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Specifications. , p .1 HORN CONSULTING ENGINEERS LLC .. ... _ . .. . , , . .. , ... _ .. . ___ .. . Structural Calculations Project, ERNI-10-01 Date 3/29/11 Project. Addition: 12270 SW Bell Court Portland, OR 97223 AA g',.', — 4 r2cl1l Subject Sheet#'s Lateral Loads Li & L4 Frarriing Fl & F2 CITY, OF TIGAIIID Approved r\- C41-14 .1L-3 r Conditionally Approved [ ] See Letter to:Follow [ ] Attqched j Permit Number:0 -. —000 Add: s: Z2- 0 -v. ______cr— , p of:, By: Date:..,. .... .7... OFFICE COPY 'L• P '''' Exot,cr.::', 630-'1 ,u,,,,,,,,.. 1,,, 1akf,1,,,,,0;:nd -,H.nit,,..'11:4'.i.1,:,4ir!„!.ftii.!"'ii lk '.$.i;J:w.:.,,,! Uk .1,..^•;,;m-,An.,1, ,t1414, 1 ih. a,m41.4 0,t,,t,,,,,f,qi .1-11.,,rm;r:',Ii prokiiii, hi HI t 1.,•,,,,ucai,,, ,A,;,;,11;1,:k,,,,r11;,I;.,:orc,,,,,r1;,I.% ra,,,,hcd f-,r,,,f,,I,/ ;),,,,.1,1,414.1,, 'r '''. 1;.,;'Int.tioti pf,,,A ki,:i l'.. th, (1,:ct)i to,....ilakte tlgowt,r,,..1',411 ba‘, ,,, i;Nic<% ,„...,.pr,---,.d.;sr :znpitcti:. ',Al!)I, .r.L.,,T L ,A,... n.,,-;:: ,,Ind n;,01,,..1,,A L -,v.In.;,,t,,,t1',i, 11,1nw Aft!, 11;.',,r''..t.,1,, It ii ri,,,f));;,,'X,t,r1 ',.! ),..ihd';'`. ,.'0.30h,..,`: W:',,i11`...':.ri%,,,,i;J,„1^f.t1.211j,W11,1 iNn1W.", :,-!T1! '1,:iEld,1' 3.ih. ,`,,,t,-- ,.... ! 11111,11%,.1 lit.'„,P.,!k211%3,r, 1 L HORN CONSULTING ENGINEERS LLC New Addition: Code Basis of Design: 2010 O.S.S.C. and 2008 O.R.S.C. Wind LoadingPer ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level 95mph 3-sec gust Exp B. The mean roof height of the house h = 12' approximately. ; MWF RS ection1 End Zones rylt,R/FRS Direction End Zones Note End zone may,Dccur at an corner ot the ouirdinq a = .104'48' = 5' or for h = 12' a = .4(h) = .4(12') = 5' a must be larger than .04(48') = 2' or 3' a = 5' controls Therefore: 2a = 10' see Fig 6-2 ASCE 7, and Figure above , - La E HORN CONSULTING ENGINEERS LLC • Seismic Loading: D1 seismic design category per O.R.S.0 SDS= 72, R = 6 5 W = weight of structure V = [1,2 Sos/(R x 1 4)] W V = 095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf interior Wall Dead load = 8 psf Seismic in East to West. 53Depth Wr = [.095 (53')(15+6+4)I 125.9plf @ 22' Depth Wr = [095 (22)(15+6+4)] = 52.3plf Seismic in North to South: VVr = (.095 (49')(15+6+4)] = 116.4plf < 140plf therefore wind governs Wr = [095 (24)(15+6+4)] = 57p1f • Redundancy Factor = 1.0 per ASCE7 section 12.3.4.2 Roof Diaphragm: Line A Line 1 P = (0.140) klf x 26.5' -= 37k P = (0 1003) klf x 12.25' = 1 2k V = P/ (42)' = 88p1f Type A Wall V = P/ (14.5)' = 85pIf Type A Wall Mot = 3.0kft Mot = 4 7kft Mr = 2.7kft Mr = 2 3kft T = 0 1k No HD Req'd T = 0 4k No HD Req'd Line 6 Line 2 P = (0,057) klf x 22' = 06k P,„ = (0.1003) klf x 24,5' = 2.5k V = P/ (7,5) = 84p1f Type A Wall P = (0.0523)(12,5 ) + (0 1259)(12') = 2.2k Mot = 2,1kft V = (29.25) = 84p1f Type A Wall Mr = 1.8kft Mot = 4,3kft T = 0.1k No HD Req'd Mr = 5 4kft No HD Req'd -a27-s' t? a (0.1 C t2.1) / , /7 / /1\ 'iv / / + , A \ a \, .. �( u_ ,R *". t i C \ \ 141 F f{ \ \ \ N .. \.... \ ,..... \7, _ _....... ....., ij ----, Aly h x+ $ Nil.). $, log-3e (0 y.I- --rc> W • • • ;cit 3 is suit 6 fie, 3- %,t •:Z"2- $ (Q ti-% tit s .''S \.\\ \ \ I \ f / _ .A if,- ', : ,::,le--1// , i 4t/irr- -,,,,,,, 7 ,,, / / / . 1440 4G' 110 iiitt ....___ss " tt? X ' II (i 2 ‘• H . ,, , pRoJvci i eem- to- 02._ SHEET s ( ... „ ,,,, ficUE /2-24.-/c.) \i 1 i :, I, 1.0 1St RIFT I re Aii.i‘Nel BY _374 H-I 4..) : .o0;( 1.17z) R t'- ‘1•Sst(s)(A , /,y k I --1‘4) 7- .51eif..5 Al% 0•Tik? 15 ' ( "4- lc* Scie > 1 .7(a) II R,t oti1/4 tt.41 ( -111(1.1S1 I > 1 Tiew"i '/Alof ,ZAP. 4ii 2. .4 ------- Lr. 10 s.-cz)" E;07 .0s1s(12 ) )/ o 0.3.1.... w/, 1?• 442 (10)(vz) k l.(4,(4•., I M t O."(10)1/g ". LH I%' "... A C 4( > .14(4 2.) a? 5 04% 'AI: 1.4.4 R,11.(oK -4 a > 10 "46+ r ---- '4 V to b.F. oio2_ 4, -cir1 rrr..., ??.. ,-;2. (1 ('is) / 10 3 2•(14k. ‘.: i•S 1 i S'1 rft y /2` 'Mk Cow. Mc ..../ $646 (2 16 0.C.. e4 4+0•441 4 e i.' cLA 1 ,,,L, •.,VN hi-9:t1, li,, , • P Fl,z ,,i,. Olt • e • , . c H t,i4 % PRoJEcr EPI - -I * 0 - SHEET F-1 DATE 3-7-0- 11 _ E E \6 i ssa'f. E R,, L.L.(' St.8.wci F/4.,A./6%),N, kr/ By DION i . i . I44RA iv 4 A r AtA ...._._...........____.._...._______. 14 .7..., # ; 3, a I I4 Jo 0 P F 14 2 t l< at 1 f-r to t. P.-- 2„ 1 -:.! t. C '"F . I,c F4 it* i S 96 Cepi,„ Tier 044.. * I 1 I 1. i ,m 2 :,,NA, I3i?",P,,, 1,3; .1,, - P It..",.'.i.,, OR . -i'2 21'-5" AGE • ' o 5 : 12 5 : 12 N A1 (13) ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PROJECTS PLUS 04/29/11 PLACEMENT U ESS CCA"LICULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER 12892 PROJECTS PLUS GNEWENGI N.ERODING DES NF(NEER OF RECORD 1 PLAN. DRAWN BY REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 9999 F TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL t TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/16"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 111 III8111 LUMBER SPECIFICATIONS TRUSS SPAN 21'- 5.0° TC: 2x4 OF#1&BTR IRC 2009. MAX MEMBER- FORCES2WR/38C -4180 BC: 2x4 OF 0188TR LOAD DURATION INCREASE = 1.15 1- 2= •811 49 2- 8=(•470)) 1412 3- 8= -418) 201 WEBS: 2x4 DF STAND SPACED 24.0' O.C. 2- 3= -1610 582 8- 8=(-470) 1412 8- 4= -19) 60 3- 4= -1196 353 8. 5= -418) 201 TC LATERAL SUPPORT <= 12'OC. UON. LOADING • 4- 5= -1196 353 BC LATERAL SUPPORT<= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= -1610' 582 DL ON BOTTOM CHORD= 10.0 PSF 8- 7= -61 49 OVERHANGS: 24.0° 24.0• TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG ARE) C,CN C18 CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO'.IN. (SPECIES' M,CN,C1 �AIBHS, 18 =Mek MT series 0'- 0.0" -171/ 1027V -118/ 118H 5.50' 1.64 F 825; BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 21'- 5.0" -171/ 1028V -118/ 118H 5.50° 1.64 DF ( 625: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/780 MAX LL.DEFL= 0.032" @ 2'- 0.0° Allowed = 0.200 MAX TL DEFL = 0.029" @ -2'- 0.0' Allowed = 0.28' MAX LL DEFL = •0.055" @ 10'- 8.5' Allowed= 1.02: MAX TL CREEP DEFL = -0.125' @ 10'. 8.5' Allowed = 1.36' MAX LL DEFL= 0.032' @ 23'- 5.0' Allowed = 0.20 MAX TL DEFL = 0.029" @ 23'- 5.0" Allowed = 0.26' MAX HORIZ. LL DEFL = 0.023" @ 20'- 11.5" MAX HORIZ. TL DEFL = 0.037" @ 20'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2 BCDL=6.0, ASCE 7-0. Enclosed, Cat.2 Exp.B, �EWFRS, interior zone, load duration factor=1.8 10-08-08 10-08-08 T 1' 5-08-02 5-00-06 5-00-06 5-08-02 72 12 5,00 M-4x4 5.00 ��OPROP '4 4> N 4 4.0" 6'. %4. G% FA �• .. liiit.,.. 1 ..',. . M-1.5x4 1°0 M-1.5x4 s ®( , ✓QR't4Nm c L>"'26,"'`� " V 0 r r+= �'©A"'1°� 2//6/x/ M-3x4 a 0.25" o E){!�!R'E 613t3! M-3x4 C M-5x10(S) J, y 10-08-08 y 10-08-08 y ANY WO" , 9',. 2-00 21-05 y 2-00 y '� - ' j`0 " c y; JOB NAME : Scale: 7/4' ?4243 �,(� WARNINGS: GENERAL NOTES,unless ua terfor noted: l is •,�."' 4, 1.Builder and erection contractor should be advised of as General Notes 1.This truss design Is adequate for the design parameters shown.Review Truss: Al and Warnings before construction commences, andapproval is the responsibility of the building designer,not the Al. 2.2x4 compression web bracing must be installed where shown+, truss s designer or truss engineer. DES. BY• d ou RI 3.All lateral force resisting elements such as temporary and permanent 2.DesIgn assumes the top and bottom chords to be laterally braced et j // /( g stab9ky bracing must be destined by designer m complete structure. 2'o.o.and at 10'o.c.respectively unless braced throughout their byl I7 DATE: 5/3/2011 CompuTrus assumes no continuous bridsheging r such l bracings required quiredlwhere s shown 4. drywall C). k AUL 4.No load should be applied two any component until Ma all bracing and 4,Installation nbof�truss Ips lateral he reeuponsibi�f y of t e respective�mt`raactor. � �»� %in+ SEQ. : A 1 fasteners are complete and'at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: design loads be applied to any r et. and are for"dry condition"of use. 5.CompuTrus has no and assumes over and assumes no responsibility for the O.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Din assumes adequate drainage is provided. S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,N 1 1 Im111nqmmmmlmn TPUWTCA in SCSI,copies of which will be furnished upon request. CompuTrus,Inc.Software 7.6.1A(1 L)-E lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. 10.For bask connector piste design values see ESR-2529(CompuTrus) and)or ESR-1311,EER-1988 rrek). IRON LUMBER SPECIFICATIONS TRUSS SPAN 21'• 5.0" TC: 2x4 DF #188TR LOAD DURATION INCREASE = 1.15 Design conforms to main d cladree-resistant BC: 2x4 DF#18BTR SPACED 24.0" O.C, system and components and cladding criteria TC LATERAL SUPPORT <= 12°OC. UON. LOADING Wind: 110 mph, h=25ft, TCDL=4.2 SCOL=6.0, ASCE 7- BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2 Exp.B, MWFRS, Unbalanced live loads have been L ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=l.6 considered for this design. TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall l p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals, prefix designators: REQUIREMENTS OF IRC 2008 AND IBC 2009 NOT BEING MET. Refer to CompuTrus gable end detail for Connector plate C,CN C18,CN18 (or no prefix) =CompuTrus, Inc M,M2complete specifications. liHS,NIBHS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • 10-08-08 10-08-08 12 I I • I 5.00 t7 3M-4X4 5.00 '(0,stO3 PROfifiip/ it �-`" G%N �'. - � 1' " ` ► 4, 0R, esN k. t:: vjl}'26,r'+' (tb:). -.A1111111111111111111111111111110 ©A �a��� km z/�6Ju o M-3x75( o EXPIRES 61 'b/1 M-3x4 M-3x4 p..x0.0.4, s y y vw .. y y 10-08-08 10-08-08 y "1r'`,"�10 2 00 ), y ,� +�1yIl- >+ „✓ 21-05 2-00 %I ''TT > ti JOB NAME : t� Scale: 1)4' �s ± .i42433p r�('��`#}' WARNINGS: GENERAL NOTES,unless otherwise noted: 1 T""r31Eit" 1.Builder and erection contractor should be advised of an General Notes 1.This truss design Is adequate forthe design parameters shown.Review C`PUT 6 Y Truss: A GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the !W 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. DES. BY: d ou gm 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at t//4/1 ■■ a)s��/•};��A 1 stability bracing must be designed by designer of complete structure. 2'o.a and at 10'his respectively as ply unless braced throughout and/o their IIaelnl(pSt ). ______1,04"L� ,il�aw*r"�"'� DATE: 5/3/2011 CompuTrus assumes no responsibility for such bradcontinuousximps bridging r such l bracing required ffieewhere s and/or drywall(BC). it 4.No load should be applied to any component until after all bracing and 3.Innstan aatiioon rues Is theemresponsibility nsidl of fires gNeeconractor. SEQ. : A GEapo �M.__ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•cortosive environment, TRANS I D: design loads be applied to any component. and are for'thy condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes fun bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA In SCSI,copses of which will be furnished upon request. lines coincide with joint center lines. N 19.Digits indicate size of plate In inches. CompuTrus,Inc.Software 7.8.1A(1 L)-E 10.For basic connector ptate design values see ESR-2529(CrnnpuTros) . and/or ESR-1311.ESR-1988 •6NRek). ,