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2239 Structural CalcsSTRUCTURAL DESIGN INFORMATION GOVERNP.YG CODE: 20091nternational Residential Code (IRC) 2009 International Building Code (IBC) This engineering pertains to the design of the Laferal Force Resisting System and a review of the home designer's Naming and foundation plans. T7te home designer is responsible for making any necessary changes as required by these calculations to their framing scd foundation plans, I. Dead Load: A Roof ...................................................................IS psC B. Floor ..............._...._................._...........................IO psf C. Exterior walls ........................................................10 psf D. Exterior walls with veneer ............................................ SO psf E. Interior walls with gypboard earth side .....................................i psf 2. Floor li.•c load: .................................. _............................... AO psf 3. Snow toad: A. Uniformly distributed mow load nn coop-... _._ .......................23 nsf 4. Wind load - basod on ASCE 7-OS Method 2 Analytical Procedure: A 3 Second Gust Wind Speed ................................... ..... V=110 rrtph B. Czposure ........................................................ ....._............B C. lmponance taaoc.... _....... _ .............................. .............1- 1.0 D. Topugrnphicat Factor ........................................ ..........Kn=L0 E. Rind Directional Factor ..................................... ........Kd r 0.85 F. Structure classified as ........................................ ..........endosrd 5. Seismic load -based on ASCE 7-05 Section 12.14: A Mapped Spectral Aceelcration for short periods...... _ .. .............SS=1.0 B. Mapped Specral Acceleration for 1 second pcriod ...... ............SI=0.34 C. Soil Sitc Class ................................................. ....................U U. Ductility coc8icient ........................................... .............R=G.5 E. Seismic Design Category ..................................... ...................D G. Poundaaon Soil Properties: A. Undisturbed sandy sih per IBC 2009 Table 1804.2...... .....Soi! Class P 5 B. 61aximum vertical beazing pressure ........................ .......... ] 500 psf 7. Re[aining wall lateral loads: f r A Walls free to displace laterally at top .................... ~ I ..............35 pcf I - r B. Walls remained against lateral displacemen[ at [op ...... .............45 pcf 8. Concrete: A. 2S day design strength F'a ................................... .~~~5?S7CtS7nc-~ r L5 25 V L~ ..... 9 ps III B. Reinfon:ing bars .......................................ASTM JJJ JJJJJJ~~~ AGI~eGO ~ae1'SO`~ Project A N l7 - Z23~ °~ ~-5-~ D gy, >~^^~' Category STRUCTURAL INFORMATION Project No. Sheer SI-1 ,~ 3osl ~Ca 21608 ri'.E. 49th Circle Vancouver Washington 98682 ~ta] Eng`~~ Phone: (360) 600-6084 tax: (360) 944-0538 SEISMIC DESIG N BASED ON ASCE - 7-05 16175 Simplified analysts procedure for selsmlc design of bul ldogs 1.2 5os SE ISMtC BASE SMEAR V - ~W (EO.121411 with F=12) R 5, mappedapacbalaccelerationfor Ss:=1.00 shortperbds (Sac. 11.4.1) from USGS web site S9 mapped spectralaccaleratlonfor Sr:= 0.34 1 second parlod (Sac. 11.4.1) Fe Site wefflclant (Table 11.41) F°'- 1.1 Based on Soil F S F,,:- 18 Sita Clasa D ~ lte wafflcient (Table 11.42) SM5 ~= Fe'Sa Srts = 7.1 (Eq. 11.A-1) Srn ~ F~•Sr SM~ = 0.61 (Eq.11.42) 11.4.43 Design spectrum response acceleration parametors Z Sos ~= 3 ~Sns Sos = 0.73 > 0.509 SEISMIC 2 CATEGORY Srn:= 3 •SM} Sty = 0.41 > 0.209 D per Table 11.61 1.2•Sps WOOD SHEAR PANELS V:= - W R:= 6.5 Table 9.5.2.2 R 1.20.73 V ~ •W V = 0.135•W 6.5 124 Seismic Load Combinations E := 1.3 V (Eq.1243with redund:rq factor =1.3 pe r 123.4.2) WSD:= 0.7•E 0.7.1.3~0.135•W 0.123•W WOOD SHEAR PANELS ~derso~ Proea f~Ho Z2 Date. -10 BG'f'f Category Project i Sheet' m eo O~ ~e~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 Lra1 EnY,~9 Phone: (360) boo-6o84 Fax: (360) 944-0538 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND „ r4 pcf Ht psf Wind Base Shear Length L:= 4b•ft Height Hi:= 24•ft WIND= L~H~•(tbpsf+ 7.4•psf} WIND=20313.616 SEISMIC Fr ~ Wroaf F2 ~ Wfloor Saismic 4lwall Base Shear A,n,l := 46 ft 40 ft A,,,f =1840 ft2 AFloa :_ 46•ft32ft Afloor=1472 ft2 W.wl::` 4.19•ft~46~ft Wrouo- 34~96ft2 SEISMIC:- ~f~~ 15 psf+ A;~~, 15•ps~+ W„a~is•tO•psf~~O.t23 SEISMIC=1O4t0J21b u t~QGOVERNSDESICk derso Pro~e~ ~~ ZZ Date ~~ Byn~ ( ~ ' ~ Categoq- Project No. S ~ fi 1 l ~~ ~'c~ ~¢ti1 2).608 N.E. 49th Circle Vancouver Washington 98682 ~r~j En~~o Phone: (360) 600-6084 Fax: (360) 944-0538 WIND D~S~GN IS BASED ON ASCE 7-05 ME71{O D 2 - ANALYTIUL PROC€pURE Laure 6.61 YELOGTY PRESSURE q=:a .00256•x,-ICR-Yy~VL•1 (Eq.6-15) EXPOSURE 8 WIND SPEED (3 sewnd gust) Vya := 110 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR Kn ;= 1.0 WIND DIRECTIONAL FACTOR ICa;= 0.85 Table 6.4 EXPOSURECOEFFIGENT 0'-15' xr =0.57 qr~ .00256•K~•Krt•Yy•V~21 q~=15.01 (vane s /height) 15'•20' Kr : = 0.62 qi:= .00256•Kr•K~•ICd•V3y2•I qr =16.32 20'-25' K~: =0.66 y,:=.00256•K~•ICn•ICd•V3s2•I q~=T7.38 25'-30' Kr: = 0.70 q~ _ ,00256•K~•Krt•ICa-V~2.1 q~=18.43 WIND PRESSURE P:=y,G•C,F G:=0.85 Gust factor CP pressur ecoaffklent AT WALLS ~ WINDWARD P~:=t5.01•paf•0.85.0.8 P~=10.21 psf LEEWARD P~:= 15.01•psf•0.85.0.5 P~=6.38 psf 15'_20' WINDWARD Pw := 16.32-psf•0.85.0.8 P„ = 11.1 psf LEEWARD P~:=16.32•psf•0.85.0.5 P~=6.94 psf AT RCbF ~Q'-zQ' WINDWARD P,. := 16.32•psf•0.85.0.3 P„, = 4.16 psf LEEWARD P~:=16.32•psf•0.85.0.6 P~=8.32 psf 2_Q'-~`"T WINDWARD Pw:= 17.38•psf-0.85-0.3 Pw=4.43psf LEEWARD Pt:=17.38-psf•0.85~0.6 P~=8.86 psf 2530' WINDWARD P,, := 18.43•psf•0.85.0.3 P„ = 4.7psf LEEWARD P~:= 18.43•psf•0.85~0.6 Pi =9.4psf ~a.ersO ~~~ (~~ ZZ Datel '~ By~~ ~ v' 00 Category Project ~ Shget, 'q ~~ ¢~~ r ~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ural EnP~'~ Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DE516N IS BASED ON ASCE 7.05 METHOD 2 - ANALYTICAL PRO~RURF (Flours 6$ wnt. Cp-0.3 8.86 Assume 443 Psf psf 7 ft 11.1 psf 8ft 6.9 psf 102 9 fr psf Mean Roof Haight windward leeward 17 + 24 = 20.5 2 Windward 4.43•psf•7•ft=31.01p1f Leeward 8.86•psf•7•ft=62.02p1f Wall loads at upper level at lowor level WlndNard 10.2~psf~4~ft=40,8p1f 10.2•psf•8.5•ft=86.7p1f Leeward 6.9•psf•4•ft = 27.6pif 6.9•psf•8.5•ft = 58.65p1f ~aerso~ ~'~ ~Ho 22 gate -!o $C'M Category Project No. 9h .~ I ~ ~ ~~t ~~~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~r~l En~`° Phone: (g6o) 60o-6084 Fax: (360) 944-0538 r Ir~tt~P ~t~ ~r t~ e~'.(1 Project i . ~ _ _.. D~Le ~.. . r v~ Category ~Q 'i.~ ,,, ~.,a 600-6084 Fax:(36o)y44-0538 tuh 1,o/.vs AT UPQ~jy I.EUirt~ 2Z~~ r- ~ ~2 ~ -- - e ® ,~ way. BuM ~ ~ w~~ ~ N ~. • e -- Bot~ Landry Be~oan 2 BM'oa! < ~ ~ e ~ i ~ Betroam 3 Open la Boor rwN. ~~~~ ----~ ~~~ I~b ~'~~~ SO Project Date '~ By Category Project No. Sheet fi 2i6o8 \T.F.. 49th Circle Vancouver Washington 98682 ~j 4~+' Phone: (360) 600-6084 Fax: (360) 944-0538 ral Env' Fo. ~. _~_. ~..7 II II :1 II ii ii ,b KIT. OOYFItF~Q VA00 ii ~2~1 W/~N,t•Mµ DNip I/y~N ~ Graa~robm Tmdom Gorags bay 3~ ~ ~ ~ ,. - -- II _ ---..-._ 11 11 11 11 KlUilan ii n ~ u qOW yylr 11 ~i0IO9C II AA/~17 I I 11 11 11 II 11 II yy1 I1I~ _______ 0~ ~ It Ge~ w I1[~~i _*_` ~ ^- I 1 I ~~! I I I I 1 I~~ I 1 en Above ~Sb t=====°_________________~ 5~41Sb~/f~~ 1~~ ' 202' b ZZZ~ 6 }- Project Date 13y spy ZZ ' Category Project ho. Sh et c,e ~ 2T6o8 N.E. 49th Ctircle Vancouver Washington 98682 `vim En~~~ Phone: (360) 600-6084 Fax: (360) 944-0538 SNEAR WALL DESIGN Pdl pol Wdl V:= seismic h R=Holdown ~/ Force Based on 2009 IBS Bp~F_~oad Com 6inatlons 1645.3.1 O.6D + W (Equatbn 16.14) O.6~D ~ O.7•E (Equatbnl6-15) Overturning Moment: Mots=P~h LL Resisting Moment: M;.:= O.6~~W~; + Wwa:;)• (2 + O.6•Pal•l Mc: - Mr NoldaNn Force R ;_ L ~,,'4aerso~ ~,~t ~ f+v ZZ Date• ~ By~~ category Project No. S C' A i •S G°~ e~~~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~'ral Eng~~ Phone: (360) 600-6084 Fax: (;60) 94:}-0538 Level P := 3615.16 P =361516 L:= 3~ft~2 ~ 2•ft•2 + 5ft•2 L = 20ft P v;= _ v = 180.75p1f L 3 M t = P•8•ft• h(,,: = 433816 ft 20 ~3'ft)2 ~ 0.6400 lbs fc hG:= 0.6 ;15•psf~2 ft ~ 10 psf eft) 2 h4 = 101716•ft Mvc - i'1 =110716 3•ft P:= 5645.16 P=564516 L = eft + 3.5•ft + 2•ft + 2•ft L = 9.5ft P 23.5 = 7 v - v=59421p1f L 2 Mot ;= P•7 •ft•- r'1oc = 8318.951b~ft 9.5 (2. ft)z h1r:-=0.6~;15•psf~2ft+t0~psf~l8~ft)~ 2 +0.6.600•Ib•2•ft M, = 97216•ft M,t -' r•4 2 ft = 3673.4716 N"rT~' fi erso Project A "O ~Z~9 P~ rt Date ~o-s -i o By ~ ~ ~ ~ ~ Category LATERAL ANALYSIS PC0jo51 • sheet ~ c 3 Go ¢S u6o8 N.E. 49th Circle Vancouver Washington 98682 Ural En~'~~ Phone: (360) 600-6084 Fax: (360) 944-0538 IM snoar woos at back of garage WlndForce P:=3335.16 P=333516 Length of wall L:=B~ft L=Bft Shear P v:=- v=416.88p1fO L Gverturning M,i := P•9-ft Ibt = 3001516~ft Moment '8 ft)z ~ Roslsting Mr := 0.6•(10•psf•8•ft.+ 10•psf~9~ft)- z + 0.6.600•Ib•8•ft Moment ~_~ M,=61441b•ft Holdown = 2983.8816 Force 8 ft ~lerso~ ~'~ ~~ ZZ Datew ~ BY~,~ Category Project No. Sheet ~ ~ ~~, e~~v 21608 N.E. 49th C~m1e Vancouver Washington 98682 L~'al En$'9 Phone: (360) boo-bo84 Fax (360) 944-0538 oar Walls ai Rear Elevatbn Upper Level indForca P:= 3912.16 P=3912ib engthofwall L:=12•ft+4.5•ft+5ft L=21.5ft P hear v:= L v=181.95p1f 4.5 erturning M,t := P-8•ft~ ~ MOr. = 6550.3316-ft ment 5 (4.5•ft) 2 eslsUng Mr := 0.6•(15•psf•2•ft+10-psf~e-ft)- + 0.6.400•Ib•4.5•ft mcnt 2 M, - 1748.2516-ft Mc - Mr oldown = 1067.1316 4.5 ft ace ain Level Ind Force p~ 5144•ib p=514416 engthofwall L:=3•ft+7~ft+16ft L=26ft P ear v:=- v=197.85p1f O L 7 erturning Me; :- P~9•ft•- Ma = 12464.3116-ft ment 26 (7 ~ft)~ eslsting Mr := 0.6-(15-psf-2ft+10•psf•17•ftj• + 0.6.600-Ib-7-ft ment 2 M, = 54601b~ft Moc-~ oldawn = 1000.6216 7-ft orca tiers fi O Project A Ho Z 39 Z Date s ~ o Ry Pcm~ o- -! ~ ~ Category LATERAL ANALYSIS Project Rio. si Sheet L-II c 3o G~~ yet 2i6o8 N.F.. 49th Circle Vancouver Washington 98682 oral Bn~'o Phone: (360) 600-6084 Fax: (360) 944-og38 Shear Walls at Rlaht Elevation Upper level WlndForce P:= 2224-Ib P= 22241b Lengthofwall L 16~ft+17•ft L=33ft P Shear v~ - v=67.39p1f® L 16 Overturning Mot := P•B•ft~3 (`1ot=8626.421b•ft Moment 3 (t6•ft;Z Restating M,.:=O.6•(75•psf•2•ft+1O•psf•9•ft; • +O.6.40O•Ib•16•ft Moment 2 M, =13O561b~ft Moc - M, Hoedown = -276.85ib Forco 16•ft Ma1n Level WlndFOrce P:=5051•Ib P=50511b Length of wal l L := 35•ft L = 35ft P Shear v:=- v=144.31p1f L Overturning Ma := P•9•ft plot=4545916 ft Moment (35•ft)2 Reslsting Mr:=O.6~('S•psf•2~ft+1O•psf•9•ft)• +O.6~6O0•Ib•35•ft Moment 2 M, = 56'lQ0lb~h Hoedown ~ ~ M~ Face = -321.171b 35 ft a.e.rSO Project ~~ (.Z Datew 1~ $vf 1 ~ ~ cn ~ Category Project ~ o. She. n Z ~~~, ~~ o ` 2)`608 N.E. 49th C7rcle Vancouver h Washington 98682 ra] Eu~~ P one: (360) 600-6084 Fax: (360 ) 944-0538 Shear Walls at Lefr El avarlm UpparLcval WlndForoe P:=2027.16 P=202716 Length of wail L•= 26•ft + 17•ft L = 43ft P Shear v;= L v=47.14pif 17 Overturning M~:= P•8•ft•~ M~ ~ 6410.9816•ft Momant (17 ft)2 Reslsting M, := 0.6~(15•psf•14•ft ~~ 10•psf•8•ft)~ + 0.6.400•Ib•17•ft Moment 2 Ml- = 2922316 ft Mot - M, Holdawn = -1341.8816 Force 17~ft Maln Leval WlndForce P~ 4854~Ib P=485416 Langthofwall L:=6•ft~2+8ft+12•ft L=32ft Shear P v:=- L v=151.69p1f® 6 Dverturning <~:=P•9~ft•- Mot=$191.1316•ft Moment 32 (6•ft)~ Raslsting M, := 0.6•(15•psf•6~ft+ t0~psf 9•ft) + 0.6 600•Ib•6•ft Moment 2 M, . 41041b•ft Holdown 1"lot' Mr Forco =681.1916 Eft ~derso~ Pr~;eM ~No 22 gate 10 Bc'M Category Project 230. Sh fA ep I •' °* 4 Gc~ ~~~' 21608 N.E. 49th Circle Vancouver Washington 98682 Lfal En~v~ Phone: (360) 60o-6084 Fax: (360) 944-0538 ASOE 7-05 E06-1(8: LOW RISE CtIHLDIN MEAN ROOF HT = 30 ft (max) ICI := 0.70 (Table 6-3) ICn := 1.0 9n:= .00256-KI•ICn•ICa•V?•I G•C~ FromF1g6-10 V36:=110•mph Exp.B G 5:12 8 := 22.6 6:12 B := 26.6 B := 26.6 7:12 8 := 30.3 I~ := 0.85 (Table 6.4) V := 110 I := 1.0 ql, =18.4 psf 8 := 22.6 GCS :_ -0.72 (Zono 2E) 8 := 26.6 GCt,t :_ -0.58 (Zone 3E) B = 30.3 GCS :_ -0.53 (Zone 3E) 8 := 26.6 GOFf :_ -0.58 GC.E~:= 0.18 (Fig.63) P ~ gn•~~GCyt~ - ~GOP~~ P = -14 psf USING LOADCAMBINATION 16-11:.6D-W MAX NET UPLIFT - L`SE ROOF DEAU LOAD -12 PSF w:= 0.6•t2 psf-ta-psf MAX UPLIFT AT END OF GIRDER TRUSSES; TRIBUTARY AREA UPLIFT Ib W=-6.8 z uplift n Ac ~ 14•ft-9-ft Ac =126ftZ U:= A~•W U = 856.816 I~SE f21 Slmor~)j~ ProjeM A ~O Z~~9 Date By ~, ,~ Category LATERAL ANALYSIS Project No. 051 Sheet L-l~ 3 ~ ¢'~ f ~ 21608 N.E. 49th Circle Vancouver Washington 98682 Oral Et~b'O Phone: (360) 600-6084 Fas_ (;fio1 9 t.~ n_;,~8 l,o~ ~fl ~~ l Project Date By S0~ Category Project No. Sheet ~ ~ r'~, ~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~ Phone: (360) 600-6084 Fax: (360) 944-0538 ~~'ra! Enb^~ YwtK Bath )~ IlostK t~yI00R1 MN I I ~1 v 1 V 1 Y~IL 1 1 1 1 ® ® -- I. ! BaN lanary ~ 1 i ~.~^ z a ~ ti $~ a ~~ ~ ~ ~i 3 ~/ i~fORl1 .~ OyKI IO BCICN 1- IN1~ ~ ~N d ~~ ~~ Project Date By/~ Category Project No. Sh ~ ~ 1 '2 2i6o8 N.E. 49th Circle Vancouver Washington 98682 ~~ Phone: (360) 600-6084 Fax: (360) 944-0538 bra! En~4 Project lDCatioo_ A Multi-loaded Muni-Span Beam J2009 international Building Code(2005 NOS)J 3.51Nx9.251Nz4.0 FT a2 - Duugfas-Fr-Larch (NoKh) - Ay Use SeMlon Adequate By: 2.5% Controlling Factor Shear ModWus of Elasticity: Min. Mod, of Elasticity: Comp.1 to Grain: ~a~Yalxea F b = 850 psi Gd= 7.00 CF= 7 ~ 20 Cd=1.00 E = 1600 ksl E_mm = 580 ksi Fc • 1 = 625 psi E' = 1600 ka~ E_min' = 580 ks~ Fc-1'= 625 phi Controlling Moment: 3790 ft-ib 3.0 Ft from left supDOn of span 2 (Center Span) Created by Comdining all daad bads and Ilve loads on sDan(sj 2 Controlling Shear. -3789 b At a distance tl from nght suppoA of span 2 (Cantor Span) Created by combining all dead bads and live bads on span(s) 2 Comparisons with required seUfons: Rand Ptovitled Sectron Mooulus: 44,59 in3 49.91 +rt3 Area (Shear): 31.57 in2 32.38 in2 Moment of Inertia (deflection): 25.48 in4 230.84 In4 Moment: 3790 ft-Ib 4242 fl-ib Shear: -37891b 38851b Shoar Stress: Fv • 180 psi W = 180 psi ~'= lo~ ~~ ~a a ,. ~, ,; ,~ „ ,~ ,~ tgPT. C0~ PATIO n n I a u a u u u u Z u u u u u © •~ ~n9 ~ ~~ f © ~rnm TmA~m A Googe boy 'A U \\ • nnawl ~~ ~ e~ e. ~.. 1 ~i ~~ ~~ O ~/ ~, m o on° n m ' { ' ' ' Above X23 © ? 3 / r ® ~, Project Date By sO~ Category Project,~o. Sheet fi~ 2i6o8 N.E. 49th Circle Vancouver Washington 98682 p~' Phone: (360)600-6o8q Fax: (360)944-0538 ~1 Eng' Zw © ~ 3Yz, x Ll'Y~ ~s L. ~, .Q ~~ti It ~~12~ (~~~ ~ Ps 16L- luly O(pgo~l rl 3v:k11'/s ~sL -~ b~c~2(se~ ~1W1~# ,Z ~ ~-2~z1 ~~ 5 'r ~ i~--1R1 d.~ `~ w~ `~ Zo' ~~~~~( 21 ~ -~_. b"ih' 0 ~~~ Iz-~~• ~ ~l2 ~ fi ,~ -~-- ~~ ~~2~ ~ 7 ~ ?ufh w 1ko~.J~. O k, 5~ k fi ~,~ °~ 5j~7,~~: ~. hG6w h4L~ ® L `~~ i~ fi~ ~fiaerso~ ~j~ f~HO ZZ Date ..t~/~ Bp_.~ Category Project No S ~t l to eo l ~ ~ ~~r ~et~ 2i6o8 N.E. g9th Circle Vancouver Washington 98682 ~~'al En61o Phone: (360) 6oo-6o8q Fax: (360) 944-0538 Proiea Caina Muntean Location 1 M11utti-loaded Muttl-$pan Beam StruCaic Version 8.0.101.0 7015!201012:08:43 PM (2009 International Guittling Code(2005 NDS)J LOADING DIAGRAM 551Nx11.51Nx17,0 FT #2 -Douglas-Fir-Larch (North) -Dry Use Section Adequate Gy: fa.6% Cortirolling Factor PAOment Llvn Loatl 1020 Ib 1020 Ib Dead Load 794 Ib 794 Ib Total LOatl 'Sts Ib 1814 Ib Beating Length 0.53 in 0.53 in BEAM DATA n r Span Length 17 fl J1NIF< Unbraced Lenglh-Top 0 fl Unlfor UnAor Unbraced Length-Gottom 17 ft Beam Live Load Oaration Factor 1.00 t D th Total - No ch e 0.00 MATERIAL PROPERTIES #2 -Douglas-Fir-larch (North) Base Valdes u tad Gentling Stress Fb = 875 psi Fb' = 875 psi Cd=7.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd•f.00 Moduus of Elasticity; E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasbcity: E_min = a70 ksl E_min' = 470 ksi Comp. 1 to Grain: Fc - 1= 625 psi Fc -1' = 62g psi Corttrotling MonwnC 771UNab 8.5 Ft from left support of span 2 iCenter Span) Createtl q' combining all dead bads and tiva wads on span(s) 2 Controlling Shear: 1633 Ib At a distance d Nom left support of span 2 (Center Span) Created by combining all dead loads and live bads on span(s) 2 Comparisons with required sections: Read provided SecUan Modulus: 105.74 in3 121.23 in3 Area (Shear}: 14.41 in2 63.25 in2 Moment of Inertid (deflection): 382.82 in4 897.07 in4 Moment: 7710 tt-Ib 8840 ft-Ib S~tiear. f E33 1b 7168 6 ./_ Project. Location: 2 Mufti-Loaded Mufti-Span Beam (2009 Intema0onal Building Code(2005 NDS)J 5.125 IN x 12,0 IN x 12.0 FT 24F-V4 - Yrsaa!'y Graded westarn Spas+aS -Dry Use Section Adepuate By: 83.7 Controlling Factor Moment Ib 1580 b Ib 1047 b e ---ute 0 fl 12 ft 1.00 anFC MATERIAL PR ` ~° ` '° 9 2aF-Va -Visually Graded Nfestern SpeUes Dead Load 61 4 b Base Va lues AQJ4 §iC4 Location 6 R , TR PEZO D O DS Bending Stress: Fb = 2400 psi CorWO7Jed Dy: A I AL L A Fb_cmpr • 1850 psi Fb' ~ 24.,^0 psi Load Numce- O Cd=1.00 Loft Live load 400 Shear Stress: Fv= 265 psi FV = 265 psi Left Dead Load 280 Cot 1.00 Rigs[ Live Load 400 Modulus of Etasticiry: E = 1800 ksi E' = 1800 ksi Riga Dead Loatl 28C M:n, Mod. of Elasbdty: E min = 930 ksi E min' = 930 ksi Load Start 0 Comp.1to Grain: Fe-1= 650 psi Fc-1'= 650 psi Load Ertl 6 Controlling Moment: 13390 ft-Ib 5.76 F! from lyR support of span 2 (Center Span) Created Cy combining all dead loads and Irva loatls on span{5) 2 Controlling Shear: 3886 b At a distanca tl from left support of span 2 (Center Span) Created oy combining atfdead loads arxt five Toads on apart(a) 2 Comparisons with required sact7ons: BeffiA Provided Section Modulus: 60.95 in3 123 ira Area (Shear). 22 in2 61.5 in2 Moment of Inertia (deflecbon): 297.96 in4 738 In4 Moment 73390 fl-Ib 24600 &!b Shear 36861b tO8651b Project Lonna Mun;ean Lotauon: 3 Multi•Loeded Mult.Span Beam StruCak Version 6.0.101.0 10/52010 12:22:25 PM (20091ntemalional Buikling Cotle(2005 NDS)) LOADING DIAGRAN S.t251N z 22 5 1N x 20.0 FT 24F-V4 -Visualty Graded Western Species -Dry Use Secllon Adeouate By. 40 5°h Controlling Facloc Moment 0.17 in 0.45 IN L/539 ID 2941 Ib Ib 7276 Ib `°"a"""r Unrfonn Dead Load 0 Unbaced lengm-Boflom 20 fl Beam Self Weignt 25 Live Load Duration Factor 1.00 Total Un;form Load 25 Camber Adj. Factor 1.5 Camber Requited 0.26 POINT LOADS • CENTS Notch DepM 0,00 Loatl Number ne Live Load 600 Ib MATERIAL PROPERTIES Dead Load 474 Ib 24F-V4 •Visualty Graded Westem Species Locatbn 5 R Base Values Adjusted Bending Stress Fb = 2400 psi ConlroUed by TRAPEZOIDAL LOADS Fb cmpr= 1850 psi Fb' = 2265 psi Load Number ~ (+p=100 GY=0.g4 LeH Llve Load 40C Shear Stress: Fv = 265 ps+ FY = 265 psi LeR Dead Load t 5[ ~=1.00 Right Llve Load 40C tAOdulus of Elasticity: E = 1800 ksI E = 1800 ksd Right Dead Load 15C Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Load Start C Comp.1 to Grain. Fc -1= 650 ps Fc • 1' = 650 psl Load End 14 Load Length 14 Controlling Moments 58W4 fl-ID 9.0 Ft Rom kft support of span 2 (Center Span) Created by combning all dead loads and give bads on span(s) 2 Controlling Shear: 8571 Ib A/ a distance d hom bft support of span 2 (Center Span) Created by combining all deatl toads and ive bads on sDan(s) 2 Comparisons with required sectlonS: $gg;Q Provided Section Modulus: 307.7 in3 432.42 Ina Area (Shear): 48.52 in2 115.31 in2 Momem of Inertia (defleGipn): 2168.1 ins 4884,75 in4 Moment: 58074 R-Ib 81612 R-Ib Shear 8571 Ib 203721b NOTES Project: Conna Muntean Location: 4 Mufti-loaded Mulh-Span Beam StruCalc Versbn 8.0.107.0 t0I5/2010 72:78:32 PM j20091ntemational Buiginq Code(2005 NDS)j L ADIN 5.7251N x t0-51N z 76.0 FT 24F-V4 -Visually Gratled Westem Species -Dry Use Sectwn Adequate By' 76 9°.6 Ccn7roD»g Fedor DeP.~.tion ^-- 16 n ......... 0 fl 76 R 1.00 MATERIAL PROPERnE4 LeR Dead Load 360 24F-V4 -Visually Graded Western Species Rght Llva Load 500 Base Va lues Adjusted RIgM Dead Load 360 Bending Stress: Fb = 2400 pal CantroflrW by ' Load Start 12 Fb_cmpr= 1850 psl = 1400 psi Fb Load End 16 Cd'f.00 Load Length 4 Shear Stress: Fv = 285 psi FV = 265 psi CW--f.t)D Moculus of Elasticity: E = 1600 ksi E' = 7800 ksi Min. Mod. of Elasticity: E_min ~ 930 ksi E_mn' = 930 ksi Comp. t to Graln'. Fc -1= 650 psi Fc - 1' = 650 psi Controlling Moment: 6650 fl-Ib 10.08 Fl from bR support of span 2 (Center Span) Created oy combining all dead bads and live loads on span(s) 2 ConUOlling Shear: -312816 At a distanoa d from rght support of span 2 (Center Span) Created by combining al's dead bads and lies loads on span(s) 2 Comparfeons with required sections: Reatl r i Sedan Modulus: x3.25 in3 94.77 in3 Area (Shear): 17.69 in2 53,8! in2 Moment of lnertie (deflection): 279.57 in4 494.4 in4 Moment: 8650 ft~ib 78834 ft~to Shear: -31261b 95071b Prgecf lcalio2 5 and 6 Multi-Loaded MUlti-Span Beam (20091nternatlonal Building Cotle(2005 NDS)J 3.5IN z9.251Nx7.0 FT #2 -Douglas-Fir-Larch (NOM) -Dry Use Section Aderluate 8y. i. 1°% Controlling FaIXOr. Moment LNe Load 1400 ID 1400 D Deatl Load 884 Ib 864 D Total Load 2264 Ib 2264 D Bearing Len th 1.04 in 1.04 in BEAM DATA ~fljgt Span Length 7 ft Unbraced Length-Top 0 R Unhraced LangtMBoltom 7 R live Load Duration Factor 1-00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Dou9~-Fir-Larcti (North) 82yg-y3lygg "u e Bending Stress: Fb = 850 psi FD' = 1020 psi Cd=1.OD CF=1.20 Shear Stress: Fv= 180 psi FY= 180 psi Cd°7, 00 Modulus of Elasticity: E = 1600 ksi E' = 1600 kai Mtn Motl. of Elasticity: E min = 580 ksi E_min' = 580 kai Comp.1 to Grain; Fc • 1= 625 psi Fc • 1' = 625 Psi Controlling Moment: 3%2 R-tb 3.5 Ft fnun left suppoA of span 2 (Center Span) Created by combining all tleatl loads and live loads on span(s) 2 CattrOlling Shear: 1766 D At a distance d from left support of span 2 (Center Span) Created by combining all deatl loads and live loatls on span(s) 2 Comparisons with required sections: Read pf9yj¢ffi Section Modulus: 46.61 in3 49.91 in3 Area (Shear): 14.72 In2 32.38 In2 Moment of Inertia (deflection): 62.39 in4 230.84 in4 MomenC 3962 ft-Ib 4242 ft-tb Sham- 17661b 36851b Project: Location: 7 Mufti-Loaded Mufti-Span Beam (20091ntemalwnal Building Code(2005 NDS)] 5.25 IN z 1?.875 IN z 13.0 t? Gang 1..~vrr2'S0 FL 1.5E -Louisiana Pacific Section Adequate ey: 32.3°5 ControAing Factor, Defleu;on U372 LNe Load 3840 Ib 3640 Ib Dead Load 1028 Ib 1028 Ib Total Load 4668 Ib 4668 Ib Bearing length 1.19 In 1,19 in BEAM DATA Center Span Length 13 fl Unbraced Length-Top 0 R Unbraced L~gth-Bottom 13 fl Live Load Duration Fodor 1.00 No[ch Depth 0.00 MATERIAL PR(~pERT1ES Oang lam-2250 Fb-1.5E -Louisiana PaclRc Base Values GIIUSIed Bending Stress: Fb= 2250 psi Fb'= 2253 psi Cd=1.00 CF=1.00 Shear Suess: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of ElaShdry: E = 1500 ksi E' = 1500 ksi Comp. 1 to Groin: Fc -1= 730 psi Fc • 1' = 750 psi Controlling Moment: 15172 R-Ib 6.5 Ft from'eft support of span 2 (Center Span) Created Dy combining all dead loads and live badb on span(s) 2 ConVOlhng Shear. 40151b At a distance tl from left support of span 2 (Center Span) Created by combining ell dead bads and live bads on span(s) 2 Comparisons with required sections: Reo'd Provb Section Modulus: 80.82 in3 123.39 in3 Area (Shear)s 2t, f3 rrt2 62.34 irt2 Moment of IneRia (ceflealon). 553.55 iM 732.62 IM Moment 15172 ft-Ib 23182 ft-1b Shear. 40151b 11845 Ib Project: Location: 8 MulS-Loaded Multi-Span Beam [2009 Imemabonal Building Cotle(2005 NDSp 5.51Nx17.251Nz~g.O FT iXl • DcuglasFir-Larch [Nodh1 -Dry Use SocUon Adequate By: 40.8% Controlling FaMOr. Moment Livs Load 760 Ib Dead Load 505 Ib Tcta'~ Load 1265 lb gearing Length 0.37 vt 760 Ib 505 Ib 1265 Ib 0,37 m -- A tsn BEAM DATA Span Length Centef 79 ft UNIFORM LOADS Uniform L'rve load ,enter 80 pd Unbracetl Length-Top 0 ft Unhorm Dead Load 40 pB Unbracod Length-BOnom 19 ft Beam SeY Weigh 13 ph Live load Duration Factor 1.00 Total Undorm Loatl 133 ptf Notch Depth - 0.00 MATERIAL PROPER f7ES #2 -Douglas-Fir~Larch (No rth) B l A i Bending Stress- ase Fb = Va uea 875 psi tl u Fb' = sted 875 psi Cd=L00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Ctl=f.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Mln. Mod. of Elastichy: E_min = 470 ksi E min' = 470 ksi Comp. -i to Grain: Fc - 1= 625 psi Fc -1' = 625 Osi Controlling Moment: 6008 ft-Ib 9.5 Ft frcm left suDPOrt of span 2 (Center Span) Created by combining all dead toads and !Ive Wads on span(s) 2 Contrdling Shear: -1164 Ib At a diuance q from right support of span 2 (Center Span) Created Dy combining all dead loads and live bads on span(s) 2 Comparisons with required aectiom: Read ProvWed Section Modulus: 824 in3 176.02 in3 Area jShear): 10.27 in2 61.88 in2 Moment of Inertia (deflection): 316.07 m4 652.59 in4 Moment: 6008 R-Ib 8459 fl-Ib Shear: -1164 Ib 7013 b ~1N / 9/~1-{ ', ~~l r_ __ ___ __ __ ___ __ ___ __ ___ r_____________~ I ,, i i i i i i i l l ~ l l l l l III I I I I I I I I I ~~ I I I I I I I I I I~~ ~1 p$ ' ' „'; i ,2~' ~._. __ _ I~ i t ~/ I ~ i'1I I %L•f~~~ID i 1i I ~ I I ~a i i i ~~' ` it i 1 _ i i i i ~} -~ I ~ i f r1~ i i ~~/ _ I I I I I I I I ~ ~/ li i 1 1 Y`I f 4 I ;~ I I I 1' I ~; f f ~ t l l I ~------------------------~ I I I I I I I I ~- --7-.-,---------------- --' ~ " `3 23 I -- -- --' -- --- -- ;~~~ ;;~ Project Date By SO,~ ZZ G Category Project No. Sheet 4 I fi 2i6o8 N.F. 49th Circle Vancouver Washington 98682 ~~ En~~~ Phone: (360) 600-6084 Fax: (360) 944-0538 3/3t_ Foundation Daam SoN Bee,-tng Prassurs SBP:= t500•psf (assummed) continuous foundat(on footing 15 inches wide with a 8 Inch slam that is 18 inches tall. ~Allowad load for 181n tai I A:= (18•In+ 8•in - 1B•in)•15•in A = 4.6 ftZ Albwed Load SBP•A =687516 1 1 18 in Sfze Area Capacity 18" da. A:= 3.14-(9~in)2 Pall := 1500~psf•A Pap = 2649.416 24" dla. A:= 3.14•(12-in)z Pa17:= 1500 psf•A Pall =471016 24"i124" A~ 24•in44in Pal:=1500•psf~A Pau=600016 30'k30" A_ 30•In•30•In Pai,:= 1500•psf•A Pal, = 937516 32'k32" A = 32•In•32•in Pall := 1500-psf•A Pall = 10666.716 36'k36" A:= 36•In•36•in Pall := 1500•psf•A Pap = 1350016 42"x42" A:= 42•In-42•In Pal := 1500~psf~A Pail = 1837516 Convnuo~ Footing 121nch wide Capacity 1500•psf-l2-In = 1500p1f 151nch wlda Capacity 1500•psf•15•In=1875p1f ~derso Pro,~l ~~ ZZ Date- ~ eC~ ~ Category Project No. 3heex rt ~ h i ~ '~~t ~~ ~~< 21.608 N.E 49th Circle Vancouver Washington 98682 Lral EnY~~O Phone: (360) 600-6084 Fax: (360) 944-0538