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Specifications (43) mSTa®CI - CcY33q t V4(.9 Sw -tY• .,. SITE COPY STRUCTURAL CALCULATIONS for RECEIVED Plan 3111 AUG 2 9 2017 11255 SE 79th Avenue CITYTIGA RD Tigard, Oregon BUILDING DIVISION Contractor: Westwood Homes (360) 798-2534 .g t�GINE a . 1 19 OREGO 94,4, 67: 1T1 sO F4f, AWOL Project Number: 4425 July 22, 2017 Index Structural Information SI-1 Lateral Analysis L-1 thru L-14 Structural Framing F-1 thru F-15 &ers, Anne M.Anderson, P.E. A ,0 Registered Structural Engineer Washington Oregon California �,a4 . 21608 N.E. 49th Circle Vancouver Washington 98682 Kral En" Phone: (360) 600-6084 Fax: (360) 944-0538 STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor ...10 psf C. Exterior walls 10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Floor live load: 40 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=140 mph B. Exposure B C. Importance factor I=1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 5. Seismic load—based on ASCE 7-10 Section 12.14: A. Mapped Spectral Acceleration for short periods Ss=1.0 B. Mapped Spectral Acceleration for 1 second period S1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6. Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 ô.erProject PLAN 3111 Date By O JULY 2 017 AMA Category STRUCTURAL INFORMATION Project No. Sheet ok TA 4425 SI-1 fi �� 21608 N.E. 49th Circle Vancouver Washington 98682 141 Ene Phone: (360) 600-6084 Fax: (360) 944-0538 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2-Sas SEISMIC BASE SHEAR V:_ -W (EQ.12.14-11 with F=12) R S5 mapped spectral acceleration for S5:= 1.00 short periods(Sec.11.4.1) from USGS web site Si mapped spectral acceleration for Si:= 034 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) - Fa:= 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) F :- 18 Site Class D SMs:= Fa•SS 5Ms=1.1 (Eq.11.4-1) SM1:= F„-S1 SM1 =0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS:= 3• SMS 5Ds= 0.73 > 0.50g SEISMIC 2 CATEGORY Sol:= 3•5M1 SD1=0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2•5ns R:= 6.5 V:= W R 1.2.0.73 V:_ -w V:= 0.135•W 6.5 12.4 Seismic Load Combinations E:= 1.3-V (Eq.12.4-3 with redundancy factor=1.3 per 12.34.2) WSD:= 0.7•E O.7.1.3.0.135•W 0.123-W WOOD SHEAR PANELS Project Date By ,�ce'�'So KINGSTON - 3111 ,Tune 2016 - AMA Category Project No. Sheet .7:- .. LATERAL ANALYSIS 4425 L e .a �0 �e) 21608 N.E. 49th Circle Vancouver Washington 98682 gyral En�1� Phone: (360) 600-6084 Fax: (360)944-0538 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AM' L 11 —4 7.4 Psf Psf IIIIII Wind ease _y III -� Shear Length L:= 60-ft Height Ht:= 26-ft WIND:= L•Ht•(11•psf+ 7.4•psf) WIND=28704 lb SEISMIC Fr . , Wroof F2 — Wfloor — Wwall Seismic Base Shear 60-ft-43-ft Aroof=2580 ft2 Afioor:= 60•ft•43-ft Afloor=2580ft2 Wwaiis:= 4.18•ft•60•ft Wwaiis=4320ft2 SEISMIC:= (Aroar•15•psf+ Afioor•15-psf+ Wwalis•10•psf)•0.123 SEISMIC=14833.8lb WIND GOVERNS DESIGN �aerso Project KINGSTON - 3111 Juree 2016 ByAmA Category LATERAL ANALYSIS Project No. Sheet I C44425 I:2 qt �o ��ti~ 21608 N.E. 49th Circle Vancouver Washington 98682 ilj'al End' Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256.K,-KZt•Kd•V2•I EXPOSURE B WIND SPEED(3 second gust) . V3s:= 140 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KA := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KA-Kd•V352.1 qZ=24.31 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd-V3,2•I qZ=26.44 20'-25' KZ:= 0.66 qZ:= .00256•KZ•KZt•Kd-V352•I qZ=28.15 25'-30' KZ:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2-I qZ=29.85 WIND PRESSURE P:= qZ•G•CP G:= 0.85 Gust factor C. pressure coefficient For-Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.31.psf•0.85.0.8 Pw=9.92psf LEEWARD Pi_:= 0.6.24.31•psf•0.85.0.5 Pi_=6.2psf 15'-20' WINDWARD PW:= 0.6.26.44•psf•0.85.0.8 12,=10.79psf LEEWARD Pi.:= 0.6.26.44•psf•0.85.0.5 Pi_=6.74 psf AT ROOF 15'-20' WINDWARD PN,:= 0.6.26.44•psf-0.85.0.3 12,=4.05 psf LEEWARD Pi_:= 0.6.26.44•psf-0.85.0.6 Pi_=8.09 psf 20'-25' WINDWARD P„,:= 0.6.28.15•psf•0.85.0.3 PW=4.31 psf LEEWARD Pi_:= 0.6.28.15•psf•0.85.0.6 Pi_=8.61 psf fiAerso Project KINGSTON - 3111 Date By AmA y. A '''.. Category June 2016 Project No. Sheet bZ r„ LATERAL ANALYSIS 4425 1:3'cee eio 21608 N.E. 49th Circle Vancouver Washington 98682 411.al Eni'fi Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS BASED ON ASCE 7-10 CH. 27 MWFRS DIRECTIONAL PROCEDURE Cp-0.3 4.31 8•61 Assume psf psf f Cp--0.6 8 := 35 10 ft 10.79 ii psf , 8ft 6.2 psf 9.92 psf 1111 Mean Roof Height windward leeward 17+ 26.5 =21.75 2 Loads at Roof roof-upper roof-Lower Windward 4.31.psf•10•ft=43.1p If 4.05•psf•12•ft=48.6 plf Leeward 8.61•psf•10•ft=86.1 plf 8.09•psf•12•ft=97.08pIf Wall loads at upper level at Lower level Windward 10.79•psf•4•ft=43.16pIf 9.92-psf 8.5 ft=84.32p1f Leeward 6.2•psf•4•ft=24.8pIf 6.2 psf 8.5 ft=52.7 plf �� erso Project KINGSTON - 3111 Date By ' Category June 2016 Project No. Sheet LATERAL ANALYSIS 4425 L4 e ��� 21608 N.E.49th Circle Vancouver Washington 98682 lrrai Engt Phone: (360) 600-6084 Fax: (360) 944-0538 fN►No/.4 a'Doc ,r9 r. 13 p<{ i1 f 4.i.-------1-----JI t33 (08 133 °! . xnnx li `•:.• Ii II 111 ,, "" I I T II I j M d I i Ii 1 i I 11 I rt it j j II 1 '''' Iat rg �/ ts ti U I IIW r ijIiifi 1r ! 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T .it L_______ --... , 11 t- -- -- - - . -- a.erS Project ILDate By O ��C�s1'o,� - 31k' 5-5-►5 ""1"A- \C-7 0 Category Project No. Sheet LATERAL Ar.AAL`'SIS X425 L-S P' ;C, 21608 N.E.49th Circle Vancouver Washington 98682 eo Phone: (360) 600-6084 Fax: (360) 944-0538 gyral Elle f (Ai l rel D Dia UPPER LL 3113 3 213 4,rtVFIC- 1 J t S 1 ..) 3000 F I BID ood, 2 11/Oz119 l� BEDROOM I 11/8x13/4 T'' \1.451 IR 13/8x17/7 ril,„\ ItrWili - k ''' 4.-;' h e - ' IF . 1 (.., .. e A ® ® Az Ii' r BFD10/1x1R003/14ff2 3 f 1-1 tr)I 91'J/i WIC BONUS 18/10x12/2 \.6Date By erSb Project k{ ysToN -- 3111 5-5-15 - dk Category Project No. Sheet LAT E(2A L A t.I"ti`t C l$ ,,, �ZS L(0 LJ� � , 21608 N.E.49th Circle Vancouver Washington 98682 ��' Phone: (360) 600-6084 Fax: (360) 944-0538 gy ral En$�"¢ lti.)I n o r4 Low E12--1-E V E L -3 z►► —› r-- —.1 COVERED PATIO gPI ,sn,�a 1 16/o' 1 5151 > , I i'1Q 0),(2,4/01 '41 1111 I .1131 I I %4 1 3 ! 1 DINING 13/ 1 ort Wrairtaig Ar i ror ,1%1NOxi2/2 `* -+. i � 1 1 1.- 0 ❑❑ C//,9 " $17 s,„& Project Date By e SO �s �tosTo�, — -31115..5As „. 0 Category Project No. Sheet tAT E F2�4 L ,c�n(At L s 1 S 44 5 L1 cn ao . #' 21608 N.E.49th Circle Vancouver Washington 98682 64' Phone: (36o) 600-6084 Fax: (360) 944-0538 `viral air. SHEAR WALL DESIGN Pdi Pdl I WdI le f b I .<-- - p 00 P:= wind V:= seismic h , 1 L R=Holdown Force Based on Basic Load Combinations 0.60+ 0.6W 0.6•D+ 0.7•E Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6•(Wdi+ Wwaii)•(2 + 0.6•Pdi•L Mot —Mr Holdown Force R:= L iva`erSo Project KINGSTON - 3111 Date 22026 Bye Category Project No. Sheet V) LATERAL ANALYSIS 4425 L 5 et es 0 • 0 e,04.,~ 21608 N.E. 49th Circle Vancouver Washington 98682 ural Eng' Phone: (36o) 600-6o84 Fax: (360) 944-0538 Shear Walls at Right Elevation Upper Level Wind Force P:= 3213-lb P=32131b Length of wall. L:= 15ft+4ft+ 9ft+ 5ft L=33ft P Shear v:= — v=97.36p1f 5 Overturning Mot:= P•8•ft-- Mot=3894.55lb-ft Moment 33 (5•ft)2 Resisting Mr:= 0.6•(15•psf•5•ft+ 10•psf•8•ft)• 2 + 0.6.400-Ib•5-ft Moment Mr=2362.51b•ft Mat— Mr Holdown =306.411b Force 5•ft• Main Level Wind Force P:= 6844-lb P=68441b Length of wall L:= 19-ft+ 8•ft+ 5ft+ 9ft L=41ft P Shear. v:= — v=166.93p1f 9 Overturning Mot:= P•9-ft'— Mot=13521.07 lb•ft Moment 41 (9•ft)2 Resisting Mr:= 0.6•(15•psf•5-ft+ 10•psf•18•ft)• 2 + 0.6.600•Ib-9-ft Moment Mr=9436.5 Ib-ft Holdown Mot— Mr Force =453.84 lb 9.ft e Project KINGSTON - 3111 Date ByAMA June 2016 Category Project No. Sheet LATERAL ANALYSIS 4425I. L 1 o ¢ 21608 N.E. 49th Circle Vancouver Washington 98682 Ural EIe Phone: (360) 600-6084 Fax: (360) 944-0538 Sh ear Walls at Rear Elevation Upper Level Wind Force P:= 3000•Ib P=300016 Length of wall L:= 4.ft+ 18ft+ 9ft L=31ft Shear v:= — v=96.77pif O 4 Overturning Mot:= P•8•ft•— Mat=3096.77lb•ft Moment 31 (4-ft)2 Resisting Mr:= 0.6•(15•psf•5•ft+10.psf•8•ft)• + 0.6.400-lb•4•ft Moment 2 Mr=17041b•ft Mot— Mr Holdown =348.19Ib Force 4 ft• Main Level Wind Force P:= 51571b P=51571b Length of wall L:= 13ft L=13ft Shear v:= L v=396.69pIf O Overturning Mot:= P-9•ft Mot=46413Ib•ft Moment (13.ft)2 Resisting Mr:= 0.6•(15-psf•5•ft+ 10-psf•8•ft)• + 0.6.600-lb•13-ft Moment 2 Mr=125388lb•ft Mot-- Mr Holdown =2605.731b lei'cz4 Force 13 ft tv&erSo Project KINGSTON - 3111 AmA Date 2016 te By Category Project No. Sheet LATERAL ANALYSIS 4425 L Io e'A 21608 N.E. 49th Circle Vancouver Washington 98682 ' i Enol Phone: (360) 600-6084 Fax: (360) 944-0538 Shear Walls at Left Elevation Upper Level Wind Force P:= 3213•Ib P=32131b Length of wall L:= 9-ft•2+ lift L=29ft Shear v:= L v=110.79p1f 9 Overturning Mot:= P•8•ft•2—9 Mot=7977.11b•ft Moment (9.ft)2 Resisting Mr:= 0.6•(15•psf•5-ft+ 10•psf•8•ft)• 2 + 0.6.400.1b•9•ft Moment Mr=5926.5 lb-ft Mot– Mr Holdown =227.84 lb Force 9 ft Main Level Wind Force P:= 6844•Ib P=68441b Length of wall L:= 20.ft+ 6Ft+ 11ft L=37ft Shear v:= L v=184.97pIf 6 Overturning Mat:= P 9 ft 37 Mot=9988.541b•ft Moment. (6.ft)2 Resisting Mr:= 0.6.(15.psf•5•ft+ 10•psf-18•ft)• 2 + 0.6.600•Ib-6-ft Moment Mr=4914lb•ft Holdown Mot– Mr Force =845.76 lb 6•ft Project Date By �, .e'rS'o KINGSTON - 3111 June 2016AMA vA Category Project No. Sheet ci, tuo LATERAL ANALYSIS 4425 LAI tzFJ� 21608 N.E. 49th Circle Vancouver Washington 98682 ral Efl Phone: (360) 600-6084 Fax: (360) 944-0538 Shear Walls at Front Elevation Upper Level Wind Force P:= 3803-lb P=3803 lb Length of wall L:= 3-ft-4+ 4ft•3 L=24ft Shear v:= — v=158.46p1f (12) 3 Overturning M := P•8-ft•— Mot=38031b-ft Moment 24 (3 ft)2 Resisting Mr:= 0.6•(15•psf•3-ft+ 10-psf•e•ft)• + 0.6-400-lb-3-ft 2 Moment Mr=1057.51b-ft Mot— Mr Holdown =915.17 lb Force 3-ft Main Level Wind Force P:= 6577-lb P=65771b Length of wall L:= 2.5•ft-2+ 3.5•ft•2 L=12ft Shear v:= — v=548.08plf �)< It O v 3.5 Overturning Mot:= P•9•ft- - Mot=17264.63Ib•ft 12 Moment (3.5•ft)2 Resisting Mr:= 0.6•05•psf.3-ft+ 10-psf•18-ft)• + 0.6.600•ib•3.5•ft Moment 2 Mr=2086.88Ib•ft Holdown Mot — Mr WIT=4336.5 lb Force 3.5•ft � o Project KINGSTON - 3111 Date By AMA vv. June 2016 Category Project No. Sheet U, txo •ANALYSIS . 4425 L- _ 0 ��ti~ 21608 N.E. 49th Circle Vancouver Washington 98682 //'(7/ En ' Phone: (360) 600-6084 Fax: (360) 944-0538 Shear.Walls Con't Wall between garage and laundry Wind Force, P:= 1439•Ib P=14391b Length of wall L:= 10•ft L=10ft P Shear v:= L v=143.9 plf Overturning Mot:= P•9•ft Mot=129511b•ft Moment (10•ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•18•ft)• + 0.6.600•lb•10•ft Moment 2 M�=10350lb•ft Holdown Mot— Mr Force =260.11b 10•ft Rear Walls of Family Room Wind Force P:= 3211•lb P=321116 Length of wall L:= 5•ft•2 L=10ft P Shear v:= — v=321.1 plf 0 L 5 Overturning Mot:= P•9•ft•— Mot=14119.5Ib•ft • Moment 10 (5•ft)2 Resisting Mr:= 0.6•(15-psf•3-ft+ 10•psf•9•ft)• 2 + 0.6.400•Ib•5•ft Moment Mr=22125Ib•ft Holdown Mot— Mr Force =2447.41b k11 11- 5•ft ` a.ers Project KINGSTON - 3111 Date aoi6ate, A rse. By AMA Category LATERAL ANALYSIS Project 4425 No. Sheet L.:13 i3 CA WOP r.t'Oe �Z 21608 N.E. 49th Circle Vancouver Washington 98682 Irral End' Phone: (36o) 600-6084 Fax: (360) 944-0538 • CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE V35:= 140-mph Exp.B P:= qh [(GCpf) -(GCp')] MEAN ROOF HT=30 ft(max) A := 25 KZ:= 0.70 KZt 1.0 Kd:= 0.85 V:= 140 1:= 1.0 qh:= .00256-K2-KA•Kd-V2-I qh=29.9 psf G•Cpf From Fig 28.4-1 0 := 25 GCpf:_ -0.61 G Cpf:= 0.18 P:= qh [(GCpf) -(GCp1)] P=-23.6 psf USING LOAD COMBINATION 16-15:0.6D+0.6W MAX NET UPLIFT-USE ROOF DEAD LOAD =12 PSF lb W:= 0.6-12-psf- 0.6.23.6•psf W=-7--- uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: TRIBUTARY AREA At:= 15ft•22•ft At=330ft2 UPLIFT U:= At•W U =-2296.8 lb • USE(2)Simpson HTS24's Ae‘6.erso Project KINGSTON - 3111 Date By Alm June 2016 Category Project No. Sheet LATERAL ANALYSIS 4425 � ¢� 21608 N.E. 49th Circle Vancouver Washington 98682 e,�ral ET4NY Phone: (36o) 60o-6084 Fax: (36o) 944-0538 i2.tear Fre A r-t 1 rJ G v..)d. 15 47 5 F wt., = 25PsF 1 ?r iI, 34f fl N oy ! 1 li , ill Plirl 11 1 I li.._I �1 1 TTS. ir . , ti ?, / Ti ! 1, � II I i fE. r '11 ' i I —--- l'e - ( 41i 1 "PA __ , I r I r-a- Ii U 1447 oRrs, Project Date By ilzc$‘ VI NI C,5 r v,., - 3,f II 5-S-IS >°cnAA- 0 Category Project No. Sheet F4Atvl14 Co 4425 F-1 21608 N.E.49th Circle Vancouver Washington 98682 gyral En$�'�' e�' Phone: (360) 600-6084 Fax: (360) 944-0538 -- I /2 A C.UL 12.0.= :---1_ . .-La S 1 ef> Is Hog , - 81 11=92 1 BEI/9 11(8x,3/4 I 13/6x17/7 1 17 -----Vi ® : t"' — L e ,Q, ® ® a x.15 i ill -v---j . Ike �I. ..." BFIWROO)q3 t .--7,7.--i/i- - -- -"-- ,o/,x13/2 / .-i/F wC le 18/10*2/2 ?' e 1-=--i-L.._.. j is" �.ers Project k GS r o N -- 3 , Date By 5-5-15 Arw•A- `r Category Project No. Sheet Cn bo r2Ar1t,1 G 44 F-2 , 21608 N.E. 49th Circle Vancouver Washington 98682 � Phone: (360) 600-6084 Fax: (360) 944-0538 gyral Enemao Project: page Anne Jerson Location:HDR1 ,, Anderson Structural Engineering Multi-Loaded Multi-Span Beam tr _ 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)1 Vancouver,WA 98682 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:2.4% StruCalc Version 8.0.113.0 5/6/2015 2:25:35 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN 111682 Dead Load 0.02 in Total Load 0.06 IN L/1198 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A_ Live Load 2521 lb 1761 lb Dead Load 926 lb 826 lb Total Load 3447 lb 2586 lb 2 j Bearing Length 1.58 in 1.18 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf Base Values Adjusted Total Uniform Load 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi POINT LOADS-CENTER SPAN Cd=1.15 CF=1.10 Load Number One LQ Shear Stress: Fv= 180 psi Fv'= 207 psi Live Load 3282 lb 1000 lb Cd=1.15 Dead Load 1000 lb 700 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2 ft 4 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 6843 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3447 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 72.12 in3 73.83 in3 Area(Shear): 24.98 in2 39.38 in2 Moment of Inertia(deflection): 88.86 in4 415.28 in4 Moment: 6843 ft-lb 7004 ft-lb Shear: 3447 lb 5434 lb �3 2 r.r p t.=,,c.y t'`—C.a Nu"1 c..v tom` = 44 a p r Ai --.1 I COVERED PATIO -J Oq^�(MWI 4Wiji/0 igy� 4 g {© . . 4104. Herz I {! N Oti „ to/ixnl/o 1 .1 • p 1 ( - ,___ siOr oia is . a 0 , I OPT. I DINING j CAR j 1 0 13/4x11/54 6. . J f , ! / . ;�- ‘t. r;nso I �7 i " I 4y17. r I ® DEN 11/1042/2 y coJ 5Y2 iz.( I. i MB 0 t4., h44 1 ❑D r / . 011- Project Date By erso VArtCosTo — 3 11 5 a5 VA'0 Category Project No. Sheet .aA,MtNI C_ 44L5 F- 4- cAb.0 v .„ 21608 N.E. 49th Circle Vancouver Washington 98682 o Phone: (360) 600-6084 Fax: (360) 944-0538 `(4rtal Elle Wdl- W 5 Wu- l/5 v V 4 \r gYixioYz. &L. ii .,_ L- 11 42.3So Wdl- doe (II \t V \ ,i X 5Y2, t 1YZ Cot- t L-ZO 111300 Wdl- lad W11- 52.0 NI V SYnc1uVs GL oA I L- 1 Z- 3'�i x l t t/ L.S t. 3`Ioo Wdl- boo MI-two (4) �f v \ '' z 3Yzxtz C-� zIL- • a `�� xlilts V 1r Coo° 4VdI- l3a ( 5) WII- 520 4 v \./ ti r v 5 t/a. x t i fZ GI— L- L.L- 21.5 viSY Wdl- 130 44 II-37,0 *Au . `‘ ® .. Glo°2 1 111101111 5v2- x24 (.,L. A. L- .?1-S tyg1L117 1.2$25 ,,,o, Project Date By AWA- TA er�� t c -roN 3i11 s-s-ls Category Project No. Sheet PRAM'Nita 4425 F-5 w- i.,47 21608 N.E. 49th Circle Vancouver Washington 98682 ez Phone: (360) 600-6084 Fax: (360) 944-0538 metal En 's' page Project: Anne-,—,derson Location:HDR2 - Anderson Structural Engineering Multi-Loaded Multi-Span Beam i* 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:33.2% StruCalc Version 8.0.113.0 5/6/2015 2:19:42 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U2344 Dead Load 0.02 in Total Load 0.05 IN L/1404 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L1240 REACTIONS A 5 Live Load 2100 lb 2100 lb Dead Load 1406 lb 1406 lb Total Load 3506 lb 3506 lb Bearing Length 1.60 in 1.60 inz BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 700 plf MATERIAL PROPERTIES Uniform Dead Load 460 plf Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 1169 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1139 psi Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc = 625 psi Controlling Moment: 5258 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3506 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 55.42 in3 73.83 in3 Area(Shear): 25.4 in2 39.38 in2 Moment of Inertia(deflection): 70.98 in4 415.28 in4 Moment: 5258 ft-lb 7004 ft-lb Shear: 3506 lb 5434 lb Project: page Andeun Location: 1 , - Andersonrson Structural Engineering Multi-Loaded Multi-Span Beam . ;'.4410.;- 21608 NE 49th Circle or [2009 International Building Code(2005 NDS)] $ Vancouver,WA 98682 5.5INx10.5INx17.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:47.7% StruCalc Version 8.0.113.0 5/6/2015 2:20:18 PM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.34 IN 11593 Dead Load 0.23 in Total Load 0.58 IN L/354 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1488 lb 1488 lb Dead Load 999 lb 999 lb Total Load 2486 lb 2486 lb W Bearing Length 0.70 in 0.70 in - - -- — -— BEAM DATA Center 17 ft Span Length 17 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 175 plf Camber Required 0.23 Uniform Dead Load 105 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 293 plf 24F-V4-Visually Graded Western Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-I-to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 10567 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2486 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 45.94 in3 101.06 in3 Area(Shear): 12.24 in2 57.75 in2 Moment of Inertia(deflection): 359.23 in4 530.58 in4 Moment: 10567 ft-lb 23244 ft-lb Shear: 2486 lb 11733 lb page Project: Annerialerson Location:2 ,,' Anderson Structural Engineering Multi-Loaded Multi-Span Beam '11"v21608 NE 49th Circle of [2009 International Building Code(2005 NOS)] -0- Vancouver,WA 98682 5.5INx19.5INx20.0FT 24F V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/6/2015 2:20:44 PM Section Adequate By:32.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.43 IN U559 Dead Load 0.25 in Total Load 0.68 IN U354 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 7300 lb 7300 lb Dead Load 4232 lb 4232 lb Total Load 11532 lb 11532 lb w Bearing Length 3.23 in 3.23 in � � .w. .. ; _;7 BEAM DATA Center 20 ft Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 730 plf Camber Required 0.25 Uniform Dead Load 400 plf Notch Depth 0.00 Beam Self Weight 23 plf MATERIAL PROPERTIES Total Uniform Load 1153 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2623 psi Cd=1.15 Cv=0.95 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. to Grain: Fc- = 650 psi Fc--L'= 650 psi Controlling Moment: 57662 ft-lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 11532 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 263.75 in3 348.56 in3 Area(Shear): 56.76 in2 107.25 in2 Moment of Inertia(deflection): 2306.13 in4 3398.48 in4 Moment: 57662 ft-lb 76204 ft-lb Shear: 11532 lb 21790 lb r page Project: Anne,-.,liierson / Location:3 V '�g Anderson Structural Engineering Multi-Loaded Multi-Span Beam , 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5INx10.5INx12.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:57.5% StruCalc Version 8.0.113.0 5/6/2015 2:21:08 PM LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.25 IN L/567 Dead Load 0.07 in Total Load 0.32 IN L/445 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 3120 lb 3120 lb Dead Load 855 lb 855 lb Total Load 3975 lb 3975 lb W Bearing Length 1.11 in 1.11 ins , BEAM DATA Center 12 ft Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj. Factor 1 Uniform Live Load 520 plf Camber Required 0.07 Uniform Dead Load 130 plf Notch Depth 0.00 Beam Self Weight 13 plf MATERIAL PROPERTIES Total Uniform Load 663 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.--to Grain: Fc---= 650 psi Fc---'= 650 psi Controlling Moment: 11925 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3975 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 59.63 in3 101.06 in3 Area(Shear): 22.5 in2 57.75 in2 Moment of Inertia(deflection): 336.91 in4 530.58 in4 Moment: 11925 ft-lb 20213 ft-lb Shear: 3975 lb 10203 lb F1 Project: page Anderson Structural Location:3 Anderson Structural Engineering Multi-Loaded Multi-Span Beam 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 3.5 IN x 11.875 IN x 12.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 8.0.113.0 5/6/2015 2:21:24 PM Section Adequate By:24.8% Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.32 IN 0449 Dead Load 0.09 in Total Load 0.41 IN 0352 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria:0240 REACTIONS A Live Load 3120 lb 3120 lb Dead Load 858 lb 858 lb Total Load 3978 lb 3978 lb w Bearing Length 1.42 in 1.42 in _ -- —- - �c BEAM DATA Center 12ft Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center 1 Notch Depth 0.00 Uniform Live Load 520 plf MATERIAL PROPERTIES Uniform Dead Load 130 plf Beam Self Weight 13 plf 1.55E Timberstrand LSL-iLevel Trus Joist Total Uniform Load 663 plf Base Values Adjusted Bending Stress: Fb= 2325 psi Fb'= 2327 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Comp. to Grain: Fc- 1-= 800 psi Fc- = 800 psi Controlling Moment: 11934 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3978 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 61.53 in3 82.26 in3 Area(Shear): 19.25 in2 41.56 in2 Moment of Inertia(deflection): 391.25 in4 488.41 in4 Moment: 11934 ft-lb 15953 ft-lb Shear: 3978 lb 8590 lb F1,o page Project: / Anne Ierson Location:4 ;R t Anderson Structural Engineering Multi-Loaded Multi-Span Beam .. 21608 NE 49th Circle [2009 International Building Code(2005 NDS)] e.., Vancouver,WA 98682 3.5 IN x 12.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/6/2015 2:22:22 PM Section Adequate By:27.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.11 IN U892 Dead Load 0.06 in Total Load 0.17 IN U566 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4240 lb 4240 lb Dead Load 2436 lb 2436 lb Total Load 6676 lb 6676 lb w Bearing Length 2.93 in 2.93 in BEAM DATA Center Span Length 8 ft 11111111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 1060 plf Camber Required 0.06 Uniform Dead Load 600 plf Notch Depth 0.00 Beam Self Weight 9 plf MATERIAL PROPERTIES Total Uniform Load 1669 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod_of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. -to Grain: Fc-1= 650 psi Fc---'= 650 psi Controlling Moment: 13353 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6676 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 58.06 in3 84 in3 Area(Shear): 32.86 in2 42 in2 Moment of Inertia(deflection): 213.61 in4 504 in4 Moment: 13353 ft-lb 19320 ft-lb Shear: 6676 lb 8533 lb page Project: y / Anne rmderson Location:5 t <zAnderson Structural Engineering Multi-Loaded Multi-Span Beam « 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)) "` Vancouver,WA 98682 5.51N x 18 0 IN x 21.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 5/6/2015 2:21:49 PM Section Adequate By:37.9% Controlling Facto . Deflection LOADING DIAGRAM Factor. DEFLECTIONS Center Live Load 0.52 IN L/497 Dead Load 0.15 in Total Load 0.671 IN L/385 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 5590 lb 5590 lb Dead Load 1628 lb 1628 lb Total Load 7218 lb 7218 lb w Bearing Length 2.02 in 2.02 in -, BEAM DATA Center 21.5 ft Span Length 21.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 520 plf Camber Required 0.15 Uniform Dead Load 130 plf Notch Depth 0.00 Beam Self Weight 21 plf MATERIAL PROPERTIES Total Uniform Load 671 plf 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2283 psi Cd=1.00 Cv=0.95 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Comp.-Ito Grain: Fc-1= 650 psi Fc- i'= 650 psi Controlling Moment: 38798 ft-lb 10.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7218 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 203.93 in3 297 in3 Area(Shear): 40.86 in2 99 in2 Moment of Inertia(deflection): 1937.67 in4 2673 in4 Moment: 38798 ft-lb 56505 ft-lb Shear: 7218 lb 17490 lb page Project: Anne son Stru Location:6 11' - Anderson Structural Engineering son / Multi-Loaded Multi-Span Beam 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5INx24.0INx21.5FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 12.1% StruCalc Version 8.0.113.0 5/6/2015 2:24:06 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.46 IN L/556 Dead Load 0.22 in Total Load 0.69 IN L/376 2 f Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 4 4. Live Load 10242 lb 8620 lb TR1 Dead Load 4705 lb 4205 lb Total Load 14948 lb 12825 lb W Bearing Length 4.18 in 3.59 in - -----�--- �;µ,.. ..." ;:=�,�a;.ai , w:a.;a,�-",rte ya: :.= , .�_..ram .��*u-m.,.- ,.,,* BEAM DATA Center Span Length 21.5 ft 1111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Camber Adj.Factor 1 Uniform Live Load 320 Of Camber Required 0.22 Uniform Dead Load 130 plf Notch Depth 0.00 Beam Self Weight 29 plf MATERIAL PROPERTIES Total Uniform Load 479 plf 24F-V4-Visually Graded Westem Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 3282 lb 6000 lb Fb_cmpr= 1850 psi Fb'= 2551 psi Dead Load 1000 lb 3000 lb Cd=1.15 Cv=0.92 Location 5 ft 12 ft Shear Stress: Fv= 265 psi Fv'= 305 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.15 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 540 plf Min.Mod.of Elasticity: E—min= 930 ksi E_min'= 930 ksi Left Dead Load 300 plf Comp.-1-to Grain: Fc--I-= 650 psi Fc--i-'= 650 psi Right Live Load 540 plf Right Dead Load 300 plf Controlling Moment: 100102 ft-lb Load Start 6 ft 11.82 Ft from left support of span 2(Center Span) Load End 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft Controlling Shear: 14948 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 470.88 in3 528 in3 Area(Shear): 73.57 in2 132 in2 Moment of Inertia(deflection): 4099.9 in4 6336 in4 Moment: 100102 ft-lb 112246 ft-lb Shear: 14948 lb 26818 lb F 13