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Home My WebLink AboutTRUSS SPECS - 08-00121 - 357 E 1st N - Polebarn0.3/0812008 04:55 2082373786 POKY TRUSS PAGE 02/04 FRANKLIN TRUSS 515 WEST MAIN ST To. _Delivery LISt.....,,. JEROME , ID 83338 FRANKLIN POCATELLO Job Number: Phone: (208)324-8181 Fax: (208)324-8973 FARM 8 HOME Page: 1 Project: Block No: Dote: 1)3.06.2008.4:48;40 PM Model: Lot No: Project ID: M361 Contact _ Site: Office: Deliver To: KYLE JEPPESEN Account No: 303490626 CHRIS WHILLOCK Name: Phone: 357 E.1 ST. SalesDesigner: GREG REXBURG. ID 83440 Quote Number: Quote Numb Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: pitch LOH ROH Load By: 3.5-1s 2 Al 24-0-0 FINK 3.00 0-0-0 0.0-0 13411ba.eech 2Xa12Xe 10 Rows Lel Bra 40.00 _._ 3.5-15 ,,._--,..-_..._....-....._.... 4 A2 24.0.0 FINK 3.00 0.0.0 0.0.0 H._ ----••_ �^--=-,= 121 Iba. each ZX612XB 10 Rows Lot Bra V.09 0800121 357 E i St N -Jeppesen Above listed items have been designed to plans and or jobsite conditions. (exceptions listed to right). Received by: Dote: Thank You for your Business. 05/06/2608 04:55 208237378b t1UKY IKU55 1. uoo Truce rues ,. '•- N KYLE Jam. PE -SEN M361 Al FINK 2 1 Joh Reference FRANKLINnd'Atliel. mc, nu Maf OB 16.4 BUILDING 9 PPLY, JERO E, ID 8 B .viva m 11 20 i.VIM- 6-10-0 12.0-0 17.14 24.0.0 6-108 6-1d 5.1.8 6.10.8 Scale 6X10 = 3.00 72 3 2x4 II 2x4 II 2%4 2x4. 0-V6 �2 ~ 2xilgo _ ~ter 2zd 8 7 6 6x10 MT1BH= 6x10 MT18H- 4xB = Bx8 WB -- B=2x4= 2x4 46= e-7.0 15.50 24-0-0 8.7.0 6.10.0 8-7-0 Prete Offsets X Y : 1:0-5-400-2 5:0.54 0-0.2 SPACING 5-0-0 C91 TC 0.90 OEFL In (loc) Udell Utl Ved(LL) -0,54 6.8 >526 360 PLATES GRIP MT20 2201195 LOADING(pc8 TOLL 35.0 TCDL 5.0 Plates Increase 1.15 Lumber Increase 1.15 Be 0.75 Ved(TU 0,75 8•B >376 180 MT18H 2201195 SCLL O.D Rep Stress lncr NO w8 0.69 Horz(TL) 0,18 5 We rife Weight: 1341b BCOL 5.0 Code IRC2006fTP12002 (Matrix) LUMBER BRACING TOP CHORD 1.10.7 cc bracing TOP CHORD 2 X 6 OF 86 (Swhched8om sheeted: Spacing > 2-00). Except BOT CHORD 2 X 6 OF 240OF 1.7E 1.10.0 oc bracing: 1.3 WEBS 2 X 4 DF Slud 1.11.0 cc bracing'. 3.5 BOT CHORD Rlgld calling directly applied or 40.8 cc brscing. JOINTS 1 Brace at Ala): 3 REACTIONS (Ibfslze) 1-3178/0-M. 5=J17010.5.8 Max Horzl-134(LC 4) Max UP1101-1728(LC 6). 6-1726(LC 6) FORCES (1b) - Maximum Comprosslon/Maxlmum Tenslon TOP CHORD 1.2-3341/4824, 2.3-A710f4424, 3- -SiG4/4433, 4.5..9387/4832 BOT CHORD 1.8=466618644, 7-8+-0098/6348, 6-7=-3089/6348, 5.6=J559/BBB7 WEBS 2.8=-16S1r750, 3.a=-1345r2C27, 3.6=-1358/2063, 4-6=-16441750 NOTES I) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-M. 90mph; h=258; TCDL=3.Opsf: BC0L=3.0P5h Category 11; Exp C: enclosed; MWFR6 (low-rise) gable end zone; cantilever kh and right exposed ; end vertical 160 and right exposed; porch left and right exposed: Lumber DOL=1.33 plate g.p DOL -i.33. 3) Dead leads shown Include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of too chard dead load. 4) This truss hes bean designed for a 10.0 psf bottom chord Ilea load nonconcunenl with any other live loads 5) All prizes ere MT20 plates unless otherwise Indicated. 6) ' This!rims has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.3-0 tell by 2.0-0 wide will 8l between the bottom chord and anyothef members. 7) Provide mechanical connection (by others) of truce to bearing plate capable ofvAtltstanding 1728 Ib uplift at )einl 1 and 1728 lb uplift at Joint 5. 8) This Was Is designed in occordancewith the 2009 Inlematlonal Residential Cade sections R502. 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASEIS) Standard 03/06/2008 04:55 208237378¢ POKY TRUSS PAGE 04/04 1 Jot Truss h,._. ype N Pa KYLE JEPPESEN M361 A2 FINK 4 1 Jab Reference o ilanal FRANKLIN fiUILDIN Suvpuv, JEROME, ID. 83338 7,0109 Sep 11 2007 MITek lndwtrlea, Inc. Thu Mar 0818:45:432008 e 6.10.8 12.0.0k 17-1A 24.0-0 I 6.109 5-1-0 5.1.8 6.10-0 Scale = 1;44. 6x10 = 3,00 12 3 2x4 Q C&—'` 2x4 G _ 6x10 M7181t 8 7 8 IBM MT18H= 4x8= 8x8 WR= 4x8 ._ 8.7A 15-5-0 240-0 8.7-0 5-10.0 8.7.0 Plate 01116e13 My :1:0.5.4 0.0.2 :0.54 0.0.2 _., •,. - �� _ LOADIND(ps0 SPACING 8.0.0 CSI DEFL In (lee) 1/dell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.90 Vert(LL) •0.54 6.8 1526 360 MT20 220/195 TCOL 5.0 Lumber Increase 1.15 BC 0.75 Vett(TL) •0,75 6.8 1376 180 MT18H 2201195 BCLL 0.0 Rep Stress Incr NO WB 0.88 Herz(TL) 0,18 5 nm No BCDL 5.0 Code IRC2008(TP12002 (Matrix) Weight: 1221b LUMBER�_�_-. _.�..._. BRACING TOP CHORD 2 X 6 DF SS TOP CHORD 1.10.7 tic bracing BOT CHORD 2 X 6 OF 240OF 1.7E (Switched from sheeted: Spacing 1 2-0-0). Except: WEBS 2X 4 O Stud 1-10-0oc bracing: 1.3 1.11-0 oc bracing: 3.5 BOT CHORD Rigid calling directly applied or 4.0.8 tie bracing. JOINTS 1 Braes at Jt($):3 REACTIONS (INsi[e) 1=3178!0-5-B. 5=317810.5.0 Max Horz1=.134(LC 4) Max UpIIM=-1728(1.0 5), 5=-1728(LC 8) FORCES (Ih)- Maximum Comprosslon!Maximum Tension TOP CHORD l.2 -.934114624,2.3..8110/4424.3-4-.816414433,4.5..G387/4832 BOT CHORD 1-8=-486618844, 7 -Bo -3089/6348, 6-7�•3099l63d8, 5-6�455BIB8B7 WEBS 2.3w-1851050,21-8-134812027, 3.8=-1358/2061, 46-16441750 NOTES 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7.05; Wmph: h=251: TCOL=a.Opsf. BCD1.4.0psL Category II: Exp C; enclosed; MWFRS (IDw-656) gable end zone; 4erdliever left and right exposed ; end vertical lot and right exposed: porch let and right exposed; Lumber DOL -1.33 plate grip DOL•f,33. 3) Dead loads shown include weight of truss. Top chord deed load 015.1) Per (Or lees) is not adequate fors shingle roof. Archl(eet to verify, adequacy or top chord dead load. 4) This truss has boon dealpnad for a 10.0 par bottom chord live load noncoacunent with any other live loads. 5) All platen are M720 plats unless othenvlss Indicated. 6) • This truss has been designed for a live load of 20 Opal on the bottom chord in all areas where a rectangle 3.6-0 tell by 2.0.0 wide will at between the bottom chord and any other members. 7) Provide mechanical connection (by others) artruse. to bearing plate capable of withstanding 17281b uplift at joint 1 and 172816 uplift at Joint S. 8) This truss Is designed in accordance with the 2006 Intematlonat Residential Cede sectlons R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. LOAD CASE(S) Standard e 03/06/2008 04:55 2082373786 POKY THUSS rHue GL/G4 FRANKLIN TRUSS welivery 515 WEST MAIN ST ..... JEROME, ID 83338 FRANKLIN POCATELLO Job Number: Phone: (209)324-11181 Fax: (208)324.8973 FARM 8 HOME Page: 1 -- -jro Date: 03.06.2008. 4:48:46 PM 1 ect: Block N0: Project D: M361 Model: Lot No: COntOct Site: Office: Deliver T0: KYLE JEPPESEN Account No: ' Designer: selesperaon: 303490626 CHRIS WHILLOCK GREG Name: Phone: 367 E. 1 ST. Quote Number: REXBURG. ID 63440 Tentative Dellve Dale: Profile: Oty: Truss Id: Span: Truss Type: pitch LOH ROH Load By: 3-5-16 2 Ai 24.0.0 FINK 3.00 0-0-0 010-0 _-:.. 2%B12xB 10 Rave Let Bre A.00 _..___, _...._.___. ........._._. _.._ 3.5.15 4 A2 24.0.0 FINK 3.00 0.0.0 ,.- - - �•_---. _ _ _131 Iba. each 5/2%0 19 Rave Let Bra .00 08 00121 357 E 1 st N -Jeppesen 1 03/06/2008 04:55 2082373766 PUKY 1RUSS r,Aut O4/D4 Job Truss ivae „e ly IV KYLE,._r2PESEN M361 A2 FINK 4 1 Job Referencemi tlenal FRANKLIN 6tJILDIN gVPPLY, JERDM6. ID. 63338 7.0708 Sep 17 007MITak'Induclrlea, Inc. Thu ear OB 16;4$432008 a 6.105 12.0.0 17-1-0 29.OJ) I 6.10.8 5-1-0 5.1-0 6 10-0 Scale = 1:44. 6x10 = 3,0D 12 3 2X4,` 1'� -�� 201 �_Cy•_ 4 ILI f �qI .•� �- `� i-- - r_��- o d - 6x10 MT18)- 8 7 8 6x10 MT18H= 4x8= US WB= 4x8 •: 8-i•0 15.6.0 _ - _�- 240.0 ..... r &7-0 6-100 8.7.0 Plate ORsets Y : 1:0• 0.0.21. 15:0- .0-0-_ LOADINO(ps0 SPACING a." CSI TO 0.90 DBFL In (toe) Vdell Ud Van(LL) •0.54 6.6 >526 360 PLATES GRIP MT20 2201195 TOLL 35.0 TCDL 5.0 Plates Increase 1.15 Lumbar Increase 1.15 BC 0.75 VenTi.) •0.75 6.8 >376 180 MT18H 2201195 SCLL 0.0 Rep Stress lncr NO WB D,66 Hors(TL) OAS 5 fila We Weight: 122 lb BCDL 9.0 Code IRC2006fTP12002 (Matrix) LUMBER �i - BRACING TOP CHORD 2 X 6 OF SS TOP CHORD 1.10.7 oc fencing (Switched from sheeted: Spacing> 2-D-0). Except: BOT CHORD 2 X 6 DF 240OF 1.7E 1-104 oc bracing: 1.3 WEBS 2 X 4 OF Stud 1.11-0 oc bracing' 3.5 BOT CHORD Rigid ceiling directly applied or 4.0.8 no bracing. JOINTS 18race at it(s):3 REACTIONS (IWShe) 1=317810.5-0, 5=3175145.6 Max HOW =•134(LC 4) Max UpIIM=•172O&C. 5)• 5=-1728(LC 8) FORCES (Ih). Maximum CompresslonlMaxlmum Tension TOP CHORD 1.2--9341/4824, 2.30.8110/4424, 3.de.516414433, 4.Se.63B714832 7-B--3099/6348. 6.7••309916348, 5.6-4559/B8B7 BOT CHORD 1.8----486618844, WEBS 2.8=-1851!!50, 3.8-134012027, 3{=-135&2083, 4-0=16441750 NOTES 1) Unbalanced roof liveloods have been considered for this design. 2) Wind: ASCE 7.05; 90mph: h=25ft: TCOL=a Opsf; BCDL=3.0psf; Category If: Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right "posed: and vertical left and right exposed: porch left and right exposed; Lumber DOL -1.33 plate grip DOL -1.33. 3) Dead loads shown include weigh of truce. Top chord dead load of 5.0 psi (or lase) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 4) This truss hat bean dealgned for a 10.0 pcf bottom chord live load nonconcunent with any other live loads. 5) All plates are M720 plates unless otherwise Indicated. 6) • Thls trues has been designed for a We load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tell by 2.0.D wide will al between the bottom chord and arty other members, 7) Provide mechanical connection (by others) o(huss to bearing plate capable of withstanding 17281b up118 at joint 1 and 1728 to uplift at joint 5. 8) This truss Is designed in accordance with the 2DO6 International presidential Cede sections 11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASES) Standard 03/.06/2008 04:55 2082373786 I•LIKY I muJb Job Truss ruse N KYLE �_ . 'PESEN M361 Al FINK 2 Job Reference lapel FRANKLIN BUILDING 9 PPLY, JERO E, ID 6--S 7.010.4 Sep 112007 IT Tnu Mar 08164 :a 008 a 6.104 I /2.0-0 17.1.8 24.0.0 —� l— 6.104 6-1A 5.1.8 6.10.8 Scale = 1;44. 6X10 = 3.00 12 2x4 11 3 2x4 II 2x4 i 2x4 � 0-'09 -JZ2 4 14 2x4= Oil 8 7 6 6x10 MT18H= 600 MT161-17 415 8X8 W8= 2x4= 46= 8.7.0 15.5.8 1 24-0-0 8.7,0 6.10.0 8-7-0 Plate Offeele Y: 1:0-5.404.2 5:0-&40-02 SPACING 8-09 Cal 0.90 DEFL In (toe) Ildoll Ud Ved(LL) .0.54 0.8 >526 360 PLATES GRIP MT20 2201195 LOADING(psf) TCLL 35.0 5.0 Plates Increase 1.15 Lumber Increase 1.15 TC BC 0.75 Ven(TQ -0,75 8.8 >376 180 MT18H 2201195 TCDL BOLL 0.0 Rep Stress lncr NO WB 0.69 Horz(TL) 0,18 5 We n/a Weight: 1341b SCOL 5.0 Cede IRC2008(TP12002 (Mattlx) LUMBER BRACING TOP CHORD 1.10.7 cc bracing TOP CHORD 2 X 6 DF 66 (6wriched Rom sheeted: Spacing > 2.0.0). Except: BOT CHORD 2 X 6 OF 240OF 1.7E 1.10.0 ac bracing: 1-3 WEBS 2X40FSIud 1.11.0 oc bracing: 3.5 BOT CHORD Rigid telling directly applied or 4.0.8 sc bracing, JOINTS 1 Brace at Jt(s): 3 REACTIONS (Ib/size) 1 176/0.5.9.5-317910.5.9 Max Horala-I34(LC 4) Max UPlifd-1728(LC 5), 5e-1726(LC 6 FORCES (lb)- Maximum CampresslonlMa%imam Tension TOP CHORD 1.2.5341/4824, 2.3-411 014 4 2 4, 3-4-8164/4433, 4.5•-9307/4832 BOT CHORD 1.6=466618644, 7-8=3099/6348, 6.7-30BB16348, 5.6- 455918BB7 WEBS 28=-1651(750, 3 8-11341812027, 364.135812063, 4.6=-16441750 NOTES 1) Unbalanced root Ma loads have been considered for this dealon. 21 Wind! ASCE 7.05: 90mph: h--258: TCDL=3.Opsf: BCDL=3.Opsf: Category 11; Exp C; enclosed; MWPR6 (low-rise) gable end zone; cantilever left and right exposed ; and vertical len and right exposed; porch left and right exposed; Lumbar OOL=1.33 plate gdp DOL -i.33. 3) Dead loads shown Include weight of truss. Top chord dead toed of 5.0 psf (or tags) is not adequate for a shingle roof. Architect to verity, adequacy of top chord dead lead. a) This truss has been designed for a 10.0 psf bottom chord We load nonconcunent with any other live loads 5) All pleles era MT20 plates unless otherwise Indicated. 6)' This tons has been designed for a live load of 20.Opsf on the bottem Chord In all areas where a rectangle 360 tell by 2.0-0 wide will it between the bottom chord and any other members. Ing 1726 Ib uplift at joint 1 and 1728 It, uplift 7) Provide mechanical connection (by others) of tans to bearing Nate capable of withstand at joint S. 8) Thls truss Is designed in accordance with the 2005 International Residential Code sedans R502.11.1 and 111802.10.2 and referenced standard ANSIfTP1 1. LOAD CASE(S)Standard