this N„./t�<���,j 2) Wind: ASCEr77--1f0; Vu8=170mph (3-second TCDL=9.Opsl; BCDL=3.Opsf; h=15fl; B=45ft; L=40R; eave=5ft; Cal `%�\\, M RS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber I=1,6 E N SF DOL plate grip DOl8: 3) Provide adequate drainage to prevent water ponding. : N 68182 " 4) Plates checked for a plus or minus 0 degree rota0on about Ns center. 5) This buss has been designedfora 10.0 ps1 bottom c hord live load nonconcurrenl with any other live loads. 6)' 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 2-00 wide will id between the bottom chord and any other members, with BCDL= IO.Opsf. 'V 7) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 6151b uplift at joint 22,467 lb uplift at �. T F joint2 and 688lb uplift atloint 12. O 8)'Semi-rigid pitchbreaks including heels' Member end Tally model was used in the analysis and design of this buss. � + �,� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. S'C i� ('j '��/S ••• LOAD CASE(S) Standard AL , 1f1111111\ FL Cert. 6634 February 21,201 9mP oedgnvofid Mffek ectaa.th's deLOn h basedoapent npammatersshamh. and tnl a -nothonidus; domgugcomponent. APPfx:abiGy dengns-nottanh comoona,tpreirigto �• ofd otdesignpsameten and Proper4impaatieto/ of noun, abbey ffhgrar oc of the yo1 the rdsuPPal ofNonient membee soy. Ad6fiondtemp,porbiacmg tooebuil dab 6lyduringmmneral MiTek' for. bra iancesPaardIn SN of thabvfidng tlesgna. Fargenerol guketce regartlNg erects.Aqualitycontronent,&. fabrication. qualitymntrd stomps. tlaWery, erection and Macing,wmwH AH51/RII Ouawy CMedo. 053-89 and 3C51 Bufiding Companenl del". andbrahlha snuff 6e04 Paske Fsslall if lntormdhan available fran buss PlatelmtidiffiBIN. Lee Street areth2Alexondda.VA22314. t Soumem came BP or krmbe(Is spedf¢Qbhe de values are Ouse etteaNe OR'O1TIDt2 ALSO or ropasedRPIQ Tampa,FL3391e4f1R Job Truss -Iss Type ON Ply T4729672 24641 A15 Hip Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL 34946 - 7.350 s Sep 262012 MTek Industries, Inc. Thu Feb 21 13:0721 2013 Page ID:bY47m9k0A0 ueiO4zcl RM4?NNSSphXmUpsybjCSAxrcDE2ekXLBrNlwiz?O45rri.G )15a }1E�-4 �188 I � 2-0-0 8-04 54k0 1 a1-0 ~12d 32L I 0.11-0 &a -0 ]-0�p Scale=1.74.1 14= Sx5 - 41 = 2x4 Sat = Sx5 = 4 295 6 7 4 30 931 6.00 12 2x4 II 2x4 II 10 3 d 2 0 19 = 111210 g 632 33 214x4 17 16 15 14 34 35 13 3x4 = Sx5 = 2x4 11 Sx6 = W M18.SHS = sx,, = 3x6 = = Zvi II 5x1D = 12-114 sea 5sa -14 a14 t4d 4arz az4 an4 - erd ore Plate Offsets 4:0-2-8 0.2-4 9:0-2-8 0-2-0 l4:0-0-0 Ed a l8:0- -8 0-2-8 21:0-2-0 0-2-12 LOADING (pst) SPACING 2-0-0 CSI DEFL in (]cc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(ILL) -0.25 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL)-0.5213-15 >624 180 M18SHS 2441190 BCLL 10.0 • Rep Stress Ina YES WS 0.97 Horz(TL) 0.02 11 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight 236 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3.13 cc puffins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS (lb/size) 2=627/0-84 (min. 0.1-8), 21=2148/038 (min. 0.2-12), 11=1410/0-8-0 (min.0.1-15) Max Harz 2=316(LC 6) Max Uplift2=-052(LC 8), 21=634(LC 8), 11=-683(LC 8) Max Great 2=702(LC 13), 21=2304(LC 13). 11=1620(LC 14) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=601/424, 3-0=650/622, 4-29=06Y10, 5-29=0/340, 5E=14501784, 6.7=1456(/91, 73=145W91, 830=1596/791, 30.31=15961791, 931=1596r791, 9-10=2650/1080, 10-11=2497/890 BOTCHORD 2-22=254/868, 20.21=1662/598, 520=1513/614, 19-20=283/148, 18-19=283/148, 1534=328/1449, 1434=328/1449, 1435=32B/1449,13-35=328/1449, 11-13=567/2112 WEBS 322=-503/342, 6-18=467/286, 4-22=-420/1078, 4-21=611!/2, 5.18=576/1911, 9.13=371/1027, 10-13= 4831336, 15.18-353/1459 Iptll l V �CF,♦♦j♦ NOTES) Unbalanced roof live loads have been considered forthis design. GiE (� ,,,��Op'Q 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsh h=15ft; B-05ft; L=40ff eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical [attend rightexposed; Lumber DOL=1.60 plate N 68182 •:* grip DOL=1.60 *I 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load noncencurtent with any other live loads. 9 T F 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3�60 tall by 2�0 wide will fit .' , ('J between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to hearing capable of withstanding 100lb uplift at)oint(s) except Qt-lb) 2=452,21=6 0.♦ • .�` ♦i O p'� \` �� plate ♦♦♦,'/�S 9) Se3i-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ! N 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11►111111111 LOAD CASE(S) Standard FL Cert. 6634 February 21_,2_C 13 ®WdRPRNO- verily deign polmaeters and Ram mnw OR7HI5 AININCLUDBD Jff=R&FERBNCBPAGBffi1-747J BEFoR8 usa Design valid to use onTy With Mlak connector, this cloven is based a* upon parameters shown. and u for an hdrdVal binding component. Iva!APplicabiON of design parameters and proper irw orafian of component Is naponsbown nify of buddng designer- not Duo desgner. Bracing sh hfalatemlwpp AofhdMdualwebmembersonui. Additional tom bracing tohwre stability during comtwcfion b the nnpomibnnty of the MiTek' creator. Addficnal pemwnent bracing of the o fl shuctuie is the respo Dtyofthe budding designer. for general guldonce reganing fabrication, quodty conhot storage. delivery. erection and bracing. comu4 ANSITPll puanN Cilero.W349 and Dal 0u0d1ng Component 6904 Parke Fast BM. Sofel,lrm,a40n avoilable from T..Plate InvElute.781 N. Lee Street. Su4e312. Alexondria. VA=14. Tempe. R33610d115 tlsoothem Pm elSP ors ) lumberts spedfed, the designvalues are MOSe effective 068VM2 by ALSC or proposed SPI6. Job Truss 'uss Type Qty Ply T4729673 [oloReference, 24641 A16 SpedalTmss 1 1 (optional) Rest Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 262012 MITek Industries, Inc. Thu Feb 21 13.07:23 2017 Page ID:bY47az9k0A0 usiO4zet RMzj7ND-Naa6CokLTCJyWcnGehMOT91nryPKQJvBBkz vG 2.60 S0.8 4HL0 IV 6-1-0 h12 410i 2-11-0 -1A 44)8 Scale=1:70.7 Say = 2s4 II 4x8 M18SHS % 5xe = 4x8 = 3x6 = 3a4 = 10 6 off FIT 4 so 9 7 8 31 9 n4 II 2x4 C 1 3 � 2W qx 31d 1 2 'Sa8 2h4'B 12 I4 d = 15 32 33 23 22 18 17 16 14 3x0 = 3x4 = 6xe M18SHS = 2N 11 rS" =M M18SHS = 3x4 = 3x6 2s4 II 6aio = gB9 1241012- -a iS4Y2 6 253-8 28-241 33-0-8 4641-0 988 31-8 8 B-1-0 -0.1 4-10-0 2-11-0 52-0 , Plate Offsets KYY 14:(-6-0,C-2-8],19:04-0,C-1-111,115:0-4-0,Edge],[19:0-4.8,0-2-81 LOADING (psi) SPACING 24)-0 CSI DEFL in Iles) Well Lfd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.27 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.6214-16 >530 180 M78SHS 2441190 BCLL 10.0 • Rep Stress Ina YES WB 0.91 Horz(TL) 0.04 12 Na rda BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight 227 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9:2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 3-1-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpl 6-19 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2. 10d (0.131'Y3l 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) 2=544/04-0 (min. 0-1-8). 22=2198/D-3-8 (min. 0-2-12), 12=136610-e-0 (min. 0.1-13) Max Horz 2=295(LC 7) Max Uplift2=390(LC 8), 22=721(LC 8). 12=658(LC 8) Max Gmv 2=628(LC 13), 22=2321(LC 13), 12=1551(LC 14) FORCES (Ib) - Max. COmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=774/365, 4-30=0/646, 530=01646, 5-6=1550T782, 6-7=1552f788, 7-8=1552r/88, B-31=1765/823, 9-31=1765f823, 9-10=1661/780, 10-11=2295/965, 11-12=2304/816 BOTC „V�C PQ\3iN 2-446/1621, WEBSHORD 14=2G5/82�1314=-3461.6-19- 4291 .4-221647 09198-19=230S,-496/1930 , •��GENg�.. .♦♦♦ B-19=278/51 ,�� NOTES N 68182 *;• •� 1) Unbalanced mof live loads have been considered for this design. C 2) Wind: ASCE 7-10; Vu8=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.OpsY, h=1SK; B=45ft; L=40ft; eave=5ft; Cat. II; Evp C; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate .fl grip DOL-1.60 T O F 3) Provide adequate drainage to prevent water pending. O (V 4) All plates are MT20 plates unless otherwise indicated. ♦ ..<` P • `1 �� ♦i 5) Plates checked for a plus or minus 0 degree rotation about Its center. , ,, •' \ Q,.' \ �� 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. s W ��� 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 S qL ,%%% between the bottom chord and any other members, with BCDL=10.0psf. /111111"tt 8) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at joint(s) except G=Ib) 2=390, 22=721,12=658. 9) •Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. FL Cart. 6634 10) Warning: AddItional permanent and stability bracing for truss system (not partof this component design) is always required. February 21,2 13 LOAD CASE(S) Standard ,&WARM-Vergyde gnpa,a,net�=dRBaOWM ON7HIS AIM MUDDED bII=RBFffiIBNCRFAGB M-7478 BP30RS USS ■■■■ DeAg Odfwa cnfyWth MTekw nectars deslgnbbasedo*uponpamrnetersshown bfwon4WlviduatbuldngcomWnent. �• AppiceGLNotdes,on pmometers and aoperincep«oten of compmenikn:zpowbliry of bold gdeagna- not truss desgner. aroang shown bimictemlwppartoftr Mdudl bmembersonV.AddiaonalferryxxmyfmcvgtoInsuredabgtyduMgconstructionbthe respersioNtyofthe Additional permanent bracig of the ovemreWp l structure 4 the fityaf the Wlding designer. Forgenerol guldanceregardhg WOWerector. f Wcofbm quarity cwn L domge. derrvery weetbn and Goctrg. c ff ANSI NHI QualM Were. DSB49 and Sol BuB4Ng Component 6964 paM1e East BIW. SabMlnlarma6en walable hem Truss Plate Wtiluta. ]BIN. Lea Street, Suite312 Alexand4o, VA 2ZJ1/. Tampa,R]J610-/115 t Southern Pme SP Br SPp) humberts specified, the design values ere these effee0ve 06111112012 by ALSO or proposedby SPA Job Truss ss Type Dry ply Job T4729674 24641 A17 Special Truss 1 Reference (optional) East Coast Truss, Fort Pierce, FL 34945 7.350 s Sep 262012 MRek Indusbie% Inc Thu Feb 21 13:07252013 Page IDDY47az9kDA0_ueiG4ze1 RM4?NDbtiKKuq_t4S1 BgkgmgOupRPzYnJlOdueOIGmiwG 112-8 2-60 7-68 SSO 6-1-04r &2-0 &1-e Salle=1.76.7 5x5 = 2x4 II _ e � 4x8 6.0012 3 4 6 7 2x4 II 28 5 9 d 2 9 18 10 an 16 1t ld 1 bit= S0= d 13 29 30 21 20 18 15 14 12 2x9 II 54 = 2x4 11 6x8 = 34 — - 3x4 = 3x6 — = 2x4 II 2x4 II ]6E 124 12- -8 16 -0 2&2-8 344-12 400-0 74 1 S1-8 & 8 &1-0 b &2-0 &2-0 171 Plate Offsets X 3:0-6-0 D-2-e :0-5-4 D-2-0 17:0-2-8 0-2-12 20:0-2-0 0.3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.28 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(-rl-)-0.6412-14 >513 180 BCLL 10.0 ' Rep Stress Inc YES WB 0.84 Horz(TL) 0.01 10 fits Na BCDL 10.0 Code FBC2010frP12007 (Matdi Weight: 214 lb FT=O% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-1-3 oc purins. BOTCHORD 2)(4 SP No.2 BOTCHORD Rigidwiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 4.17 4-17: 2x4 SP No.2 with 2x4 SP No.3 with 2 - 10d (0.131"x3' nails and cross brace spacing of 20-0-0 oc. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=62310.8-0 (min. 0.1-8), 20=2092ID-3-8 (min. 0-2-9), 10=1396/D-e-O (min. 0.1-13) Max Horz 2=295(LC 7) Max Uplift2=411(LC B), 2D=701(LC 8), 10=-658(LC 8) Max Gmv 2=710(LC 13), 20=2187(LC 13), 10=15W(LC 14) FORCES (Ib)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 23=1236/305, 3.28=0/562, 4-28=0/562, 45=2202/986, 56=22021986, 6.7=21911990, 7-8=2625f1152, 8-9=2518/1033, 9-10=2465/858 BOTC —330/1471, WEBSHORD 321=0 96/7094' 297/68!8-14=633/148 1577=01262, 6-17'S001d07,%%ONau.N E 417=946/2814, 1417=627/2093, 320=971/185, 8-12=334/956, 9-12=422/300 ; ,: •�� G � NOTES � N 68182 • •' *- * 1) Unbalanced roof live loads have been considered for this design. ; 2) Wind: ASCE 7-10; Vuh=170mph (3-secand gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=1511; B=45R; L=408; eave=5fl; Cal. II; Fxp C; End., GCpi=0.18; MWFRS (directionali; canDlever left and right exposed ; end vertical ]attend right exposed; Lumber DOL=1.60 plate grip DOL=1.60 9O; T F 3) Provide adequate drainage to prevent water pending. •'(u�%: 4) Plates checked for a plus or minus 0 degree rotation about its center. i •,.�` P 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcumerd with my other live loads. fit in all areas ,�j��sS • • load a rectangle 3-6-0 tall by 2-0-0 wide will 2s, 6) Thisdesignedof where witil = 1tttom chord between the bottom and any other BCDL AL ,0`, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 0=1b) 2=411, 77/r 171714 20=701,10=658. 8) "Semirigid pftrhbreaks 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. FL Cert. 6634 LOAD CASE(S) Standard February 21,2 13 AWARNING -Vei(f+j design jewwndcrs and READ 7yL1M ON 77N8AND A'CLUDED WIEKRSPER&WB FADS MU-7473 BBFORS US& Dedgn voGd for use only with AiTek connector, Ths design h bored ady upon parameters shw and Is far on indivduol bun mg component. ■ APplicabTty of dedgn parameters and proper inwrpdpfion of component b aaPoraibTty of binding designer - not trvs designer. Bracing Shawn kfwfatmia pantofNd udx bmemb mma /. Addtiond temporay bracing to invre stobLryduMg coratmclion is Me rasp lorlty of the IL�T 1 erector. Addtional permanent bracing of the overact structure ft Me responabiGty of the bunding desgner. For gerewd guidance regardag fabrication, gudity conry, control storage, derrve, erection and bracing• cansull ANSI/IPI10uaNy OMnla, DSB-89 and BCSI Building Component IyBfrOk• IYB 6904 Parke East BNd. 5a1ety Iafa rnaten wotiobk hom]russ Plate trlstiNte. ]81 N. Lee Street, SUBa312. Alexamhia. VA 2Zild. TamPe FL336104115 R Southern Fine ISPOr SPp) lumberis spealiked, the design values areDose effective 06MV2M2 byALSC orproposed by SPfa Job Truss _Iss Type ON PN T4729675 24641 A18 Special Truss 1 7 Job Reference (optimal) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 262012 MTek Industries, Ina. Thu Feb 2113D7:282013 Pager IO:bY47az9k0A0_ueiO4zc1RM47ND-0SNT9wstA7gc2HUWrgESO`ARuOAamWDZ3aadys aiwG LMH 2dd SBe -1-0 53-0 3a8 a4B Szd Sid 4a4 &7-0 2-0-0 Scale=1:78.1 5x5 = 10 2x4 II Sx5 - 4x8 = _ 3x8 a.00 12 S6 g Sxe = x= 2x4 II 3x8 - Sx8 11 2 4 5 A 7 9 32 34 B 1Iq 2 1 19 ��1341�4I� 20 1 31 36 39 25 24 22�= W2 = 18 17 1B 39 15 Set = 3x8 3xa MISSHS 11 I 4x12 = 3x9 M185HS = 14 = 3xe 3x6 _ we =2x4 4x4 = 1WIk 6d-o -Id am 3ga I a-0d 52-0 S1-0 4-08 67d Plate Offsets % 4:0-5-4 0-3-0 9:0-5-4 0.2-8 10:0-3-4 Ed a 16:0-0-0 Ed a 17:0-S-H 0-1-12 19:0.7-12 Odd 21:N6-0 0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Idell L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.92 Veri(LL) -0.39 15-17 >844 240 MT20 244/190 TOOL 15.0 Lumber increase 1.25 BC 0.91 Veri(TL) -0.8715-17 >374 180 M18SHS 244/190 BCLL 10.0 ' Rep Stress Ina NO WB 0.91 Horz(TL) 0.04 13 Na Na BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight 22116 FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 43: 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 2-7-5 oc bracing. BOT CHORD 2x4 SP No.2 'Except' WEBS 1 Row at midpt 10-17. 4-21 2-23,16-18,1316:2x4 SYP No.1, 7-18: 2x6 SYP No.2 with 2x4 SP No.3 with 2 -10d (0.131'x3l nails and cross brace spacing WEBS 2x4 SP No.3'ExcepP of 1800 oc. 5.20,7-20: 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=265/0-M (min. 0-1-8), 22=3186/0a-8 (req.03-12), 13=1392M-8-0 (min.0-1-10) Max Holz 2=250(LC 7) Max Upli112=221(LC 8), 22=1294(LC 8), 13=650(LC 8) Max Grav 2=502(LC 13), 22=0186(LC 1), 13=1392(LC 1) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=980/519. 3d=202/49%4-32=1222/3304, 5-32=1222/3304, 533=01372, 3334=0/372, 6-34=0/372, 6.35=0/372, 735=M72, 7-8=2619/1172, 8-9=2619/1172, 05 1/�/t BOT CHORD �;A,', 36-37-d 81511533, -37 5 9711533,20.37 10 07140333 \\\\\OAQUIN ,r&391=307/14031539 ,: •��CrEn/S`FC•l.� ��' 13.15=492/1892 WEBS 5-20=-1551/3794,7-20=3440/1370,17-19=678/2246,9.19=860/136,9-17=1648/846, N 68�82 3-25=651/293,4-25=-321f923, 10-17=87111997, 12-15=-430/290, 10-15=3D0/997, ^ * 21-24=550/368, 4-21=2732/1079 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL=9.OpsF BCDL=3.Opsf h=151t; B-05ft; L=301t; eave=5ft; Cat. II; Exp 9 T F 1(J C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 3) Provide adequate drainage to prevent water pending.4) Indicated.0 ,���/S ••i�L�'?\\\ All plates am plates unless otherwise minus O degree notation about its center. 5) Plates checked plus or m 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. �1►1111111\ 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 200 wide will fd between the bottom chord and any other members, with BCDL -1 O.Opsf. 22 than input bearing FL Cert. 6634 8) WARNING: Required bearing size at joini(s) greater size. 9) echanic I connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (t=lb) 2=221, 22=vide F2bfUBTy 21,2 13 Continued on Daae2 A WARMING - Veriy design poeannatnns mdRSAD NOM ON MS AND HIM(Mal) W1EKRBFERENCE PAGE JW 7473 M70RB USE. Desgn velbnd for use a*wtih Affek connectors fhb daslgn h based onTy upon porametan shovm. and b la on individual buadm component.• ■■■■■ AppcbMty of design porama eteand wow Inca xxarnn of component is respombl,ty or buldtruss ng dadgner-not desgner. shears shown bialoterawppWotmdxlduo bmembersoNy.AtlCtiaaltam arybracmgtoinsrestabiGNduMgcroshuclionathe nnonwaHtyofthe MiTek' erecla. Additbnol pemivnent bracing ofthe oveml ehr has bthe heMo faty of the busting designer. Fa general Violence regarding taMoatbn. guolityconhol. dorega. daG q.erectbnantlbracmg.comNt AN9/IPII Quality Wenta DSB49 and BCal BuldIng Component 69W Parke FanaM1d. ItoMN lniamotlan avalable hem Puss Plate lmtiNle.]AIN. Lea Sheet.5uite 312 Alexandria. VA 22314. Tampa, FL 33ateJ115 ff 5arthem Pine SP or SPp Wmberiss Ne des var%liamthoseeffeeWeDWIM12 ALSCor mpDsed Ey SPUL In Truss East Coast Truss, FM Pierce, FL 349C Ins NOTES 10) •Seml-rigid p8tllDreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S)61 Ib down and 1041b up at 13-4-12, and 61 It, down and 1041b up at 15-2.12, and 61 It, down and 104lb up at 17-2-12 on top chord, and 19 to down and 221b up at 13-4-12, 19 lb down and 221b up at 15-2-12, and 19 Its down and 221b up at 17-2-12. and 6021b down and 2941b up at 19-3-4 on bottom chord. The deslgNselection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss 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 Increase=1.25 Uniform Loads (plq Vert: 1-3=60 3-4=60, 4-9-60, 9.10=60, 1414=-60, 22-26=35, 19-21=-35, 16-16=35, 1639=65, 29-39=35 Concentrated Loads (lb) Vert: 19=602(B) 33=21(13) 34=21(B) 35=21(B) 36=19(B) 37=19(B) 38=19(B) Op,`PQUI N VFW 4'd2�F I FL Cert. 6634 1 February A WARRIM-Ve,0 designpon eecU. wdREAD N07H5 ON 1H7SAM LNUEWED 119T)WRBFBRBNCS PAGSBU-7473 BSFORS US& Dedgnvcrid far. onywilh Mil.keenneatds. The design Is based orgy upon paameters ho and Is for on indMdualbuiltlng wmponent. ��• ry Applicability of deem parameters and proper incet seafon of conponent is responsbli of buAdmg designer- not puss desgner.&adng shown Is for laterals port of ndMdVd web member only.Additional lemisormy bracng to hmae slabiDly during comtnefon a the respomWSN of the k' erector. Addronal permanent brocng of the overo0 shuchre tithe respahmbsty of the bussing designer. For generol guidonce regordhng labdcatlon, quaGNconhol storage. tlefnery. erxtian antl bracnfl. consul ANSI/TPil Quality CrtlMs.DSS-a9 and 5C515uilding Cnmisonent e9aa Pasts EaABIW. Soletylnfosmatlon a Ialalefrom ➢usl Plata lns%Me,J91N.WeSheeLSVite312Alemndrla.VA2MI4. Job Truss in Type Oty Pty T4729S76 24641 B1 Hip Truss 1 1 Job Reference a tional East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 26 2012 MTek Industries, Inc. Thu Feb 21 13:07:482013 Page ID:bY47az9k0AO_ueiD4zelRMzj9ND-01b1Mm5PS9LmSMOMOObYgkGNzESaCP30AhTOanziw -1ba I 39d 10.0-0 16d-0 1).8.1'J V104, I I I tA-0 394 3]-2 I _12 F T-0 I Scala=1:38.9 41 _ 1x4 II 4z8 = 4 20 21 5 22 23 6 6.w r12 tz4 1z4! 3 7 2 8 yy 9 Ib 61 24 11 13 12 10 — _ ix, = 4z4 39d 7' 1e 1440 17812 214-0 I I I I 394 32-12 380 380 32-12 39A Plate Offsets 4:0-54 0.2-0 6:0.54 0-2-010:0.2-80-2-12 13:0-2-8 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.66 Vert(LL) 0.19 12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(FL) -0.3312-13 >778 180 BCLL 10.0 ' Rep Suess Ina NO WE 0.37 Hom(TL) 0.11 8 Na Na BCDL 10.0 Cade FBC20101fP12007 (Matrix-M) Weight: 10911a FT=O% LUMBER BRACING TOP CHORD ZA SP No.2 TOP CHORD Structural wood sheathing directly applied or 2814 oc pudins. BOTCHORD 2x4 SYP No.1 BOTCHORD Rigid ceiling directly applied or 544 be bracing. WEBS Zel SP No.3 MTek recommends that Statieizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In stallationn guide. REACTIONS (lb/size) 2=206510-8-0 (min. 0-2-7), 8=2063/080 (min. 0-2-7) Max Horz 2=146(LC 6) Max Uplift2=998(LC 8), 8=998(LC 8) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less exceptwhen shown. TOP CHORD 2-3=3774/1823, 3-4=3607/1766, 4-20=-3605/1832, 20.21=-3605fl832, 5.21=3605/1832, 5.22=3605/1832,22-23=3605/1832,6-23=-3605/1832,6-7=-3603/1766, 7-8=3771/1824 BOTCHORD 2-13=149213313, 13-24=1369/3236, 12-24=1369/3236, 11-12=1370/3232, 10-11=1370/3232, 8-10=1492/3309 WEBS 3-13=-326/155,4-13=-WS/899,4-12-316/574,5-12=-541/413, 6-12=316/578, 6-10=-3061893, 7-10=-327/1S5 NOTES %%J1011111114, 1) Unbalanced food live loads have been considered I 2) Wind: A CE 7 10; Vutt=170mph (3-sewndgust) Vasd=132miph; TCDL=9.Opsf, BCDL=3.Opsf; h=1511; B=4511; L=2411; eave=oft; Cat. II; Exp �QU N C; Enci., GCpI=0.18; MWFRS (directional); cantilever left and right exposed ;end velgcal left and right exposed; Lumber DOL=1.60 plate�O; DOL=1.60 �C ENS •• grip 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus o degree rotation atom its center. N 681 82 • •� * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwRent with any other live loads. ; 6)' 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 nit my other members, with BCDL = iDOpsf. .� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb upliftatjoild(s) except (jt=1b) 2=998, 9 p8ctlbreaks including heels' Member end fairy model was used in the nalysis nd design of this truss. IF8=998.8)'SemFrigid ��O�9) ',��%and Hanand 179 Ile up at 7-0-0. lo support er up be and 179lb I6 1 1139b downrad 179 b downhall psufficient at t 9-0- 2(113 1 .8-0, nd 3lb down and 179 blup att112-3 4, and 13 b down 179 Ib up at 144-0 on top chord, antl 643 Ib down and 313 Ib up at 7-0-0. 671b down and 2 Ib up at 9012, 67 Ib down and 2 Ib up at 1080. nd 67lb down and 21b up at 123-0, nd 64.31la down antl 313 lb up at 14 1 4 on bottom chord. The design/selection of such 11 connection device(s) is the responsibility of others. 10) Wanting: Additional permanent and stability bracing for truss system (net part of this component design) is always required. 11) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard February 21,2 13 Continued on rate2 AWARNIMG-VwTy deign parmnden mdR&W ADM ON7711SANDLNCLUDED M=RBYHIBNCBPAGE ffif-7473 BEFORE US& Design valid fauaeoruyweh ABTek connect. ihh desgnb based o*upon porameles 0h and h loran Individual buldng component ��• Appricablyotdim,in poramml efend properincapaafion of co ponenthmpanleliy ofbAdhg designer- not husssig designer. Bracing stxrvm h forlateial wppwt oflndMdual veb membm only. AdGlional temporaybocirg to Ines stabity du'ug comtwatlonh therespontaGy of the MiTek' erector. AdCBanal pmmnenl bracing of Ma ovem8 shuchrre h IharespormbLryof Ma WBdmg desgner. For penerol aukionce regarding fabrication. quaGy cantroL storage, deWM. erection and bracing, comull AMVFPit OvaOy r;rBMa, DSB-89 and Bat Bueding Component 6901 Parke East BW ava0gbla from Truss Plate Butitule,781 N. Lee Sheet. Wile 31Z AleBarWda, VA=14. Solely Mn,' Mn,' Rne SPor Wmaer is specified,the design values ere those effective 0 MURM12 by ALSC or proposed by SRB. Tampa,FL336104115 m Job Times . ass Type 0ty Ply T4729677 24641 B2 Hip Truss 1 1 Jab Reference o tional East Coast Truss, Fart Pierce, FL 34946 7.350 a Sep 262012 MTek Industries, Inc. Thu Feb 21 13.07:50 2013 Page ID:bY47az9k0AO ueiO4wl RMzj7ND-M innR7g_mcUhfAl8RdMLig2ghgKaJe7y6egziwG nso u.7-9 ono tz-4-o lase z1-4-o I ,l- 1-00 e-7-e 2-as sa-o 2s-e �n�.o s7-e 1-ao Scale = 1:3e9 68= 6%6 = 4 5 tx4 II 1x4 II 8.00 12 8 3 d 2 7 �1 a �d 18 10 19 d ' 11 9 3x8M1aSHS = 3x4 = 3x4 = 14 = 3xd = 6-7-e soe 12-4-o 1a-s-e z1-ao I { 1 6-7.8 2-0-8 3d-0 21.8 &7-8 Plate Offsets 4:0-M 0-2-0 50-3-00-2-010:03-0 Etl e LOADING (psf) SPACING 2-0-0 CSI DEFL In floc) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.27 9.11 >947 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.47 9.11 >549 180 M188HS 244/190 BCLL 10.0 • Rep Stress Ina YES WB 0.30 Hom(TL) 0.05 7 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 94lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-6 oc purlins. BOTCHORD 2x4 SYP No.1 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required chose bracing be installed during truss erection, in accordance with Stabilizer Installation milde. REACTIONS (lb/size) 2=1139/0-8-0 (min. 0-1-8), 7=1139/0-M (min.0-1-8) Max Horz 2=211(LC 6) Max Uplffi2= 469(LC 8). 7=469(LC 8) Max Gray 2=1223(LC 13), 7=1223(LC 14) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1831/600, 3-4=1860/748, 4-5=1202/545, 5-6=186lf748, 6-7=1831/600 BOTCHORD 2-11=-687/2018, 11-18=222/1271, 10-18=22211271, 10-19=22211271, 9.19=222/1271, 7-9=687/1895 WEBS 3.11=-421/285,6-9=421/285,5-9=278/860,4-11=2781860 NOTES 1) Unbalanced roof ive loads have been dered for this p V 2)Cpncl.,G n l ng L60 MWFRS(directio agalgust) cantilever and texposedP end vertical left and n9Me posed; Lumber DOLfl plate tn�,, 60�I18; ,\`�\OPCLUIN �: G E N 3) Provide adequate drainage to prevent water porting. `�\ �� 4) All plates are MT20 plates unless otherwise indicated. N 68182 • •• 5) Plates checked for a plus or minus 0 degree rotation about is center. * 6) This truss has been designed for a 10.0 psf bottom Word live load nonconcurtent 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 3.6-0tall by 2-0.0 wide will Td between the bottom Word and any other members, with BCDL = I O.Opsf. 8) mechanical connection (by others) of truss to bearing plate mpable of withstanding 100 lb uplift at joint(s) except (jl=1b) 2=469, 9 •, T F (V 7_loviv'19e 9)•Semkrigid ptchbmaks including heels" Member end fixity model was used In the analysis and design of this truss.i�Q••.•� Q. •_�, 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �i� \ O!•:` \ �� ••• f14 ``,�\, LOAD CASE(S) Standard f AL If►11111�\\\ FL Cert. 6634 February 21,2 113 ® WARNING -Verify design panmrtetarsand REM MOM ON7WSAND I MWEDbff=RE ERENCEPdGBAW-7478BPFORSUSE Design wrM for ne a* with MuTek connectors. This design b based only upon paamatum shown and h foran hofi duel buBdmg component. �� AppficaGGN of design m paraeters and paper incorporation of component b nnponsDBity of Wilding designer -not Iran designer. Bracing shown hfalaleral support of gdiNWol web members onN. Addfional temporay Gachgto imne slabirty during coMruclion b the nuponvbBBtyaf the MTek' sector. Additional permanent Ixacig of theorera9 wbi5 structure is themucoly of the building designer. Fner.geaemlguidance regading fabrication, quality control. storage. delivery, aeofwn and brach, comud ANSVINI Quardy Offerla,DSB-89 and BCSlaufldlng Component 6904 Parke East BW. Ba 1n1oXPdIon awbbletrom Truss Rate lm6lum.781 N. Lee Sheet. Suite 312 Alexandria VA 22314. Tampa.0.3301P4/18 It SouNem Pas SP or Nmberiss 'red, the design values are Vase effective D01D0f2 by ALSO or proposed SPA Job Truss ,. iss Type Dty ply T4729678 24641 B3 Special Truss 1 1 Job Reference (optimal) East Coast Truss, Fort Pierce, FL 34946 7.350 s Sep 262012 MITek Industries, Ina Thu Feb 21 13:07:51 2013 Peg. ID:bY47ax9kOAD_ueiO4zc1 RM4?NDgtG9 n81NkUpbd98FSNu RRgPrWStMgA6ziw t-60 S7d 1-04 4U8 4419 2-1141 31-0 Scale=1:39.4 4x4 = 4 8.00 FIT 1x4 II 1.4 II 3 5 3x4 = 4x4 = Bx8 - 6 7 2 e Y la �1 tz • 17 10 1 9 a 3x4 =3x4 = 3x8 M18SHS = 3x6 = 3x4 = &]-8 144LB 17-aa 20.9-0 2 B-741 8-1.0 2-1141 11-0 3 Plate Offsets % : 10:0-40 Ed e LOADING(psf) SPACING 2-" CSI DEFL in (loc) Hdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.24 9.11 >999 240 MT20 2441190 TCDL 15.0 Lumherincrease 1.25 BC 0.88 Ved(rL) -0.47 9.11 >524 180 M18SHS 244/190 BCLL 10.0 Rep Stress Ina YES WB OAS HOR(TL) 0.05 16 Na Na BCDL 10.0 Code FBC20101TPI2OO7 (Matra-M) Weight: 108 Is FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.0-13 oc, punins, except BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8.4-0oc bracing. Mrfek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (It/size) 2=109aM-8-0 (min. 0-1-8), 16=970/Mechanicel Max Holz 2=227(LC 7) Max Upiift2=-462(LC 8), 16=-359(LC 8) Max Gmv 2=1173(LC 13), 16=986(LC 14) FORCES (lb) -Max. CompJMax.Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2a=1742/588, 3-4=17711760, "5 i6631710, 5E=1584r571, 8-12=3DO/895, 7-12=300/895 BOTCHORD 2-11=-748/1747,11-17-276/f019,10-17=276/1019,9-10=276/1019,8-9=496/1402 WEBS 3-11=-423/310,4-11-341/944,5-9=-329/236,4-9=277/820,6A=1437/531 NOTES Unbalancedlive been considered 11111111111" 11 Cr-1fl tt1 QN VF'Ly.��j 2) WndAS7-10; Vu70mph secondgust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Ops/h=15ft; B�5$ L=24ft; eaves 11; Cat II; Exp .%` C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate �P,•' G E N •' C` ��� DOL=1.60 ,�` '�'V grip 3) Provide adequate drainage to prevent water ponding. `� N 68182 •� 4) All plates are MT20 plates unless otherwise indicated. = * �' 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7) • This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit .9 between the bottom chord and an other members, wBCDL =10.0 coith O:• T F 8)Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift atjoint(s) except (jt=1b) 2=462, •:��: i� .•yC` P `� 16=359. 10) "Seml-rigid including heele Member end fairy model was used in the analysis and design of this truss. I \ �, •' pftchbreaks 11)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. � 1111111111\` LOAD CASE(S) Standard FL Cert. 6634 February 21,2 13 AWARNING -Verify dssignpa,xnnden aadPMD NOTES ON 77115 AIM VOULWBD AUMRSFBRSWB FAGB JM-7473 BBAORS USB Oedanv Id for use o* Whh M7.k connectors rli6 design h based orgy upon pon meter shown, and b foran lndN uol bWd'mg conponent. �• AppficaMly of ded npara eteo, and proper Mcorpomibn of component k mpo Vy of buWW design- not hus deigner.&acing drown bfwlaterdsuppWafhW uoly bmembeno*.AddillondtemparorylxocingtoWv OoWtydi gconslracfxmcMere mbutyotthe MiTek' erector, AddtiondpeinwnentbecmgoftheovemEshucMeh Merespons'MLyoflhebufl6gdesynw.Fmgmmlgu4ance wdmg lab4calbn. 9uafry aonhd, storage. defrrery. erecibn antl baling, cemull AH71/IPII puaOM Giteda. DSa419 and aC4i BuOding Component a904 Peke Een BIW. if lnl mailon r SPp hom7mes Platedfied, edesLae Sheet meth 2Alexandrla,VA22314. H Saufllem Pme SP or Nmberfsa the des valuesaremase ettl:eHve 0691r1a12 ALSO or proposed SPIEL Tampa, FL 33610J11s Job Truss as Type Qty Pry [JobReference T4729679 24641 C1 Hip Truss 1 1 (. fond) East Coast Truss, Fat Pierce, FL 34946 7.350 a Sep 262012 MTek industries, la Thu Feb 21 13:07:52 2013 Page ID:bY47ar9k0A0_ueiO4zc1 RMzj7NDJ3gXB78wWNsCxzK7FSN_aQBVNp8Hzb5JRD1Y -0-0 seD 8-0-0 I 134-0 14d0 � 14)-0 S60 3<0 56g 14Y0 Seale=125.7 44 = 4x4 = 3 15 4 6.00 12 d 5 2 nrn g d e 4 6 4 B S a 7 B s 1A II 3x4 = 3x4 = 3u1 = 54>D &40 13-40 _ r _I 5-Oo s4-D SaD Plate Offsets 3:0-5-0 0.2-0 LOADING (pat) SPACING 2-D-0 CSI DEFL In (too) BdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.D8 7-8 >999 180 BCLL 10.0 • Rep Stress Ina NO WB 0.11 Hom(TL) 0.03 5 n1a n/a BCDL 10.0 Code FBC2010rrP12007 (Matra-M) Weight: 57 lb FT-0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.7-4oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9E-11 oc bmcing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ulde REACTIONS (lb/size) 2=94610-8-0 (min. 0-1-e). 5=971all-0 (min. 0-1-8) Max Hom 2=104(LC 7) Max Upli t2=424(LC 8). 5=-049(LC 8) FORCES fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2J=1405/547, 3-15=1260/577, 4-15=126D/577, 4-5=1462/598 BOTCHORD 241=392/1197, 8-16=-345/1212, 7-16=345/1212, 5-7= 415/1247 WEBS 3.8=01282, 4-7=0/259 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf; h=1511; B=45ft; L=2411; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end Vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ``111111111//�, �% UIN Vn ��I � � 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. I♦ E N S �• �� ♦i♦ ,�� �O; p 5) This truss has been designed for a 10.0 ISO bottom chord live load nonconcunenl with any other live loads. �, F'••, 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit N. 68182 ••' between the bottom chord and any other members, with BCDL=10.Opsf. * 1i' 7) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 to uplift atjoint(s) except (jt=1b) 2=424, �• 5=449. 8)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. .fl IZ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 134 to up at 5-0-0, T F and 581b down and 134 go up at 6.8-0, and 212 to down and 326 to up at 84-0 on top chord, and 114 lb down and 6 to up at 54)-0. and , ��: 37 lb down and 7 to up at 60, and 114 lb down and 6lb up at B4 on bottom chord. The design/selection of suchconnection♦ 33connection9Odevice(s) •: .•4C P ,� ♦♦♦♦j� is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Ss1 ' • • ��`�`, 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).L. E 0%% 111111 LOAD CASE(S) Standard 1) ase=1.25, Plate Increase=1.25 Uniform Loads (pit) FL Cert- 6634 Vert: 1-3=60, 3-0=-60, "=-60, 9.12=35 February 21�213 Continued on ome2 ®WARNING-Vert/}/dasignPmmnetersandRSAUBOTESOMTWBdNDfNC EWJW EKRSFERENCBPAWM-747aEEFORSUSS Deagnvatid W moruywithmiekcannectw Mndesgnabased oMrvponporamatenshown bfnanheiWualbvm gcomponenL APpricobnN of dedga mernete sand aopaincemoro5on of component urespowbYNof bWdvg designer -rut truss tledgner. Bmdng dfown a tahterd svppoit olNdMdual heb numbers anN. Addtlondtempororybrocmgto4spaeslabmNdunngconseucti 4n6 respon Uty.ftM MiTek' erecfa. Add'ibnd permanent bmcug of the o 8 shuetwe a the respora ty of the buOdng designer. F gmaral gddonce regonrng fabrk:otbn. gvaON control storage. deavery, erection and brackg, wrssuit ANSI/Ifil gaaaly Onedo, DSB.94 and SCSI Buldiny Component 69a4 Palle Ex BNd. Saklylnlarmdlon ovotoble immrmss Nate Institute. MIN. Lea Sheet, Suif,312, Alexandla. VA 7Z714. If Southern came lSP or Spit) lumberis specified, the design values arethose etfectime DMVZMZby ALSO or proposed by SAIL. Tempt, FLS161a4115 m Job Truss _ ss Type Dry Ply T4729680 24641 C2 Comm. Truss 3 1 Job Reference (optional) i East CoastTrvss, Furl Pierce, FL 34946 7.350s Sep2620D2nGOk Thu Feb2113:07:532D13 Page T9YHh 2Inc. IDDY47az9k0A0_ueiO4zeiRMzj?ND-nGOwPT9YHh_2Y7uKpaAjxozGWFECIkHIKrAnF?ziw n-aD s-6-D 134-D 144.(1 F- I ' 1bo ea-0 sa-o I, 1-o-0 scale =126.1 4x4 = 3 6.Oo 12 A 2 4 Iy S +d @ @ 6 e @ 1.4 II 3x4 = 3x4 = 6 30 13 0 84L0 BE-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 0de0 Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.04 6-9 1999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC 0.43 Vert(TL) -0.10 6-9 -999 180 BCLL 10.0 • Rep Stress Inv YES WB 0.11 HOrt(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight: 50lb FT=O% LUMBER BRACING TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required chose bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 2=697/0-8-0 (min. 0-1-8),4=697/68-0 (min. 0-1-8) Max Horz 2=161(LC 7) Max Up1412=323(LC 8), 4=323(LC 8) Max Grav 2=756(LC 13), 4=756(LC 14) FORCES (Ib)-Max. CompJMax.Ten. -All forces 250(I1h) or less except when shown. - TOPCHORD 2.3=1246/406,34=1229/406 BOTCHORD 2i=579/1712,4-6=579/1624 WEBS 33=0/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vut=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opst, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Ecp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate �< grip DOL=1.60 , P"�.ii N'ti/ Q F. 3) Plates checked for a plus or minus 0 degree rotation about its center. This has designed �� , E N 4) truss been for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gov �G S •• 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-G-0 wide will fit `�� F''.• between the bottom chord and any other members, with BCDL = I O.Opsf. N 68182 0 �: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=323, ` * 4=323. 7) •SemFrigid ptchbreaks 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. F LOAD CASE(S) Standard O:. �T •'(v�, N Ile* hntuta` FL Cert. 6634 February 21,2 13 AWARNING-Veryyl, deign Parameter,=dRBAD MTES ON THIS NO IBCLUDBr1.b1 MKREFERUNUBPAGBM-7473 BEFORE US& Dezgnvddl forum ant/with hvf.kcannecto Thbdesgn B based onfyupon porameten shown and Is faranlrMiN4ud buldn, component. AWlicabLtyofdedgn pmametenand poperincaporotionofcomponenluraporabPly ofbuldN tledgner-nol true dedgne. 0mcing shown 7vi�ek'. hforbtemisuppodoflMMdualwebme Monty. Additional temp«arytracmgtoinvuestabetyduringcomhuctanIsthe reeornbutyofthe erector. Additbndpermonmtbrocingoitheovemlewtl ktherespormbsyofthebuldingdesgner.Forgmeralgwdancereg hgfabeation, avofiyconiml, stge, delven,.erectionand bracing, consult AN51/TPh Guardy Cdleda, D5B419 and BCSI Buldina Component Sahly InIg Oon ombble from True Plate Institute,MIN. LeeSheet. Suite312. Aknandhia. VA 22314. It Sauthem Vme (SP orS ) lumberis speaftedthe design values are those effective 06911 2 byALSC orpropused by SRth Job Truss •ss Type Oty ply T4729681 24641 C3 Spedal Truss 1 1 Job Reference (optional) East Coast Truss, Fat Pierce, FL 34946 7.350 a Sep 26 2012 MTek Industnes, Inc. Thu Feb 21 13:07:54 2013 Page ID:bY47az9k0A0_ueiO4zcl RtA4?ND-FSylcpAA2?6vAHTWNHiy37WMUfaLrALuZdxknRzi VG -o.D B-a 11-0-0 l 13za t 14Y0 I 680 4-0-0 2-2-8 Seat =126.0 4x4 = 3 8.00 12 4 4x4 S 5x12 = 13 I� IF 7 e e 84A = 6 3x4 — 14 = 3x4 = 6a-0 1141-0 132A I 6-30 4d0 2-2.8 Plate Offsets X : 5:Etl a 0-3-0 LOADING (psQ SPACING 2-0-0 CSI DEFL in (lee) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.04 8-12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.10 8-12 -999 180 BCLL 10.0 Rep Stress Ina YES WB 0.19 Hoa(TL) 0.01 13 Na rVa BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 68 lb FT=0h LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP Nu.3'Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc beeing. 5-9: 2x8 SYP SS MTek recommends that Stabilizers and required cross bracing ba installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (lb/size) 2=70510-8-0 (min. 0.1-8), 13=54210-6-8 (min. D-1-8) Max Horz 2=179(LC 7) Max UpIR2= 330(LC 8), 13=204(LC 8) Max Grev 2=760(LC 13), 13=555(LC 14) FORCES (lb) -Max. ComplMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2.3=1263/456, 3-0=731/291, 6.9=210/575, 5-9=210/575 BOT CHORD 2-8=689/1723, 7-8=-302/790, 6-7=302f790 WEBS 3.8=171301, 4-8=2561166, 4-6=758f354 NOTES loads design. 11VF"fle, 2) nd gust) rig GCpi��18; p PaUi N C; Encl., MWFRS (dwectional): cantilever lelft and t exxpossedP end vertical left and right exposed; Lumber DOL-1.6o plate ��.o�s ��e� grip DOL=1.60 ,��,�; •�GENS�� 3) Provide adequate drainage to prevent water pending. V F•••, 4) Plates checked for a plus or minus 0 degree rotation about its center. N 68182 •• 5) This truss has been designed for a 10.0 psf bottom chord live lead nonconcunent with any other lye loads. = * !� 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.Opsf. 7)Bearing atjoint(s) 13 considers parallel to grain value using ANSVTPI I angle to groin formula. Building designer should verify capacity of bearing surface. T F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except at -lb) 2=330, O'•, •' (v% 13=204. in the design V. Z C 9)"Semi-rigid pitchbreaks including heels" Memberend fairy modelwas used analysis and ofthistruss. 10) Waning: Additional and stability bracing for truss system (not part of this component design) is always required. permanent LOAD CASE(S) Standard IIII 111111`` FL Cert. 6634 February 21,2C 13 AWARMN(t- Verify desfgn pmrmxters and READ NOTES OXIMS AND INCLODED JIFTSKREFERENUB PA Bffif-7473 BEFORE USB Design void for use any with 9ATek connectorx rub deign Is based! only upon en; h and Is for an lnCMdwl Wilding component ■e APplicabIty of design parameters and proper lneorpomHon of epmp'a res onadponsbli of buAdng designer- not truss designer. BraWg shown � Y Is for lateral support of hdnidual bmembers nY.Addtrondlernaaoy bracing to M. e.bty duMp co i ficn Is fharespmIblly of the MiTek' erector. Additional pamonent bracing of the ovesan s1mctum k Me nesp=felly of the WlQ g dnegna. Forgeneml guidance regordinp fabdcelom quality control storage, d.WM. erection and braWg, consul AMVr91109aBy Warta. DSB.89 and Dal BVBding Component 6904 Pado EaY Bind. to WtiNi Tampa, FL 33610J115 if SoulhemPme SPvaJoble tuinberbla ge6desig vatsues are Nose effective 01gDVM2 ALSO or proposed SRIL Job Truss iss Type Oty Fly Lb 24641 C4 Special Truss 1 1 Job Reference o bnal East Coast Truss, Fan Pierce, FL 34946 7.350 s Sep 262012 MTek Industries, Inc. Thu Feb 21 13:07:65 201Y Page ID:bY47az9k0A0_ueiO4zc1RMzj?ND-jeWgg9BoplEmoR2u DBcD2c63ULaC2nHNtziwG _ AA0 12-11-8 I ' 1t -0-o M a&g za-g Sale=125.6 4x4 = 3 44= 8.00 12 14= 4 5 2Li S B e G 7 3x4 i 3x8 = 6 2x4 II sa-o last-e Sao I 1t14 Plate Offsets X 2:0.2-100.1-8 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (Too) Vdefl L/tl PLATES GRIP TCLL 20.0 Plates Increase. 1.25 TC 0.48 Vert(LL) -0.11 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.31 7-10 >500 180 BCLL 10.0 • Rep Stress Ina YES 1NB 0.34 Horz(TL) 0.01 6 n/a Na BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight: 59lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 10.0.0 ec bracing. MTek recommends that Stabilizers and required chess bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=57010.3-8 (min. 0-1-8), 2=71110-8-0 (min. 0-1-8) Max Ho¢ 2=234(LC 7) Max Uplift6=219(LC 8), 2=328(LC 8) Max Gmv 6=585(LC 13), 2=774(LC 13) FORCES (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) orless except when shown. TOP CHORD 2J=1612/436, 3-0=909/389, 4-5=7511299, 5-6=570225 BOTCHORD 2-7=662/2173 WEBS 3-7=119/512,4-7=569273, 5.7=2691859 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE I it ,V 7-10; Vuti=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL�.Opsf; hot5ft; B=45ft; L=24ft; eave�ft; Cat. II; Exp �� i, , i N ,, DOLGC6pi-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate • • • �A �' grip 3) Provide drainage ��,`QPQ....... �: •�,� G E N SF•'.� ��i adequate to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. ��, 5) This truss has been designed for a 10.0 psf bottom chord live load noncencemerd with any other live loads. ' * : • N 68182 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 24)-D wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss; to bearing plate capable of withstanding 1001b uplift at joint(s) except Otn1b) 6=219, .D 2=328. 8) Semi-iigidpitchbreaks including heels" Member end fixity, model was used inthe analysis and design ofthis truss. O � T F 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. •:��� LOAD CASE(S) S Standard �� S•• `O•• �%\�% . N p� n FL Cert. 6634 February 21,2 13 ®WARMM-Verifydeelgnp.nereraondRBAOA;OMOMIWSAFMM LUDSDHr7PXR8FH11xWBPAGEIM-7473BEFORGUSB. 0 gnwWW.seonty�th NUTekconnectas. dedgnkbase c*upanP metersshown.and6faanindJ ualbuMbgao nenL ��• APPF b,Ttyofde W�teaandpraperinca fpnolra menlhra bTtyof W?dingdedgner-rwtl dedgne..&adn,rh btf lateralappWolmdMdualwcbmemb ma ly.AdditbnaltemrwaryGochgtoirmnedalo4ty during mnshucfimaMerespow Ktyofthe t«. MiTek' erecAddition p nmt bracing ofthe ovemn dmquaMwbi5 eIs enoeoty of the bWen dng dedgner. Forgerel guidance regarding fabrication. gaofity mnhoL storage. delivery. erectpn and bracing. oomsAl AN51/RII puasty Crn xf.. D5649 and Rai aunding Component 69M Parke Fast am. Safey lntarmafion walable fan Truss Plafe losfitute.An11. Lee Street. Suire 31Z AlexmiMa. VA 22:114. tt Sauthem Pme lSPOr )Nmberiss Medeslgnvaluesamthoseettecfive06DVM2 ALSCorpmposed SP Tampa,R 3361"115 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 J/l E r For 4 x 2 orientation, locate plates 0- la' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. Numbering System I 6-4-8 ) dimensions shown ft-irsixteenths III (Drawings nott tto scale) JOINTS ARE GENERALLY NUMBEREDAETTERED 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 LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: /�J 7 Indicated b symbol shown and/or y Y SYP represents the 200old values as published by AWCs the 2005/2012 NOS by text in the bracing section of the SPp represents SPIB proposed values as provided output. Use T or I bracing in SPIB submittal to Al -SC dated Sept 15, 2011 If Indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 BEARING (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. Min size shown is for crushing only. 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. 0 O x U O © 2012 MiTek® All Rights Reserved mm M1 a MiTek' MiTek Engineering Reference Sheet: MR-7473 rev. 09/04/2012 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI I. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI 1. 8. Unless otherwise noted, moisture content of lumber shot not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shah be of the species and size, and In all respects, equal to or better than that specified. 13. Top chards must be sheathed or Purim provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria.