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Home My WebLink AboutTRUSSES - 06-00198 - 1074 Arctic Willow Dr - New SFR�./ 4#VO INTO LU L Q (20) - AN m� u _ o - _ (5) - D1-5 JA 615-G 815 Gi-G - M 616E H-G s F1GE I m b- D1GE m D2GE 14'0'0 1 NOT 'yo 13'0'0 10'0"0 - CITY OF REXBURG 15 AND L HOME5 1504123-6 WILLIOW 15ROOK LOT 12 8715 Bombardier Idaho Falls, ID 88402 17 APR 06 Mark 5. (208) 528-6691 / (208) 522-8459 fax Job Truss The a aly Ply B AND L HOMES - WILLOWBROOK LOT 12 B04123-6 Al RO�"iUSS 20 1 rents 11N0.: vrta i norm rya), wnnv rrn.w, w o,+vc 6-6-0 2-0-0 6-" 13-0-0 19-6-0 , 26-0-0 6-6-0 6-6-0 6-" 5x6 M1120 = D 5x6 M1120= W M1120= 8-8-0 , 174-0 , 26-0-0 8-8-0 8-8-0 8-8-0 2—I 2-0-0 Scale: vC=r I4 M 0 LGADM (psfl SPACING 2-" CS! DEFL in (lot) UM Ud PLATES GRIP TCLL 35.0 Plates hwease 1.15 TC 0.51 Vert(LL) 0.17 F-H y-OW 240 M1120 1971144 TCDL 7.0 Lu nt)er Increase 1.15 BC 0.44 Vert(TL) -0.26 F-H >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 F nla n/a BCDL 7.0 Code IRC20031TPI2002 (Matrix) Weight 94 tb LUMBER 2) Wnd: ASCE 7-98: 90mph: h--25ft. TOP CHORD 2 X 4 SPF 165OF 1.5E TCDL=4.2pst; BCDL=4.2psf; Category II; Exp C: BOT CHORD 2 X 4 SPF 1650E 1.5E en MWFRS gable end zone: cantilever left WEBS 2 X 4 SPF ShrdlStd and right exposed; porch left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. BRACING 3) This brass has been designed for a 10.0 psf TOP CHORD bottom chord he lead raxmnavrent with any Structural wood sheaftq dredty applied or 4-4-15 other I ve loads oa per. 4) This truss requires plate Inspection per the BOT CHORD Tooth Court Method when this truss is chosen for Rigid ceE g directly applied or 80-12 oc bracing. quality assurance inspection 5) Refer to gltler(S) for truss to truss REAC RONS (1b1size) 1444/AA tical 6) Provide mechanical correction (by otters) of F — 14449%W truss to bearing plate capable of erg 654 Max Horz lb uplift at joint B and 654 lb upCift at joint F. B — 158(load case 5) 7) This truss is designed in accordance with the Max Uplift 2003 Irtmudional Residential Code sections B —-654(tcad rase 5) R502.11.1 and RNZ10.2 and referenced F — -05411oad cue 6) standard ANSUTPI 1. FORCES Maximum (o Tension LOAD CASE(S) TOP CHORD Standard A-B = 0/77 B-C =-2166/844 C-D =-1864/836 D-E =-18641836 E-F =-21661845 F-G = 0177 BOT CHORD B4 =-773(1816 H4 = -412/1229 F-H =-62211816 WEBS C-1 = -4911251 D-1 = 3961634 D-H = -3961634 E-H = -491/251 NOTES 1) Urtlanced roof five loads have been considered for this design. Job Truss Trur1`__ Oly ply B AND L HOMES - WILLOWBROOK LOT 12 6041x}$ A1GE /I9 ROOI�RUSS 2 1 J _-_..........� ..r.-'- '-.'- •-.:-- '-- n.. w -- nn nn.ee.ee nrv�e o...... 4 BMC WEST (IDAHO FALLS). IDAHO FALLS. ID 834UZ s rw e i axQ wuisac aiuuaupc�. -2-M 2-" LOMNG (psf) SPACING 2-" TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ma YES BCDL 7.0 Code IRC20031TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF SdudlStd BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oT CHORD Rigid oenling duediy a ppEied or 10-0-0 or- bracing. REACTIONS (' kim) B = V - W - N = X = Z = AA = AB - U - T = R = 0 - P - Max Horz B - Max Uptift B - W - N - x = z - AA - AB = U - T - R = 0 - P Max Grav B - V - W - 3a1126-" 178i�6.0-0 19rh126-0-0 MUM" 197r16.40 194126.0.0 188/26.0-0 195I2&" 197r2&" 194US." 188r2s" 158(Ioad case 5) -131(bad case 5) '65poad rase 5) 461(load case 6) -74(load case 5) -65(load case 5) -90(bad case 5) 27(taad rase 4) -62(load case 6) 76(ioad case 6) -65(bad case 6) --90(load case 6) -26(load case 3) 381(load case 1) 178(bad case 1) cam 7) 26-0-0 13-0-0 4x4 W120= 3x4 M1120= 3x4 MI120= 26-0-0 26-0-0 CS! DEFL in (bc) uden Lld TC 0.33 VwgLL) -0.06 O nk 12D BC 0.10 Vert(TL) -0.07 O n1r 12D WB 0.14 HwATL) 0.01 N nla n/a ��) Max Gray N = 381(load rase 1) x - 197(bad case 1) z = 194(load case 7) AA = 202(load case 1) AB - 188(load Case 7) s) T - 1970oad � 1) 0 - 2020bad rase P - 188(load rase 8) FORCES (lb) Manam rn Tension TOP CHORD A-B = OR5 B-C =-122163 C-D = -73193 D-E = -08/118 E-F = -MM F-0 =-581172 G-1 = -W193 H4 = -M185 1-J = -M142 J-K = -58M K-L = -58M L-M = -59/27 M-N = -91/33 N-0 = Gf75 BOT CHORD BAB = 0/145 AA -AB = 0/145 Z-AA = O/145 Y Z = O/145 X Y = O/145 w-x = 0/145 V-W = 01145 U-V = 0f145 T-U = 01145 S-T = 01145 RS = 01145 0-R = 01145 P-0 = 01145 N-P = 01145 BOT CHORD B-,AB = 01145 AA -AB = 0/145 Z-AA = a145 Y Z = 0/145 X Y = 01145 W x = On45 V-W = O/145 U-V = O/145 T-U = 01145 S-T = O/145 RS = O/145 c-R = 01145 P-0 = O/145 N-P = O/145 WEBS H-V = -15M G-W = -175W F-X =-168190 E-Z =-169186 D-AA = -164MI C AB =-185182 w =-175(79 J-T =-168191 K-R = -16M L-0 = -164MI M-P =-185/81 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wiu� ASCE 7-ft 90mph; fr- $ TCDL=1.2psf; BCDL=42pst; Category II: Exp C: enclosed; MWFRS gable end Torre; cantdewer left and right wposed ; porch left and right exposed: Luurnber DOL 1.33 plate grip OOL 1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see MMTek "Standard Gable End Deter 4) This truss has been designed for a 10.0 psf bottom chord live load norwonaurrerd with arry other live bads. 5) All plates are 1.5x4 M112D unless otherwise indlicated. 2� 2-0-0 scab:1/4�-r PLATES GRIP M1120 197/144 Wekj t:113 lb 6) This truss requires plate inspection per the Tooth Count Method when this truss is drown for qA'4 assurance Inspectim 7) Gable rewires cort wous bottom chord bearing. 8) Gable studs spaced at 24).0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joird B. 65 m qM at joint W.161 lb uplift at joint N. 74 Ib uplift at joint X 65 lb uplift at joint Z. 90 Ib upCdt at joint AA. 27 b uplift at joint AB. 62 Ib uplift at joint U. 76 lb uplift at joint T. 65 lb uplift at joint R. 90 lb uplift at joint 0 and 26 Ib U13aftdjoint P- 10) This truss is designed in accordance with to 2003 International Residential Cade sections R502-11.1 and F;MM102 and referenced standard ANSVM 1. Job Truss Tru a Qly Ply B ANn L HOMES - W ILLOWBROOK LOT 12 B04123-6 B1 RO*M' USS 7 1 1 Wo rence tional JobR&it uwr • V cu I I"" 1v riv. J, "" bar V r . w w & o.cw s rnu c 1 cuvo ma I WA to F.M*U ins, u m.. I a w nth a us.ao.co cwo ram 1 -2-0-0 , 5-8-0 1 11-4-0 1 17-0-0 1 2248-0 28-4-0 34-0-0 , 36-0-0, 2-0-0 5-8-0 5-8-0 5-" 5-8-0 5-8-0 548-0 2-0-0 Sole=1:60.9 54 WI20 = E 3x4 M1120= 5x8 M1120= 3x4 M1120= 8-6-0 , 1740-0 , 25-6-0 , 3440-0 8-6-0 8-6-0 8-6-0 8-6-0 LOADING (psf) SPACING 2-" CS! DEFL in (toc) UM Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0A1 Vert(U) 024 K-L >999 240 MI120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.49 Vwt(IL) -0.39 J-K >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.90 HwATL) 0.14 H n/a Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight 137 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Shrd/Std BRACING TOP CHORD Stni tural wood sheathing drectly appired or 3-9-13 oc pariahs. BOT CHORD Rigid ceding drecdy applied or 6-" oc bracing. 1 Raw at midpt D-K. F-K REACTIONS (brie) B = 1836f0-" H = 183610-" Max Harz B = -194(load case 6) Max Upm B - -82*)ad case 5) H = -83XIoad case 6) FORCES (m) Maximum Tension TOP CHORD A-B = M7 B-C = -302811209 C-D =-270011167 D-E =-1923645 E-F =-19231845 F-G =-270011168 GH =-302811210 H4 = am BOT CHORD B-L =-1137/2586 K-L =-8642133 J-K =-7342133 H%I =-9442586 WEBS C-L = -382M1 D-L =-2911430 Dot( =-7501427 WEBS E-K =-39611145 F-K =-7501427 F-J =-2911430 GJ = -38=1 NOTES 1) Unbalanced roof Gvhe loads have been considered far this design. 2) wind: ASCE 7-98; 9&T#% h=25tt TCDL=4.2psf. BCDL=4.2psf: Category 11; Exp C: enclosed: MWFRS gable end zone: cardever left and rigid exposed : porch left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33. 3) This buss has been designed for a 10.0 psi bottom chord live toad nonconamerd witharty other five toads. 4) This Inns requires plate inspection per the Tooth Count Method when this truss is chosen for 4Nft asmWoe 5) Provide mechanical connection (by others) of truss to bearing plate of witIntancling 820 lb uplift at joirdd B and 820 th upfdt at joint H. 6) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced Standard /WSUTPI 1. LOAD CASE(S) Standard Job B04123-6 Truss B1GE TOM 3 ROOFTRUSS ay 1 Ply 1 B AND L HOMES - WILLOWBROOK LOT 12 1- J Job t3Mli YYta 1 t1UPnv riLLL.7J, lUAnv rHLw, IU 0.7+sJZ v.cw s rcv c 1 cuuu rvu Iun um%muroa. Ni4. ,.w r,4w w w.:r w.ci &%w raga ,- -0-0, 17-0-0 - --- - 34-0-0 ,36-0-0, 2-M 17-0-0 17-0-0 2-0-0 Scale=1:60.9 LOADING (cast) SPACING 2-" TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC20031TPUM LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF SWdxjW BRACING TOP CHORD Structural wood sheattrfng dredly applied or 6-0-0 0c purtins. BOT CHORD Rigid ceding directly applied or 10" cc tracing. WEBS 1 Row at midpt K-AC REACTKMIS p1size) B = 381/344).0 T = 381rM4)-0 AC = 178/344-0 AD = 195/3440-0 AE = 196f34-0.0 AF = 196f34.0-0 AG = 197r3440.0 AH = 194/34-0.0 Al = 2D2/3440 AJ = 188/344).0 AB = 195044.0 AA = 196r3440.0 z - 196I-t-0.0 Y = 197/34." X = 194/344.0 W = 202J34-0-0 V = 188Y34.0-0 Max Harz B = -194(bad rase 6) Max Uplift B - -107(load case 5) T = -144(bad case 6) AD - -01(bad case 5) AE - -75W rase 5) AF - -69W case S) AG = -72(bad case 5) AH = 465(load case 5) Al - -90(bad cas0 5) 4x4 M1I20= K 5x6 M1120= 34-" 344)-0 CSI DEFT- in (toe) Udell TC 0.33 Vert(LL) -0.06 U nk BC 0.10 Vat(IL) -0.07 U Nr WB 021 HorAn) 0.01 T nra (Matrk) Max Uplift AJ = -27(bad case 4) AB - -56(load rase 6) AA = -76(bad case 6) z = 4"oad case 6) Y = -72poW rase 6) X - -65(toad case 6) W - -90(Ioad case 6) V - -26(bad case 3) Max Grav B - 381W rase 1) T = 381(bad case 1) AC - 1780badcase 1) AD - 202(load case 7) AE - 196(load case 1) AF = 1964load case 7) AG - 197(bad cage 1) AH - 194(bad case 7) Al - 2020bad rase 7) AJ - 1880oad case 7) AB - 202(load case 8) AA - 196(load case 1) z - 196(load case 8) Y - 197(load rase 1) X - 194(loed case 8) W - 202(load case 8) V - 1880bad case 8) FORCES (b) Mwdm um Tension TOP CHORD A-B = 0775 B-C =-176r65 C-0 =-127194 D-E =-791113 E-F =-75112D F-G = -08/146 G-H = -W173 Hd =-68r199 1.1 = -58w J-K = -5M46 K-L = 458238 TOP CHORD L-M =-581198 M-N = -08/149 N-0 = -W103 O-P, = r P-Q = -21/39 Q-R = -58M R-S = -=4 S-T = -95M T-U = 0/75 BOT CHORD B-AJ = G1180 AI-AJ = 0r180 A" = OM80 AG-AH = 01180 AF-AG = 0r180 AE-AF = a180 AD-AE = 0/180 AC -AD = 01180 AS -AC = 0/180 AA -AB = 01180 Z-AA = 0/18D Y z = 0/18D X-Y = 01180 w-x = 01180 V-W = or180 T V = 01180 K-AC = -150r0 J,AD =-17478 I-AE = -168M H-AF = -168MT G,AG =-168/88 F-AH = -169M D AI =-164191 C-A) = -185M L-AB =-17473 M,AA = -168M N-Z = -168M O-Y =-168r88 P-X = -169M R-W =-164191 q 0 Ud PLATES GNP 12D M1120 1971144 120 rda Weight 166 lb WEBS S-V =-185181 NOTES 1) Unbalanced roof Uw bads have been considered for this design. 2) Win& ASCE 7-96: 90mph; h=25ft; TCDL=4.2pst. BCOL=42psf; Category ll: Exp, C; enclosed; MWFRS gable end zone; cantillever left and right exposed : parch left and right exposed: Lumber fDOL=1.33 plate grip IDOL 1.33. 3) Truss designed for wind toads to the plane of the truss orgy. For studs exposed to wad (nwmal W the faoe). we MrTelc'Sfardard Gable End Deter 4) This truss has been designed for a 10.0 psf bottom chard five load rwnconcunent with any other live bads 5) AD plates are 1.5x4 M1120 unless othervAse bxkato& 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qualdy asswance kqxxbm 7) Gable requires corm wous bottom chord beaft 8) Gable studs spaced at 2.0-0 oar 9) Provide mwhargcal connection (by others) of truss to bearing plate capable of withstanding 107 b uplift at job t B.144 b WE at joint T. 61 b tupM at jean AD. 75 b uplift at joint AE. 69 b uplift at joint AF. 72 b uplift at joint AG. 65 lb uplift at WA AH. 90 Ile upM at joiri Al. 27 tb uplift at joint AJ, 56 Ib upfiti at joint AB. 76 b uplift at joint AA, 69 Ile uplift at joint Z, 72 b uplift at joint Y. 65 Ile uplift at joint X. 90 b uprd at joint W and 26 b uplift at jotm V- 10) This truss is designed in awwdarnce with the 2003 bnternatiorei Residual Code sections R50211.1 and R802.102 and referenced standard ANSVrPI 1. on page 2 Job Tress Tmf I ay Ply BAND L HOMES - W ILLOWBROOK LOT 12 B04123 6 81 GE ROOF4RUSS 1 1 �% dob�l�eesce tionai twat: wry a jujAnu rE►u5). IuAnu rALe'a, iu v quc o.cuu s reo ze cuuonu a eK Enuusum. uw- i uu PVr <u ux0w.cr cuw rage c IAAD CASE(S) Standard Job Truss Tnra ay Ply B AND L HOMES - WILLOWBROOK LOT 12 B04123-6 B1 S RDdT12I13S 2 1 Jobill" (optional) Wvr- vvw I tuimnv rnLLaq, turn r►Lw, w ww e V.LW * r W 41 GWi) 9VU 16A NRaY I , UI 11M r" GV VJ.W.LI cN —W- -2-0-0 7-0-0 24)-0 7-0-0 13 A 14-" 7-" Scare=1:28.8 3x4 M112D I I D 0= 7-0-0 , 14-M , 7-M 7-" LOADING (psf) SPACING 2-" CSI DER b (hoc) II&H Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC O.SB VeR(LL) 0.07 B-F >999 240 M1120 1971144 TCOL 7.0 Lumber increase 1.15 BC 029 VaATL) -0.10 B-F >999 180 BCLL 0.0 Rep Stress tuna YES WS 0.96 Horz(fL) 0.02 E nfsa n1a BCDL 7.0 Code IRC2003/TPl2D02 (Matrix) Weigh 56 Ib LUMBER 2) This truss has been designed for a 10.0 psf TOP CHORD 2 X 4 SPF 165OF 1.5E bottom chord Gve load r o xmc urent with any BOT CHORD 2 X 4 SPF 1650E 1.5E other live bads. WEBS 2 X 4 SPF Shdi'Std -Except' 3) This truss requtres plate nWection per the W12 X 4 SPF 165OF 1.5E Tooth Count Method when this truss is chosen for quah+ BRACING 4) Provide mechanical connection (by others) of TOP CHORD truss m bearing plate ppable of wM%sEandbV 386 Structural wood sheatift drectly applied or 6-0-0 b uprd at joint E and 3761b uplift at jotrd B. oc purl r except end verticals. 5) This truss is designed in accordance with the BOT CHORD 2003 Warnational Residential Code sections Rigid eeOV directly applied or 10-0-0 oc bracing. R502-11 1 102 and re4 mooed �S standard 1. 1 Raw at midpt D-E REACTIONS (mfsiaa) LOAD CASE(S) E - 65110-r8 Standard B - 87710" Max Horz B - 34WoW case 5) Max Upuft E - -086(load rase 5) B - -076(load case 5) FORCES (ib) Maxirxun Tarim TOP CHORD A-B = am B-C =-94012% C-D = -18M D-E =-2411125 BOT CHORD B-F =-4341733 E-F = -4341733 C-F = -112W C-E =-783/464 NOTES 1) Wind: ASCE 7-98: 90mph: h�251t TCDL=4.2psf; BCDL=42pst Category ll: Exp C: used: MWFRS gable end m v4 cantilever left and right exposed : porch left and rigM exposed; Lumber DOL=1.33 plate grip DOL=1.33. Job Tnrss TnM11�� UIy Ply B AND L HOMES - W ILLOWBROOK LOT 12 B04123-6 B1S-G ROO 4kLISS 1 1 Job uN{V W t.l1 puAnu rfu.w), tuRnv rmLL.l, w wvve -2-0-0 2-0-0 I 7 448-0 , 9-4-0 4-8-0 4-8-0 14-0-0 4-&0 448-0 , 94-0 , 14-0-0 448-0 4-8-0 4-8-0 Scale =128.9 1.5x4 M112011 E 0= LQADING (psf) SPACING 240-0 CSI DER. in (10c) Ude#1 Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.65 Vat(LL) 0.08 G+I >999 240 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.13 G-H >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Holz(TL) 0.03 F n1a r1a BCDL 7.0 Code [RC20031rP12002 (Matrix) Weight 77 [b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E WEBS SOT CHORD 2 X 6 DF 180OF 1.6E D-G =-710/1240 Standard WEBS 2 X 4 SPF Stud/Std D-F =-1692/938 1) Regular. Lumber Increase--1.15, Plate Increase=1.15 BRACING MOTES Uniform Dads om TOP CHORD 1) Wind: ASCE 7-W 90mph; WWI; Vert: A-E=84. B-F=14 Shmtural wood sheathing directly applied or 3-11-2 TCDL=4-W. BCDL= 42psf Category [I; Exp Q. Concentrated Loads (lb) oc pwfins, except end verticals. MWFRS gable end zone; car7ever left Vert F=236(8) [-424(B) J=405(B) BOT CHORD and right exposed; porch left and right exposed; K-222(B) L=222(B) M=222(B) Rigid coding directly applied or 8-1-8 oc braarg. Lumber DOL=1.33 plate grip DOL=1.33. WEBS 2) This buss has been designed for a 10.0 psf 1 Row at midpt E.F. D-F bottom chord We bad noncomurrent with arty other live bads. REACTIONS (Iblsme) 3) This truss requires pbte bspection per the F - 1722/0-&8 Tooth Count Method when this truss is chosen for B - 153810-58 quality asskoanoe tiuspection. Max Holz 4) Provide mechanical connection (by others) of B - 3490oad rase 5) truss to bearing plate capable of withstanding 970 Max uprdt m uplift at joint F and 725 lb upffl at joint B. F - 470(load case 5) 5) This buss is desigrW in aomn1lance wdh the B =-725(load rase 5) 2003 liternational Rem Code sections R502.11.1 and R802102 and referenced f p ICES ([b) standard ANSVTP11. Maxinxm CompressionfMaximurn Tension 6) Use LISP A IS24 (With 10d nals auto Girder & TOP CHORD 10d nails into Truss) or equivalent spaced at A-B = 0182 2* 0 oc max. starting at 6-0-12 from the let end B-C =-255911095 to 13-10-4 to conned truss(es) J1(1 ply 2 X 4 C4 =-15591645 SPF) to back faoe of bottom chord. D4 =-13171= 7) Fill ag nag holes where hanger is in contact D-E =-123147 with umber. E-F =-134170 8) Hanger(s) or other connection device(s) shag BOT CHORD be provided sutficienk to support concentrated B-H =-1213/2216 bad(s) 424 lb down and 240 lb up at 6-0-12 on H,l =-121312216 top chord. The clesignkefoction of such J-K =-1213/2216 cordon devices) is the responsibility of G-K =-1213=6 others. GL =-66411197 9) In the LOAD CASE(S) section, loads applied to L-M =-66411197 the face of the truss are noted as front (F) or back F-M =-664/1197 (B). WEBS GH = -220MI C-G =-11351611 LOAD CASES) Standard Job W123-6 Truss B2 Trus4�� ROOFTRUSS ay 5 Ply 1 B AND L HOMES - WILLOWBROOK LOT 12 Jobnoe 1 owfu VDCJ 1 juin"w r-nu.Qi. twn %o V.. . -- v.r.vc 5-0-0 2-0-0 5-0-0 10-M 15-0-0 , 20-0-0 5-0-0 5-0-0 5-0-0 &S MII20= D 10-M , 20-M 10-M 10-M 22-0-0 2-0-0 Scale=1:38.6 M �o LOADING (pst) SPACING 2-" CSI DEFL. h (lox) udetl Ud PLATES GNP TCLL 35.0 Plates Increase 1.16 TC 0.41 Vert(U) 020 F-H >999 240 M1120 1971144 TC.OL 7.0 Lumber Increase 1.15 BC 0.55 Vwt(R.) -0.33 B-H >719 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.04 F Na n1a BCDL 7.0 Code IRC2D03/TP12002 (Matrix) Weight 72lb LUMBER 2) Wald: ASCE 7-98. 90mph: h=25ft; TOP CHORD 2 X 4 SPF 165OF 1.5E TCDL=42psf: BCDL= 4.2psF Category II; Exp C: BOT CHORD 2 X 4 SPF 165OF 1.5E enclosed; MWFRS gable end zone: cantilever left WEBS 2 X 4 SPF StudGW and right exposed; porch left and right exposed; Lumber DOL 1.33 plate grip DOL 1.33. BRACING 3) This truss has been designed for a 10.0 psf TOP CHORD bottom chord five load nonooncurrent with any Structural wood dwatt ng directly applied or 5-6.4 other Gve baft oc purfim 4) This truss requirw plate inspection per the BOT CHORD Tooth Courd Method when this ties is chosen for Rigid ceding drre* appfied or 9-7-1 oc bracing. quaMy ass urance inspe fi n 5) Provide medmirai connection (by others) of REACTIONS (Da/size) truss to bearing plate capable of withsW x&V 5W B = 115010" Ib up(dt at joint B and 530 Ib uplift at joint F. F = 115010.5.8 6) This truss is ft0grsed in acowdance with the Max Horz 2003 International Residential Code sections B = 131(Ioad case 5) R50211.1 and R802.102 and referenced Max Uplift standard ANSVTPI 1. B — -Woed case 5) F =-530(load case 6) LOAD CASE(S) FORCES (1b) Standard Maxirtxm Tension TOP CHORD A-B = Of77 B-C = -158vm C-D =-11519% D-E =-1151/496 E-F =-15801597 F-G = 0177 BOT CHORD B-H =-54311316 F-H =-43411316 WEBS C41 =-453/235 D-H =-2981490 E-H =-453R35 NOTES 1) Unbalanced roof fire loads have been w sill; rad for this design Job Truss TOW Qly ply B ANn L HOMES - WILLOWBROOK LOT 12 B04123.6 B2GE I ROOFTRUSS 1 1 lam/ ,lob RUrerenoe mwu weir 1 1tummv rmLw/, tuAnv rALw, w w we 10-0-0 20-0-0 - -� 22-M 10-M 10-0-0 2-0-0 Scale =1:38.6 4x4 M1120= G 20-0-0 20-0-0 M to LOADING W SPACING 2.0-0 CSI DEFL in (toc) Vdd Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.06 M rJr 12D MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vwt(TL) -0.07 M rdr 120 BCLL 0.0 Rep Stress tncr YES WB 0.08 Horan) 0.00 L Ma We BCDL 7.0 Code IRC2003/TPI2D02 (Matra) Weight 80 lb LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sbuchaal wood sheaftV directly applied or 6-" ccpurlirm BOT CHORD Rigid calling directly applied or 10-" cc bracing. REACTIONS (lb/size) B - L - R - S - T - U = V = Q = P - O = N = Max hbrz B = Max Uplift B = L - S - T - U = v = 0 - P = O = N = Max Grav B = L = R = S = T = 373/20.0.0 373.0" lTTr2D-" 198i2D-0.0 188i2D-" 226 2D-0-0 79/2D-" 198/20." 188/2D-" 226r2D-" 7912O-" 131(load ease 5) -160(bad rase 5) -186(bad case 6) 70ad case 5) 5) -960bad rase 5) -90oad case 4) -67(bad case 6) -06(load rase 6) 496(load case 6) -9(bad rase 3) 373(load case 1) 373(bad case 1) 177(bad rase 1) 2WQoad case 7) 188(bad case 1) Max Gr8V U = 227(load case 7) V = 85(load case 2) a = 206(ioad case 8) P = 188(toad rase 1) 0 - 227(load rase 8) N = W(load case 2) FORCES ((b) Mwdriurn Tension TOP CHORD A-B = O/75 B-C = -06154 C-D = -08w D-E = -W104 E-F = -57/132 F-G = W154 G-H = -MM H4 = 571101 I,l = -5m J-K = -03)31 K-L = -79/18 L-M = 0175 BOT CHORD B-V = 0/119 U-V = 01119 T-U = 0/119 S-T = Qf119 R-S = O/1i9 O-R = 0/119 P-0 = 01119 O-P = OH 19 N-0 = 01119 L-N = 01119 WEBS G-R = -15010 FS =-176186 E T = 465(86 D-U =-182/99 C-V =-113143 H-0 =-176(83 I-P = -16567 WEBS J-O =-182198 K-N =-113143 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-98: 90 T#% h--25ft: TCDL=4.2psf: BCDL=4.2psf: Category It: Exp C: enclosed: MWFRS gable end zone; cantilever left and right exposed; Porch left and right exposed: Lumber DOL--1.33 plate grip QOL=1.33. 3) Tnrss designed for wind loads to the plane of the trines only. For studs ehq>osed to wind (normal to the face). see Wdc'Standard Gable End Detar 4) This truss has been designed for a 10.0 psf bottom chord Eve load nonowwwrent with arty other Eve bads 5) All plates are 1.5x4 U112D unless otherwise ahclicabed. 6) This truss requires plate inspection per the Tooth Count k4ethod when this Muss is chosen for sty assurance 7) Gable requires cor6wous bottom chord beaft 8) Gable studs spaced at 24).0 or. 9) Pravide mechanical connection (by others) of mess to bearing plate capable of win ft 160 b uplift at joint B,186 lb tghfift at joint L. 70 lb uplift at point S. 65 lb uplift at joint T. 96 lb uplift at joint U. 9 lb uplift at joint V. 67 b u ptift at joint 0. 66 lb u ptift at joird P, 96 lb uplift at jobs 0 and 9 b uplift at joint N. 10) This truss is designed In accordance with the 2DO3 international Residential Cade sections R507-11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard Job Tress This CAY Ply B AND L HOMES - WILLOWBROOK LOT 12 804123-6 CI-G I��,// ROOF4WeUSS 1 L 2 Job amr.; wtsr twPnv rP"zo), tuAnv rrLLw, uj orwc V.GW a row 41 &%#Wd m 1� uRiY.lY Boa, - - -1. - --.w - . J -2-0-0 11 5-0-0 2-0-0 5-0-0 10-" 15-0-0 5-0-0 5-0-0 5x6 IW12011 D 20-0-0 5-0-0 Scale =1:362 6.00 B 12 5x6 MI120 C W2 W2 5x6 M1120- E F to A H N O G P J 4x16 MI120 % K I L M 4x16 MII20= 3x6 MI120 I I 8x12 M1120= 3x6 M1120 II 5-0-0 , 10-" , 15-0-0 , 20-0-0 -- 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets (X.ln: [B:0-0.15.Ed9e]. [F:04-15.Edgel. [H:0-6.0.0-44q LOADING (psf) SPACING 2-0-0 CSI DEFIL in poc) Udef1 Ud PLATES GRIP TCLL 35.0 Plates Ina+ease 1.15 TC 0.86 Vert(U) -027 I W >876 240 MI120 1871144 TCDL 7.0 Lumber tnaeass 1.15 BC 0.73 Vert(TL) -0.41 H4 >567 180 BOLL 0.0 Rep Stress Irecr NO WB 0.74 Horz(fL) 0.11 F rota n1a BCDL 7.0 Code IRC2003/TPI2002 (Matrbc) Wert 203 lb LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 6 LSL Truss Grade WEBS 2 X 4 SPF 165OF 1.5E -Except' W2 2 X 4 SPF StudlStd W2 2 X 4 SPF StudlSW BRACING TOP CHORD Sbucturd wood sheathing directly applied or 2-10-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-9-0 or. Wdctng- REACTIONS (IbWm) F - 886410" B - 7942105" max Horz B = 152(bad case 5) Max uplift F - -39550oad case 6) B =-W40bad case 5) FORCES (lb) MWdrM n Tensiohh TOP CHORD A-B = 0182 B-C =-13516ffiM C-D =-9224J4097 D-E = 922514084 E-F =-1357816011 BOT CHORD B,i =-5322111963 J-K =-5322/11963 I-K = 5327JI1963 I-L = 5322f11963 L-M =-5322/11963 H-M = 5322f119W H-N = 5293/12023 N-O = 521012023 G-0 = 5293fl2023 G-P =-5293112023 P-0 = 5293f12023 GOT CHORD F-0 WEBS =-5293/12023 C4 = 4633/3564 C-H = 425311956 D-H =-35OW686 E-H = 4322=11 E-G =-1643/3577 NOTES 1) 2-ply truss to be connected together with 0.131'JO Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-0.0 oc. Bottom chords connected as fd w,,: 2 X 6 - 2 rows at 0-&0 or - Webs connected as follows: 2 X 4 -1 now at 0-9-0 or- 2) A0 loads are considered equally applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply canrhecfors have been provided to distribute only lauds noted as (F) or ft unless otherwise Inclicated. 3) (fibalancced roof five loads have been considered for this desigrh. 4) Wind: ASCE 7 98: 90mph: h=25t°t; TCDL=42W. BCDL=4.2W. Category 11. Exp C: enclosed. MWFRS gable end zone. cardever left and rigfht exposed: porch tuft and right exposed: Lmr6a DOL 1.33 plate grip DOL=1.33. 5) This trhrss has been designed for a 10.0 psf bottom chord live bad nonoonament with any other five bads. 6) This truss requires plate lrhspectiorh par the Tooth Coed Method when this truss Is drown for 4m3ftyamrdnoe inspectim 7) Provide mec hmucal connection (by others) of truss to bearing plate capable of withstanding 3956 lb upffti at joint F and 3524 lb uplit at joint B. 8) This truss is designed in accordance with the 2003 International ResiderM Code sections R50211.1 and RSM102 and referenced standard ANSIITPI 1. 9) Use USP THD26" 16d nab into Girder & NASD nab into Truss) or equivalent spaced at 24)-0 oc max starth at 2-0-12 from the left end to 19-" to oormec truss(es) Al (1 ply 2 X 4 SPF) to back face of bottom chord. 10) Fill all nal holes where hanger is In contact with tuber. 11) Hanger(s) or other connection device(s) shall be provided sutiiaent to support concentrated load(s) 381 lb down and 131 lb up at 0.212 on bottom chord_ The din of such correction devioe(s) is the responsiity of others. LOAD CASE(S) 1) Regular: Lumber Inaease=1.15. PIS bxxease=1.15 uniform Loads (ptf) Vert A D=-84. I}F=.84, B-F=-14 Comoerbated Loads (fb) Vert: F=-1444(B) B=-381(B) H=1430(B) J=1430(B) K=1430(B) L 1430(B) M=-1430(B) N=1430(B) 0 -1430(B) P=--1430(B) 0=-1430(B) Job Truss Thus I Qly Ply B AND L HOMES - W ILLOWBROOK LOT 12 B04123-6 C1GE R USS 1 1 1�J Jab Toe BMC WEST (MAHO FALLS). IDAHO FALLS, ID 83402 6200 s Feb 212005 MiTek hxk sVm Inhc. Thu Apr 20 09:55:30 2006 Page 1 -2-" 2-0-0 10-M 20-M , 22-" 10-" 10-0-0 2-0-0 Scele=1:38.6 4x4 W120= G 20-M 20-M eq 0 LOADING (psfJ SPACING 24).0 CSI DEFL in floc) Well Ud RATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.06 M rt/r 12D M1120 197/144 TCDL 7.0 Lumber traease 1.15 BC 0.13 Verl(fL) -0.07 M rt/r 12D BCLL 0.0 Rep Stress [nor YES WB 0.08 HagM) 0.00 L Na Na BCDL 7.0 Code IRC20031TPI2002 (Matrix) Weight 80 lb LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/SM BRACING TOP CHORD StrucurA wood sheathing d meetly applied or "-0 a: purfirrs. BOT CHORD Rigid ceding drectly applied or10-0-0 oc bracing. REACTIONS (Usixe) B - R - S = T = U - V = Q = P = O = N - L - Max Horz B = Max Uplift B - S - T - U - V - Q - P - O = N - L = Max Gmv B - R - S - T - U 37312D-" 177120-0 198/20.0-0 188/20." 19&D-0-0 18812D.0-0 226i20-" 79120-0.0 3731AO" 131(bad rase 5) -160(badcase 5) -700oad case 5) -669oad rase 5) -9NIoadcase 5) -90oad case 4) -67(bad case 6) 46(bad case 6) 436(bad case 6) AlmW case 3) -186(bad rase 6) 373(ioad case 1) 177(bad case 1) 7) 188(lo3d case 1) 227(bad case 7) Max Grav V - 85(bad case 2) Q - 206(bad rase 8) P = 188(loed rase 1) O = 227(load case 8) N - 85QDW rase 2) L - 373(load rase 1) FORCES Qb) Mocirm"Comprowionaft&nUmTersim TOP CHORD A-B = 0175 B-C = .86154 C-0 = .58177 D-E = -W104 E-F = -571132 F-G = -W154 G-H = -5&M H-1 =-571101 W = 58f55 J-K = -Ml K-L = -79/18 L-M = WS BOT CHORD B-V = 01119 U-V = 0/119 T-U = 01119 S-T = (11119 R-S = 0/119 O-R = 0/119 P-0 = Wig O-P = 0/119 N-0 = 0/119 L-N = 0/119 G-R = -150/0 F-S =-176(86 E T = -165MS D-U =-182199 C-V =-113/43 H-Q = -176M I-P = -16567 WEBS J-0 =-182/98 K-N =-113143 NOTES 1) Ur>baanoed roof five loads have been considered for this design. 2) Wirhd: ASCE 7-G8 90mph; h=25it: TCDL=42psf; BCDL=4.2psf, Category II: Exp C: enclosed: MWFRS gable erd zone; cantilever left and right exposed; Porch left and right exposed: Lumber DOL=1.33 pNate grip DOL=1.33. 3) Truss designed far wind loads in the plane of the truss ordy. For studs exposed to wind (normal to the face), see MiTek'Standard Gable End Detail' 4) This truss has been designed for a 10.0 psi bottom chord live toed norworommwt with any Other five loads. 5) An plates are 1.5x4 M1120 unfess od a wise indicated. 6) This truss requires plate inspection per the Tooth Cant &Whod when do truss is choserh for quality amumnhoe 7) Gable requires corbwous bottom chord bearbV. 8) Gable studs spaced at 24)-0 oa 9) RvAde mechanical aomection (by others) of truss to bearing plate capable of withstan ft 160 lb uplift at joird B. 70 lb uplift at )Dint S, 65 lb uplift at joint T. 96 lb uplift at jaunt U. 9 lb uplift at joint V. 671b uplift at joint Q, 661b uplift at joint P. 96 lb uplift at joint 0.9 lb uplift at jdnt N and 186 lb uplift at joint L 10) This truss is designed in a000rdarhoe with the 2003 trderrrational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard Job Truss Trw Qty Ply B AND L HOMES - WILLOWBROOK LOT 12 B04123.6 01 ROOFTRIISS 5 1 U Job ew109 WAL, mrwI ttunnv raw), turn rnLw, tu wWc a -2-0-0 7-" 2-0-0 7-" 54 Mt120= C 14-0-0 7-" 7-0-0 14-0-0 7-0-0 7-M 16-0-0 , 2-0-0 Scale=1:29.1 Ill LOADING (psi SPACING 2-" CSI DEFL in (kx) UM Lid PLATES GRIP TCLL 35.0 Plates IrKrease 1.15 TC 0.54 Vert(LL) 0.07 B-F >999 240 M112D 1971144 TCDL 7.0 Lumber lrutxesse 1.15 BC 029 Vert(TL) -0.10 D-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(Il) 0.02 D nla r1a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weigfeh 43 Ib LUMBER 3) This truss has been designed for a 10.0 psf TOP CHORD 2 X 4 SPF 165OF 1.5E bottom drord Ime Ioad noroonx ment with any BOT CHORD 2 X 4 SPF 165OF 1.5E other Live loads. WEBS 2 X 4 SPF ShxMd 4) This truss requbw plate inspection per the Tooth Count Method when this truss is chosen for BRACING qualiiyy assurance Inspection. TOP CHORD 5) Provide mechankxd connection (by others) of Structural wood sheathing directly applied or "-0 truss to bearing plats capable of Ong 407 oc purtim lb upCxft at joint B and 407 lb uplift at jobt D. BOT CHORD 6) This truss is designed in ac w*moe with the Rigid ceiling directly applied or 10-0-0 oc braarg. 2003 International Residential Code sedbis R502.11.1 and R802.102 and referenced REACTIONS (lb/size) standard ANSVTPI 1. B D Max Horz LOAD CASE(S) B = 1040osd case 5) Standard Max upfdt B - 407(load case 5) D =-407(load case 6) FORCES Qb) Ma;&nurnCompressiorvUM&nurnT01s1on TOP CHORD A-B = am B-C = 49091343 C-D =-909Y3A2 D-E = OM BOT CHORD B-F = -240 M D-F = -240/M C-F =-115P162 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98: 90mph; h-25ft; TCDL=4.2psf; BCDL=42psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cardever teat and right opmed; porch left and right aposed; Lumber DOL=1.33 plate grip DOL=1.33. Job Tnhss Thm 4ty Ply B AND L HONES - WILLOWBROOK LOT 12 SN123-6 D1GE SS 1 1 L�/ Job Roe DMP- vvro i tiunnv rms wn, wnnv rn"w, w o rrVc v.cw o . au c. cvw nr..:.. .......a.,.w, .. w. ..... ..p. �.. v...w.v...w.....y.. . -2-0-0 2-" A LOADING (psf) SPACING TCLL 35.0 Plates tnaease TCDL 7.0 Lumber t BCLL 0.0 Rep Stress [nor BCDL 7.0 Code IR LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing dmhdly applied or 6-" 0c purtirts. BOT CHORD Rigid ceiling directly applied or 10-" oc braang. REACTIONS (tblsize) B - 381114-0.0 H - 381/14-" L = 175/14-" M = 203N4-" N = 188/14-0.0 K = 203/14-0-0 J = 188/14-" Max Horz B = -104(bad case 6) Max Uplift B - -168(bad case 5) H = -188(load rase 6) M - -91(bad rase 5) N - 26(l)ad rase 4) K - -89(load rase 6) J - -26(bad case 3) Max Grav B = 381(bad case 1) H = 361(load rase 1) L - 175(b W rase 1) M - 210(bad case 7) N = 188(toad case 1) K = 210(bad case 8) J = 188(toed case 1) FORCES (Ib) Maxinxsn Tension TOP CHORD A-B = W5 B-C = -9Q�61 C-D = -58M D-E = -57/114 7-0-0 14)-0 , 16-0-0 , 7-0-0 7-0-0 2-0-0a Sle =129.1 4x4 M112o = E 14-" , 14-0-0 2-M CSI DEFL in (loc) I/dett Lid PLATES GRIP 1.15 TC 0.33 Vert(LL) -0.06 1 ndr 120 M1120 1971144 TOP CHORD E-F = 4571106 F-G = W58 G-H = -90133 Hd = Offs BOT CHORD B-N = 0193 M-N = 0193 L-M = am K-L = am J-K = 0/93 H,I = 0/93 E-L = -15210 D-M =-172/91 C-N = AW81 F-K =-172/90 G-J =-185181 NOTES 1) Unbalanced roof five bads have been considered for this design. 2) Wind: ASCE 7-98, 90mph; h=25ft; TCDL=42psf. BCDL=42psf; Category II; Exp C; enclosed; MWFRS garble end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Tnss designed for wind loads to the plane of the teas only. For studs exposed to wind (normal to the face). see Wrek *Standard Gable End Deter 4) This buss has been designed for a 10.0 psf bottom chord Cure bad n xwicunent with any other five bads. 5) All plates are 1.5x4 MII20 urdess otherwise indicated. 6) This buss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance Inspection. 7) Gable requires continuous bottom chord 8) Gable studs spaced at 24)-0 oc. 9) Provide mechanical connec im (by others) of teas to bearing plate capable of withstandirq;168 lb uplift at joint B.188 Ib uplift at joint H. 911b uplift at joint M. 26 tb uplift at joint N. 89 b uplift at joint K and 26 b uptift at joint J. 10) This truss is designed to accordance with the 2003 Wemational Residential Code sections R502.11.1 and R802-102 and referenced standard ANSVI PI 1. LOAD CASE(S) Standard Job Truss Trus oty Ply B AND L HOMES - WILLOWBROOK LOT 12 B04123-6 FI-G ROO USS 1 Jab R��j m loe vm . w W I pupa" rmu a). wmnw ri►Lw. OJ o3YYG — .. — - . — .-.. w. ................. ».... ...... ,- — — ..-a.. . 3-3-0 6-6-0 9-9-0 , 13-0-0 , 15-0-0 3-3-0 3-3-0 3-3-0 3-3-0 2-0-0 4x4 MI12011 C« 3-3-0 6-6-0 , 9-9-0 13-M 3-3-0 3-3-0 3-3-0 3-3-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.32 TCOL 7.0 Lumber tncrease 1.15 BC 0.65 BCLL 0.0 Rep Stress tncr NO WB 0.61 BCDL 7.0 Code IRC2003irPtWW (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E WEBS BOT CHORD 2 X 6 OF 180OF 1.6E C-H =-219314798 WEBS 2 X 4 SPF StudfStd -Except' D-H =-224411019 W12 X 4 SPF 165OF 1.5E D-G =-9212018 BRACING TOP CHORD Structural wood sheathing directly, applied or 5-0-13 oc puriins. BOT CHORD Rigid ca g directly applied or 10-0-0 oc bracirhg REACTtONS ([blsixe) A = 569310" E = 612210-&8 Max Horz A --121(bad case 6) Max Uplift A --2538(load case 5) E --2719(bad case 6) FORCES (lb) Maximum CompressioNVadam Tension TOP CHORD A-B = -80 M559 B-C = -08412593 C-D = 38422w D-E =-8119P31i06 E-F = 0182 BOT CHORD A,l = 3153/7073 W =-3153f7O73 1-K = 3153/7073 H-K = -0153R073 H-L = 3152f7193 G-L = 315217193 G-M = 3152/7193 M-N = 3152(7193 E-N = 315217193 WEBS B4 =-801836 B-H =-2111/989 DEFL In (ioc) !ldefl Ud Vert(LL) -0.10 G-H >999 240 Vert(M) .0.16 G-H >957 180 Horz(TL) 0.05 E nha rda NOTES 1) Special connection rewired to distnh to bottom chord loads equally between all plies. 2) 2-ply truss to be connected together with 0.131"x33' Naffs as folows: Top chords connected as fo0nws: 2 X 4 -1 row at 040 or. Bottom chords connected as failows: 2 X 6 - 3 rows at 0-4-0 or - Webs connected as fbk ws: 2 X 4 -1 raw at 0-9-0 or. 3) Ali bads are considered equally applied to all plies. except If rested as front (F) or bads (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to disbftft ordy bads noted as (F) or (B), unless otherwise irked. 4) Unbalanced rood five bads have been considered for this design. 5) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2W. BCDL74- 2psf: Category II: Exp C: enclosed: MWFRS gable end zone: cardle w left and right exposed; porch left and right ehtposed: Lumber DOL=1.33 plate grip DOL=1.33. 6) This truss has been designed for a 10.0 psf bottom chord five bad nonconamenf with any other live loads. 7) This truss requires (elate inspection per the Tooth Count Method when this truss is chaser for quality 8) Preside mechanical a nxzbon (by others) of truss to bearing plate of walstanciing 2538 b uplift at Joint A and 2719 lb upfdt at joint E. 9) This truss is designed In accordance with the 2003 international Residential Code sections R502.11.1 and R802102 and referenced standard ANISUTPi 1. 10) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-2-0 oa max. starting at 0-212 from the left end to 124-12 to conned truss(w) Al (1 ply 2 X 4 SPF) to back face of bottom chord. 11) Fit all nail holes where hanger is in confad with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 381 b down and 131 b up at 1249-4 an bottom dud. The designlseledion of such conhedion device(s) is the resportAft of Others. Loan CASE(s) 1) Regular: Lumber lncrease=1.15. Plate Increase=1.15 Uniform IAads (pIf) Vert A4U-84. C-F=-84. A-E=14 Concentrated Loads (b) Vert A=1430(B) E--381(B) H=1430(B) J=-1430(B) K=1430(B) L=1430(B) M=1430(B) N=-1430(8) PLATES Gr4P M1120 1971144 Weight 121 lb Scale:112'-V I" Y 0 Job Thus Trust Qty Ply B ANr% I HOMES - WILLOWBROOK LOT 12 B04123.6 F1GE ROOF USS 1 1 Job nsnoe(optional) revs: wts i pumv rruu�), tuAnv rrww. to w4uc A o.cw a rw c i tuw WORM a1UUW 1tX50 uw. i nu P" a umao-P4 cwo rasp i 6-6-0 13-0-0 15-" , 6-" 6-6-0 2-" Scale=1:27.5 4x4 11020 = E 13-0-0 13-M C LOMtNG (psf) SPACING 2-0-0 CS! DEFL in QW) t/de0 Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.06 1 nIr 120 MII20 1971144 TCOL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.07 1 rah' 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 H=(tl) 0.00 H n/a Na BCOL 7.0 Code IRC2003iTP12002 (Matrix) Weigh 47 m LllMBEFt TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 1660E 1.5E OTHERS 2 X 4 SPF Stud1SM BRACING TOP CHORD Structural wood shead*V directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10*-0 oc bracing. REAC7iONS (Ib/siae) B = 374113-0-0 H = 374/134)-0 L - 168/13-0-0 M = 219/134-0 N = 134/134-0 K = 219/134)-0 J - 134113-0-0 Max Harz B = 100(bad case 5) Mao( Uplift B = -174(bad case 5) H - -1930oaad case 6) M - -950oad case 5) N - -170oad case 4) K - -94OW case 6) J - -17(load rase 3) Max Grav B - 374(load rase 1) H = 3740bad rase 1) L = 166(bad case 1) M = 226(bad case 7) N = 134(bad case 1) K = 2250oad case 8) J - 134(bad rase 1) FORCI:S (1b) Maximum ConrpvwbAft&man Tension TOP CHORD A-B = OAS B-C = -83156 TOP CHORD C-D = -54/83 D-E _-571107 E-F =-57/100 F-G = -54149 GH = .83i25 H-1 = 0175 BOT CHORD B-N = (189 M-N = 0189 L-M = 0189 K L = 0/89 J-K = 0/89 HJ = 0/89 E-L = -14M D-M =-183197 C-N =-148162 F-K =-183/95 GJ =-14fi/62 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Winct ASCE 7-98; 90mph; h=25ft; TCDL742psf: SCOL=4.W. Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33. 3) Truss designed far wind loads in the plane of the Uuss only. For stands exposed to wind (nonnal to the faoe). see Wek'Stanadard Gable End Detar 4) This truss has been designed for a 10.0 psi bottom fiord live bad nonconasnent with any other We bads. 5) All plates are 1.5x4 W20 unless otherwise indicated. 6) This truss mquires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assuance inspection. 7) Gable mires comb Kars bottom fiord Wig• 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical con rmxtion (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint B,1931b uplift at joint H, 95 lb uplift at joint K 171b uplift at joint N. 94 lb uplift at joird K and 17 lb uplift at joint J. 10) This truss Is designed In accordance with the 2003 Utornadonaf Residential Code sections R50211.1 and R802102 and referenced standard ANSVM 1. LOAD CASE(S) Standard -mm.pmm ssn4 of ssM jo1(s)ePjlB at jRM (Ir Peels (8)3= adm 't Id nSW PJUPLMP pamiasepi Pee rot -am Pue t't t mgm sly WOO PWOPmrd FuOQml94u1 MW 81A 41!M aouepi000e u+ pat6lsep sl ssnq s<41(9 'a Zj.W to v* ql 8£t pw 8 pi.0 w 819n RI M &qxmp4pm to 8lqp ft, Wo &qmq M ssm le (SMW fN UOqMMM PMELPRU WAOM (S kpnb iol sl ssM w UWA PMM tricO 41oo1 an jad uopxlsw eWo s p*w wn4 s<41(£ Speq aAN im-po Am tam wommmuou PeW am PAP Umpoq ;sd 0'Ot a X4 PWASOP uee4 S'4 suM s.41(Z mgjxn :powd ca t4Gp Pue Uq 4piod ' Pesodce P& PUB L" Ampmam Pie a14eB S&-m .VeSOPUe 'O dx3 $1 AwBO$O 49dZ'i-eZa )a 4sdZ'b=ia)14==q Uhm VGL Sow AMA (t S31DN ML6t- = 0-3 O/0 = 0-8 CUGHO 108 Uwt- = O� LM = Bad CUM dOl del uasulxm (41) S30sod (S esee Peomt- = a (S esea Peomz- = a uRdn Xm (5 esea PeW1Z9t = e ZFI XM F*Mpovism - a 91-0/mg - a (ensmo sNouovm 'w-q ao 0.0.Ot jo Pam Apeu►.� &qw POW dMOH3108 ur pw eo 0-&S jo PBEIdft mmp &*Ueaqs POW Rmpm amoHO d01 SHOWS PaS/ m ddS b X Z saw 3S't -qmt ddS b X Z aSOHO MG 39't --Mt ddS b X Z all0HO d01 N36wm QI OZ *IieM (xl4Bvo ZOOZICLL#C Z02Il WOO 0'L IOOe ON ON 00'0 (U)7. 90'0 8M S3Jl jou15m7S dal! 0'0 -nos O9t 99S< " tt'O- (U)POA ez0 Os Stl esea Paquan O'L MOL 44t/L6t WIN OW 666< " 900 (TOWA Wo Ol St't eSua=48e1e1d 0'S£ 1101 dRID S31.vld P/1 IJeP/l (wd ul iL sa w O.O-Z GNIOWS (PO ONKNM o-0-9 0-0-9 0 OZIN bS't 0•9t: t = a130S 0-0-9 0-0-9 0-0-Z 0-0-Z- i d9o� Mn7 7& trm—an" wkj rnrr wn %=nanrrn var m cnnv 17 nnj it nn7'n wnbco rn -e-rwj nuern Ye a nubrnl i e=AA -wa t S SSft�0021 /'^°�srul tP 9-£Zt6O8 Zt 101 )(OOHOAAOIlIM - SMNOH' i uNV 8 Lld AM 1 40l' Job Truss TrubW Oty ply B AND L HOMES - WILLOWBROOK LOT 12 B04123.6 JA JR0009d. 2 1 Job(opsong ISM.. vvt.71 tluAnv rmuzq, iumnu rHLLo, IU oagvz v.cw a rcU c 1 LWJ mY i act. N W V.7 . . w I . w .-.r, -2-" a 3-11-11 r, A :10.3 3-11-11 , 3-11-11 LOAdNG {pall SPACING 2-" CSI DEPL in (Ioc) Mail Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) 0.01 B-0 >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vat(M) -0.02 S-D >999 180 BCLL 0.0 Rep Stress I= YES WB 0.00 Horz(TL) -0.00 C Na r/a BCDL 7.0 Cade IRC200YTPI2002 (Matrix) Weight 12lb LUMBER 4) Refer to &der(s) for truss to truss TOP CHORD 2 X 4 SPF 165OF 1.5E connecdons. BOT CHORD 2 X 4 SPF 165OF 1.5E 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 BRACING Ib uWM at joint C, 223 Ib upW at joint B and 26 lb TOP CHORD uplift at joint D. StruotffM wood sheathing duedfy applied or 6) This truss is dmWW in accordanoe with the 3-11-11 oc pur(ins. 2003 International Residential Code sections BOT CHORD R502.11.1 and R802.10.2 and referenced Rigid ceiling directly applied or 10-" oc bracing. standard ANSUTPI 1. REAcrtoNs (Ib/siae) LGAD CASE(S) B = 43310-" standard D = Max Horz B = 141(load case 5) Max Uplift C --400oad case 5) B =-223(load case 5) D =-26(load case 3) Max Grav C - 950oad cam 1) B = 433(load case 1) D - 63(load case 2) FORCES (Ib) maximum CompressioriAtD67M Tension TOP CHORD A$ = OU7 B-C = -102M BOT CHORD B-D = 010 NOTES 1) Wlnd: ASCE 7-98; 90mph; hr=25ft: TCDL=4.2psf; BCDL=- 2psf; Category It Exp C; enclosed; MWFRS gable end rorhe; cartilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord Ihm toad nonooncurrent with any other live loads. 3) This truss requires plate mspectlon per the Tooth Count Method when ft truss is chosen for quality assurance inspection. Job Truss Tom, B ANr+ 1 HOMES - W U.LOWBROOK LOT 12 B04123.6 JB ROOFTRUSS 2 1 Job RBi�rerx a(optional) TL.. A..-9If 'ff1NLi 0- 1 tl1VIU Wt.11 (NJAr" rM-LOP. lLituim rnLLO. w w►vc �•--� • ^ - • ---- •-- • -------• ----- ... - I - - - n u n A 44_44 n A LOADING (psij SPACING 2-" CSI TCLL 35.0 Plates Increase 1.15 TC 0.35 TCDL 7.0 Lumber Increase 1.15 BC 0.03 BCLL 0.0 Rep Stress Ina YES WB 0.W BCDL 7.0 Code IRC200YTPIM (haft) LUMBER 4) Refer to girder(s) for truss to thus TOP CHORD 2 X 4 SPF 1660E 1.5E connections. SOT CHORD 2 X 4 SPF 1650E 1.5E 5) Provide mechanical comumbon (by others) of thus to bearing plate capable of withstanding 213 BRAG lb uplift at joint B,14 lb uplift at joint D and 17 lb TOP CHORD uplift at joint C. Structural wood sheathing directly applied or 6) This taus is designed in accordance with the 1-11-11 oc puffins. 2003 International Residerttml Cade sections BOT CHORD R502.11.1 and RSM102 and referenced Rigid ceding d'aectly applied a 10-" oc bract g. standard ANSVTPI 1. REACTIONS P*tm) 8B 369/0�8 LOAD CASE(S) D - 13IAAechanical Standard C --17/Mechaanical Max Harz B - 100(load rase 5) Maus Uprdt B =-2130bad case 5) D --14(load rase 3) C --17(f)aadcase 1) Max Grav B - 38WWcm 1) D = 33(load case 2) C = 30(load case 5) FORCES (lb) Ma*nurn Tension TOP CHORD A-B = 0/76 B-C = 4W13 BOT CHORD B•D = 0/0 NOTES. 1) Wand: ASCE 7-98; Wmpk W2&t TCDL= 4 2pst, BCDL=4 2W. Category II; Exp Q. enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumber D01-=1.33 plate grip D01.=1.33. 2) This thus has been designed for a 10.0 pst bottom chord five load noncormrent with any other live toads 3) This truss rem plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. DAL In (loc) Udell Lid PLATES GRIP Vat(LL) -0.00 B >999 240 M1120 197/144 Vat(IL) -0.00 B-D >999 180 Hon M) -0.00 C n/a nla Weight 7 lb = 1:7.2 Job B04123.6 Truss KJ1 TOM ROOF'TfttJSS Qty 1 Ply 1 B AND 1iOMES - WILLOWBROOK LOT 12 11 a � a 21 wvw. VBTak "hLatriasa- tn- Mw Anr 20 09*55.33 2006 Paw I A -2-9-15 , 4-2-15 , 8-5-13 2-9-15 4-2-15 4-2-14 4-2-15 8-5-12 4-2-15 4-2-13 WADING (psf) SPACING 1-" CSI TCLL 35.0 Plates Increase 1.15 TC 0.45 TCDL 7.0 Lumber Increase 1.15 BC 0.13 BCLL 0.0 Rep Stress Incr 140 WB 0.11 SCOL 7.0 Code IRC20031TPI2002 (Mabix) WIMBER TOP CHORD 2 X 4 SPF 1650E 1.5E SOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF SUM BRACING TOP CHORD Struchod wood sheaftV dsr'edfy applied or 6.0.0 or, pur ms, except end verticals. BOT CHORD Rigid ceding directly applied or 10-" oc bracing. REACTIONS (Ib/size) E = 19710-1-8 B = 37010" Max Horz B = 90(IOad case 3) Mwc uplift EE --105(load case 6) B --155(load case 3) FORCES (tb) Maximum CwvwwMwaxirrM Tension TOP CHORD A-B = a4O B-G =-3121125 C-G =-2741137 C-H = -M D-H = -19/23 D-E = -M47 BOT CHORD 84 =-1461247 F4 =-1461247 F-I =-1461247 E-1 =-146247 WEBS C-F =-531127 C-E =-264/156 DER M (Ioc) l/defl lid PLATES GLOP Vert(LL) 0.02 E-F t-IM 240 MI120 1971144 Vwt(TL) -0.03 E-F >999 180 Horz(TL) 0.00 E n1a nla Weight 32 tb NOTES 1) Wrd: ASCE 7-96; 90mph; hh=25ft; TCDL=4.2W. BCDL=4.2*. Category Ih, Exp C; enclosed; MWFRS gable end gone; aMUSver left and right exposed; porch felt and right wposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Thls truss has been designed for a 10.0 psf bottom chord Gve load nonconcurrent with any other rwe loads. 3) This truss requires plate won per the Tooth Count Method when this taus is chosen for 44) mechar coruhedion (by Others) Of truss to bearing plate at joints) E. of truss f bew" Plate able of m9105 b uplift at joint E and 1551b t# t at joint B. 6) This tnuss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced stardard ANSVM 1. 7) Hanger(s) or Other connection devN*s) sh W be provided suffident to support concentrated load(s)11 lb down and 25 ib up at 5-83.11 Ib dawn and 25 lb up at 5-8-3. and 28 Ib down at 2-10-4, and 28 lb down at 210-4 an top chard, and 1 Ib down and 1 Ib up at 210-4.1 lb down and 1 Ib up at 2104, and 29 lb down and 12 Ib up at 5--3. and 29 lb down and 12 Ib up at 544 on bottom chord. The desg 1setedion of such connection device(s) is the respar blity of Others. 8) In the LOAD CASE(S) section, loads aPptied to the face of the truss are noted as front (F) or bade (B)- LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15. Plate Increase=1.15 uniform Loads (pit) Vert A-D--42, B-E=7 Concentrated loads (Ib) Standard Vert H=21(F=11, B=11) I=1(F=1, B=1) J=24(F=-IZ B=12) Scale=1:18.9 1.50 M1120 I I D �-13 0-0-1 P1BPUeiS (sue adori L kUASMd PAPNiS PWLOJBJDJ Pue Z'o&-am Pue V& i'Z05>:i suoqm aPOO pquP4su FUOQMWWI wx eta 4WD► wu nmm to PMB.mp sl ssm SML (9 a pad i8 vain QI Z6Z PUe a ism ilom co Z6Z &*xmptW► jo a>qedeo SPO &Meo9 of SWUI io (S,t W AM uogaauuoo Pluetpaut q*Amd (s mtpedsw ==tsse 4pnb JAI uamp sl ssn4 wo uaw pmm PAWO Wool 9W lad uomadsw meld saw swW sm (V Wool aml jaw Aus 4um Walmoumm PeW aM PAP wcMoa ;sd o'ol, e X4 Pe ftW U8e4 MN ss" S!41(£ 's£'t`=-W dpO aMd ££'L=-loo -! 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Ld 9-EZL408 z l )I JDI WNBAAO'nlM - OWN t SINY a Ad A*/�"� MUl ssnu,. 4oP