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Specifications (18) S ri-032:7& 1 '1165 e [1:511A A v _ STRUCTURAL CALCULATIONS for Cascade Plan ..iE.,EIVEI- Tax Lot ID: 2S109AA00300 JUL 13 2017 Washington County, Oregon CITY OF TIGAR BUILDING DIVISION Contractor: Pacific Lifestyle Homes (360) 573-8081 oo P : .. t. „p , LN '... 1 44? X9619 , ` x OREGON ,1,,s , Atiti Expires:December 31,2017 Project Number: 3278 May 2, 2017 Index Structural Information SI-1 Lateral Analysis ....L-1 thru L-12 Framing Analysis. F-1 thru F-11. 6.erSAnne® M.Anderson, P.E. lig\'' Registered Structural Engineer Washington Oregon California A , ‘ 1 - \ex ~,, , ��.41D 21608 N.E. 49th Circle Vancouver Washington 98682 `� Phone: (360) 600-6084 Fax: (360) 944-0538 ./'al Ene STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2012 International Residential Code(IRC) 2012 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 1=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 51 .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 2012 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 35 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 e rs Project - Date By Category Project No. STRUCTURAL INFORMATION 4 53 0 Sheet SI-1 �'��7TA7, g 21608 N.E. 49th Circle Vancouver Washington 98682 bra Eng Phone: (360) 600-6084 Fax: (360) 944-0538 SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR V 1.2-SDs W (Eq.12.14-11 with F=12) R Ss mapped spectral acceleration for S5:= 1.00 short periods(Sec.11.4.1) from USGS web site Si mapped spectral acceleration for Si:= 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa 1.1 Based on Soil F„ Site coefficient(Table 11.42) F„:= 1.8 Site Class D 5M5:= Fa•Ss SM5=1.1 (Eq.11.41) Smi:= F„-St SM1 = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2SEISMIC 5D5= 3'SMs Svs= 0•� > 050g CATEGORY 2 D PER TABLE 11.6-1 SO1:= 3.5M1 Sot= 0.41 1.2•Svs R:= 6.5 WOOD SHEAR PANELS R 1.2.0.73 V:_ -•W V:= 0135-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 0.7-1.3.0.135-W 0.123•W WOOD SHEAR PANELS 6.e rtc, Project Date By ® 412 41-Z5®t5 �-"" - Category Project No. Sheet cn LATERAL ANALYSIS L-- I A 45-*0 o� ��' 21608 N.E.49th Circle Vancouver Washington 98682 �rta1 E re Phone: (360) 600-6084 Fax: (360) 944-0538 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND �" -- 7 psf 11 sf R Wind ease Ht Shear ILength L:= 58f t Height Ht:= 21•ft WIND:= L•H.t•(11•psf+7.psf) WIND=21924 lb SE ISMIC Fr 5 Wroof wail Seismic ease Shear Aroof 58•ft•54•ft Wr:= Ar •15•psf+2.(4.5•ft•54•ft)•10•psf Wr=518401b Wwaiis:= 2.9•ft•54•ft SEISMIC:= (A1 15 psf+ Wwai s•10•psf)•0.123 SEISMIC=6974.1 lb WIND GOVERNS DESIGN • )4•e Project Date By Category Project94-5-15 No. Sheet b„� g LATERAL ANALYSIS L—Z �� 21608 N.E.49th Circle Vancouver Washington 98682 rad E 6 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•Kz•Kzt•Kd•V2-I EXPOSURE B WIND SPEED(3 second gust) V3,:= 140 mph IMPORTANCE FACTOR I:= 1.0 • TOPOGRAPHICAL FACTOR Kit:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•Kzt•Kd•V3s2-I qz=24.31 (varies/height) 2 15'-20' KZ:= 0.62 qz:= .00256-K,-Kzt•Kd•V3s •1 qz=26.44 20'-25' KZ:= 0.66 qz:= .00256-K,•Kit•Kd•V3s2•I qz=28.15 25'-30' K.,:= 0.70 qz:= .00256.K,-Ict•Kd•V3s2-I qz=29.85 WIND PRESSURE P:= gz•G•C1, G:= 0.85 Gust factor C1, pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per 1BC 1605.3.1 AT WALLS 0'-15' WINDWARD P,,,:= 0.6-24.31-psf•0.85.0.8 Pw=9.92 psf LEEWARD PL:= 0.6.24.31•psf•0.85.0.5 PL=6.2 psf 15'-20' WINDWARD Pw:= 0.6.26.44•psf•0.85.0.8 Pw=10.79psf LEEWARD PL:= 0.6.26.44•psf-0.85.0.5 PL=6.74 psf AT ROOF 15'-20' WINDWARD PN,:= 0.6.26.44•psf•0.85.0.3 Pw=4.05 psf LEEWARD Pi_:= 0.6.26.44•psf•0.85.0.6 Pi_=8.09 psf 20'-25' WINDWARD Pw:= 0.6.28.15•psf•0.85.0.3 P,N=4.31 psf LEEWARD PL:= 0.6.28.15•psf•0.85.0.6 PL=8.61 psf a.ersN Project Date By og �' 0 pzw — zji2� 9-v5-15 Ai.A. 7 '0 , Cate Project No. Sheet r„ /10 LATERAL ANALYSIS ® L-3 et P 451) e, 21608 N.E.49th Circle Vancouver Washington 98682 � l'a1 Etti1 - Phone: (360) 600-6084 Fax: (360) 944-0538 WIND DESIGN IS BASED ON ASCE 710 CH. 27 MWFRS DIRECTIONAL PROCEDURE Cp-0.5 4.058.09- '‘( 1 PA psf Cp_-0-6 Assume 0 := 35 14 ft 6.2 9.92 10 ft Psf psf t windward leeward Roof Loads max roof height garage roof height Windward 4.05-psf.14-ft=56.7 plf 4.05-psf.12-ft=48.6 plf Leeward 8.09•psf•14•ft=113.26plf 8.09-psf-12•ft=97.08 plf Wall loads Windward 9.92•psf•5-ft=49.6 pif Leeward 6.2•psf•5•ft=31 plf a.e rr Project L Date By C) p 4 t 2� 9-Z5-l9 y 0 Cate o Project No. Sheet cn bo g LATERAL ANALYSIS ® L-4 c., �'� 21608 N.E.49th Circle Vancouver Washington 98682 ''1'ai Eu 'g Phone: (360) 600-6084 Fax: (360) 944-0538 L...1tn1 o 0 %J 2.c)0F_ Zvi s 2®' eli J sl ,i1 J, % sE t . E � (- 4„ 44 E r Y E I I I I I I r- L ---♦. ....J 12 a a STI r- 61 a 1 .---- OMRI 1e ., I I 6{RGER I i ti '\\K. :\\\. X71 r-0 -#•/-ai ; - 1 8 6T 0 I 1 / l 1 SN..aer&% Project L/4 Date By VA .'01" Category cNo. Sheet SrY ProjectL:. 5 L Alg L. NN/0..c.YslS 453o te ,' 21608 N.E.49th.Circle Vancouver Washington 98682 1.-(11Pal �� Phone: (360) 600-6084 Fax: (360)944-0538 al En$1 e {/V I P4 0 o Asa s-1-4e An.WA LL.s M g 5® .?S' , wk, — d I Tr. ram rettiOXjS33 Q.b.. lQ �T it P.CC�\ III i lVCIC 2 1&Rwa5WwMIIIItlg SEE 211 Il 11 • --- m_7,,. -.=i , .._-- --7 Co $ -- — --- —dew r........—=-- ''' II �-ma iia 508 c0FFtri50 CHUM I I 4 2:OF r--- � FOOTPRINT OF UPPER FLOOR 1 ,-‘..] N+ g • • G liONO3R1:1 I4 0 I 4 1 OWNERS SUITE • 1 -----�------"�-..... 14•.6.122.0 I / 1 Rli l Y• y :.' i O- BATH 1 I 0 1 r V i1 I I I J - - I � % A - - 6 - I® _ gj ®4 ;: (3A 1 OPT.TRAY J `ham I MUM 1 i GIRDER • ' i . . , ---i i i i /LIN 6_ 4 ,_.... G oda I 031 i I `Z = Gi 8OR-ELEVATIONO sit ►L---••�-^�•••�, X 1 -' I EZ ,..... 1111=FT 0 • / 4,• II . N GIRDER-ELEVATION D&E ? ,. I I _ 1 II II Iii II o { I 11 11 BaQATStii 43 4.1 IiLE.E Otp.Y 2 I d i 1 WALL RL IEE/.E errI.• ; 1 1100'RIII IT OF UPP(1FFLLOOR o I - �� _�_ 4 ..�, 6..S 4 GOOF �_ e Project Date By ,iiicolS\'',A,1•01 Category Project No. Sheet WO IA7'6RAd. ANAv,4s,1,,i 550 . L�to ,�' 21608 N.E. 49th Circle Vancouver Washington 98682 Ili/ .fi� Phone: (360) 600-6084 Fax: (360) 944-0538 En� SHEAR WALL DESIGN Pdi PdI t1 . �rJdl . .. "'® P P.= wind ::, Y: seismic h r L 1 =Hol down Force Based on 2012 lSC Basic Load Combinations 0.60+ 0.6W 0.6•D + 0.7•E Overturning Moment: Mot:= P•h 2 L Resisting Momant: Mr:= 0.6-�Wd� + Wwaii) 2 � ) + 0.6 Pd�•L Mot— Mr Holdown Force R:_ L ei.erS Project et... Date By p 2� R-Z5�-15 yomY Cate o Project No. Sheet � � g �' LATERAL ANALYSIS ,� ® L�� rt0 ��ti 21bo8 N.E.49th Circle Vancouver Washington 98682 �1.ai En�•'fi Phone: (360)60o- , oo-6084 Fax: (360)944-®538 Right Elevation Shear Walls Wind Force P:= 72801b P—7280 lb Length of wall L:= 5•ft•2+7ft+ 13ft+4ft+ 6ft L=40ft P v=182plf0 Shear v:= L 4-ft Mot=65521 b•ft Overturning Mot P•9•ft• 40-ft Moment (4 ft)2 Resisting Mr:= .6•(15•psf•6•ft+ 10•psf•9•ft)• 2 + 500•lb•4•ft Moment Mr=28641b•ft Mot— Mr Hoidown4ft =9221b Force Left Elevatbn Shear Walls Wind Force P:= 7280•1b P=7280 Ib Length of wall L:= 18•ft+ 16-ft+ left L=50 ft P Shearv:= L v=145.6pIf 0 Overturning 18•ft Moment Mot:_ P•9•ft•50•ft Mot=23587.2lb•ft (18ft)2 Resisting Mr:= .6.(15•psf•6•ft+ 1O•psf•9•ft)• + 500•Ib•18•ft 2 Moment Mr=26496ib•ft Mot— Mr Holdown =—161.6 lb Force 18•ft 8‘ers, Project L Date By Airdale O 41 z , 1,5+15 T 0 Category Project No. Sheet Ci) LATERAL ANALYSIS L s. rt 45'3® '''' -4, 0 0 21608 N.E.49th Circle Vancouver Washington 98682 4z a1 E��Nfie' Phone: (360)600-6084 Fax: (360)944-0538 I Shear Walls at Front Elevation Wind Force P:= 7684.1b Length°Nall l L:= 2•ft•2+4ft•2+ 3ft•2 L=18ft P Sh ear v:_ L v=426.89 plf 0 Overturning 3 Moment M"t P•9•ft•i8 Mot=11526lb•ft Resisting (3•ft)2 Moment Mr .6•(15•psf•3•ft+10•psf•9•ft)• 2 + 500•lb•3•ft Mr=1864.51b-ft Ma—(Mr) Holdown 3 ft =3220.5 lb 011 f Force S ear Walls at Rear Elevation Wind Force P:= 7684-lb P=76841b Length of wall L:= 4•ft•2+ 3•ft•4 L=20ft P Shear v:_ -- v=384.2 plf =.J L Overturning 4 Moment Mot P'9'ft'20 Mot =13831.2lb•ft (4.ft)2 Resisting Mr:= .6•(15•psf•6•ft+10•psf•9•ft)• 2 + 500-lb-4-ft Moment Mr=2864lb•ft Mot —(Mr) Holdown 4 ft =2741.8 lb 4 Force a,e rS Project PLM ii 12.- Date By 7, A ,0 Category LATERAL ANALYSISProject No. Sheet 4'530 LI 0 e 6¢IL Ar 21608 N.E. 49th Circle Vancouver Washington 98682 ?iralEne Phone: (360) 600-6084 Fax: (360) 944-0538 CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS Vas:— 140•mph Exp•5 ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh.[(GCpf) —(Gcpf)] MEAN ROOF HT=30 ft(max) 0 := 26.6 Kz:= 0.70 Kzt:= 1.0 Kd:= 0.85 V:= 140 I:= 1.0 qh:= .00256•Kz•Kit•Kd•V2.1 qh=29.9 psf G•CPf FIG 28.4-1 0 := 20 GCpf:= —0.69 (Zone 3E) 0 := 30 GCpf:= —0.53 (Zone 3E) 0 := 25 GCpf:= —0.61 GCp;:= 0.18 P:= gh•[(GCp f) —(GCpi)] 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---7.uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.22'NO4: TRIBUTARY AREA At:= 11•ft•25•ft At=275ft2 UPLIFT U := At•W U =—1914 lb USE(2)Simpson MTS20 Straps b. 60'A16: TRIBUTARY AREA At:= 5•ft•30ft At=150 ft2 UPLIFT U:= At•W U =—1044 lb USE(2)Simpson MTS20's c. 12'K03: TRIBUTARY AREA At:= 6•ft•22•ft At=132ft2 UPLIFT U := At•W U =—918.7 lb USE(2)Simpson H2.5a's âer0, Project Date By p 4 t 2 9-V5-I9 „ A 0 Category Project No. Sheet En LATERAL ANALYSIS L-10 re 451)0 0o Bei 21608 N.E. 49th Circle Vancouver Washington 98682 Aa/ Elle Phone: (360) 600-6084 Fax: (3b0) 944-0538 CALCULATE MAXIMUM UPLIFT ON TYPICAL SINGLE PLY TRUSS BASED ON ASCE 7-10 CH.30 P:= qh•[{GCp) - (Gc1)] EQ 30.4-1: Low Rise Building for Roof Slope 312 or Greater GCpi = 0.18 G-CP From Fig 30.4-2 (Effective Wind Area=EWA) Span 2 Truss Span =18ft or more: Span:= 18ft EWA:= Span- 3 EWA=108ft GCp2:= -1.2 (Zone 2) GC0:= -0.8 (Zone 1) GCS:= .5-GCp2+ .5•GCS, GCS=-1 (Average for Zon es 1&2) VELOCITY PRESSURE qh:= .00256-Kr-KZt•Kd-V2-I (Eq.6-15) WIND SPEED Vas:= 140 mph EXPOSURE B IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KA:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT Kz=0.70 (Table 303-1,Exposure B,Case 1) UPLIFT PRESSURE=P (based on mean roof height of 30 feet or less) KZ:= 0.70 P:= .00256-Kr-KA i d-V3s2•I.[(GCP) -(GC )] P=-35.2 psf USING IBC LOAD COMBINATION 16-11:.6D-.6W MAX NET UPLIFT=W lb W:= 0.6.15•psf- 0.6.35.2psf W=-12.1-- uplift ft MAX UPLIFT AT END OF TYPICAL 60'TRUSSES-A02,A04,A06... TRIBUTARY AREA At:= 30-ft-2-ft At=60ft2 UPLIFT U:= At•W U =-727.21b USE(1)Simpson H10.5a's MAX UPLIFT AT END OF TYPICAL 50'TRUSSES-A13... TRIBUTARY AREA At:= 25-ft-2-ft At=50 ft2 UPLIFT U := At•W U =-606 lb USE(1)Simpson H2.5a's €t' Project Date By -15 Cate oP4 Pro25 No. Sheet g � LATERAL ANALYSIS � LI45' � eic ¢ 21608 N.E. 49th Circle Vancouver Washington 98682 ��a Et Phone: (360) 600-6084 Fax: (360)944-0538 Iu14CC.44 DiaPI4i2A&V w S NCA- ,. 50I5MIc Fon 02. FPX I .4 Sas X Wp Sps w .13 X . I . Wso Fry - . 7 Ppx x .1 x . 4 x .13 x [ k 't. • 20Wr. x (pci) usE, liS psF 01— . c,,,scsriw .. 4 o X 15 psc Ne 20 z 1 29 eLF ' 4 • 41 •1 4 ,I • u. l i i 1 l i l l I I , 1 1 I �__ -- _---, .3 r-24111611r _ M _ I • 4 4 1 S I I ;I jI jI !jI I I jI I i , I i 0- _-,-_; 11 L I- i• J• I. L 1 1. l 1 i 1 . i (, (4') v; ,) t ) ()--(,f) ( >f,1) (t) y y ) 0 v-�, y ( 4) ( (•) (,S):r) 1 o ; . i i I I sU 1 1 1 i i i i 1 i 1 1 1 1 1 1 1 1 1 If S I I { ',I S 1 1 � I ! f ! ( I ( I 1' t 1 1 ' 1 ' ,_ i 1 . a I . 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Ill ifi • awl c 11,4 ,, -.. 1-1.-•-i-•-i- Z 4 li : II 1 6 AllikiII II .:•,:...:�:::• Nl7t2 ,I 111 r..t'0/3 , ' ?S.POST ee D VII tLinD I, II X ii ii 6a6AT � I 0. 4E ti f ONLY 1 t ��CLL��JJJJ t C. - ^, _ ; FOO,PRIH TONER POOR Z_ ; 1. .......4,2x....._.......1-- BM t) tu M e DS 4X12. ea �� Project Date By .,4 ,4,,,, 6.ers, PL 44— 49 2 3 9-to-ic A- 0 Category Project No. Sheet g rY r(eA M 14 C7 115 3 0 F _ Cl) Q bO ‘k 4" '� 21608 N .49th Circle Vancouver Washington 98682 '11 .,�0�' .EPhone: (360) 600-6084 Fax: (360)944-0538 a page Project: Anne Anderson Location:Beam A Anderson Structural Engineering Multi-Loaded Multi-Span Beam V ��Y`3 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5 IN x 11.5 IN x 9.75 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/23/2015 8:36:39 AM Section Adequate By:1.4% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.12 IN L/984 Dead Load 0.07 in Total Load 0.19 IN L/618 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2584 lb 2584 lb Dead Load 1529 lb 1529 lb Total Load 4113 lb 4113 lb w Bearing Length 1.20 in 1.20 ins I BEAM DATA Center Span Length 9.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.75 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 530 plf MATERIAL PROPERTIES Uniform Dead Load 300 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf Base Values Adjusted Total Uniform Load 844 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.l to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 10026 ft-lb 4.87 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4113 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: Rea'd Provided Section Modulus: 119.56 in3 121.23 in3 Area(Shear): 31.56 in2 63.25 in2 Moment of inertia(deflection): 270.65 in4 697.07 in4 Moment: 10026 ft-lb 10166 ft-lb Shear: 4113 lb 8244 lb F1 Project: page fe>, Anne-Anderson Location:B i Anderson Structural Engineering Multi-Loaded Multi-Span Beam ` 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)1 Vancouver,WA 98682 3.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:46:06 PM Section Adequate By: 1.5% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.18 IN U657 Dead Load 0.07 in Total Load 0.25 IN U484 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS 64 Live Load 1500 lb 1500 lb Dead Load 535 lb 535 lb Total Load 2035 lb 2035 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center loft Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 407 plf Base Values Adiusted Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 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.-L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 5088 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2035 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: 49.16 in3 49.91 in3 Area(Shear): 14.75 in2 32.38 in2 Moment of Inertia(deflection): 126.54 in4 230.84 in4 Moment: 5088 ft-lb 5166 ft-lb Shear: 2035 lb 4468 lb page Project: Anne Anderson Location:3 Anderson Structural Engineering - Multi-Loaded Multi-Span Beam rf 21608 NE 49th Circle or (2009 International Building Code(2005 NDS)] Vancouver,WA 98682 3.5 IN x 9.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/1/2015 10:36:01 AM Section Adequate By:85.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN U1971 Dead Load 0.02 in Total Load 0.08 IN L/1334 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 294 lb 1706 lb 2 Dead Load 159 lb 700 lb Total Load 453 lb 2406 lb BearingLength 0.21 in 1.10 in m. . 9 , � � �: ,wn., . BEAM DATA Center 8.5 rt Span Length 8.5 ft • Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 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 7 plf Total Uniform Load 7 Base Values Adjusted Of Bending Stress: Fb= 900 psi Fb'= 1242 psi POINT LOADS-CENTER SPAN Cd=1.15 CF=1.20 Load Number One Two Shear Stress: Fv= 180 psi Fv'= 207 psi Live Load 500 lb 1500 lb Cd=1.15 Dead Load 300 lb 500 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 6.5 ft 7.5 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-i-to Grain: Fc--L= 625 psi Fc--L'= 625 psi Controlling Moment: 2782 ft-lb 6.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2406 lb 8.0 Ft from 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: 26.88 in3 49.91 in3 Area(Shear): 17.44 in2 32.38 in2 Moment of Inertia(deflection): 42.16 in4 230.84 in4 Moment: 2782 ft-lb 5166 ft-lb Shear: -2406 lb 4468 lb page Project: Anne Anderson Location:GDHR 1di., Anderson Structural Engineering Multi-Loaded Multi-Span Beam - 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)1 °' Vancouver,WA 98682 3.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:49:47 PM Section Adequate By:49.6% Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.35 IN L/549 Dead Load 0.19 in Total Load 0.53 IN L1359 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A 2 Live Load 1019 lb 1881 lb Dead Load 679 lb 967 lb 1 Total Load 1698 lb 2848 lb W I Bearing Length 0.75 in 1.25 in -4 r x �7Fx �L: � ..w..3 �,-t' tux t .�'�;C'A f t�'..a 4 -v. BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 UNIFORM LOADS Centel Camber Adj.Factor 1.5 Uniform Live Load 50 pif Camber Required 0.28 Uniform Dead Load 50 plf I Notch Depth 0.00 Beam Self Weight 9 plf MATERIAL PROPERTIES Total Uniform Load 109 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 600 lb 1500 lb Fb_cmpr= 1850 psi Fb'= 2760 psi Dead Load 200 lb 500 lb Cd=1.15 Location 12 ft 11 ft 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.l to Grain: Fc-L= 650 psi Fc-L'= 650 psi Controlling Moment: 12015 ft-lb 11.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2848 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'Q Provided Section Modulus: 52.24 in3 84 in3 Area(Shear): 14.02 in2 42 int Moment of Inertia(deflection): 336.84 in4 504 in4 Moment: 12015 ft-lb 19320 ft-lb Shear: 2848 lb 8533 lb r-Lo Project: Anne�,, ;on page Location:HDR1 _c-rzi7:11A to Anderson Structural Engineering Multi-Loaded Multi-Span Beam », - 21608 NE 49th Circle of [2009 International Building Code(2005 NOS)] ' """ Vancouver,WA 98682 3.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 6/7/2013 7:19:38 AM Section Adequate By:7.5% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 1N U2644 Dead Load 0.01 in Total Load 0.04 IN 111704 • Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:L/240 1 REACTIONS A Live Load 3120 lb 2280 lb Dead Load 1935 lb 1104 lb Total Load 5055 lb 3384 lb `f, Bearing Length 2.31 in 1.55 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 UNI OR JII LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 9 pif Base Values Adtustqj Bending Stress: Fb= 900 psi Fb'= 1139 psi POINT LOAD§-CENTER SPAN Cd=1.15 CF=1.10 Load Number One Shear Stress: Fv= 180 psi Fv'= 207 psi Live Load 3000 lb Cd=1.15 Dead Load 2030 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 1 ft Min.Mod.of Elasticity: E_min= 580 ksi Emin'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-!-to Grain: Fc- = 625 psi Fc-1'= 625 psi Load Number Qat Controlling Moment: 5063 ft-Ib Left Live Load 800 plf Left Dead Load 322 plf 2.0 Ft from left support of span 2(Center Span) Right Live Load 800 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 322 plf • Controlling Shear: 5055 lb At left support of span 2(Center Span) Load Start2 ft Load End 5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft Comparisons with required sections: Req`d Provided Section Modulus: 53.37 in3 73.83 in3 Area(Shear): 36.63 in2 39.38 in2 Moment of Inertia(deflection): 58.49 in4 415.28 in4 Moment: 5063 ft-lb 7004 ft-lb Shear: 5055 lb 5434 lb F-11 page Project: : , Anne Anderson Location:HDR2 Anderson Structural Engineering *v,;-1-j /of Multi-Loaded Multi-Span BeamA 4 ;: 21608 NE 49th Circle [2009 International Building Code(2005 NDS)] = Vancouver,WA 98682 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:53:50 PM Section Adequate By:24.6% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN UI970 Dead Load 0.02 in Total Load 0.05 IN U1188 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2000 lb 2000 lb Dead Load 1318 lb 1318 lb Total Load 3318 lb 3318 lb w Bearing Length 1.52 in 1.52 in t ,rF�f, svc F' .,,4` ,�` -fes,.... .�. BEAM DATA Center Span Length 5 ft 11111111111. Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 - UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 800 plf Uniform Dead Load 520 pif MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 1327 plf Base Values Adiusted Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=9.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=9.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.--to Grain: Fc--L= 625 psi Fc-_'= 625 psi Controlling Moment: 4147 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3318 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: 40.07 in3 49.91 in3 Area(Shear): 24.04 in2 32.38 in2 Moment of Inertia(deflection): 46.65 in4 230.84 in4 Moment: 4147 ft-lb 5166 ft-lb Shear: 3318 lb 4468 lb HI Project: Paye Anne Anderson Location:PB 1 =.k ;•t , Anderson Structural Engineering Multi-Loaded Multi-Span Beam ''' 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:53:03 PM Section Adequate By:3.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.30 IN L/631 Dead Load 0.21 in Total Load 0.51 IN L/377 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L1240 REACTIONS A Live Load 1400 lb 1400 lb Dead Load 947 lb 947 lb Total Load 2347 lb 2347 lb w Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 UNIFORNLLOADS Center Notch Depth 0.00 Uniform Live Load 175 plf MATERIAL PROPERTIES Uniform Dead Load 105 plf Beam Self Weight 13 plf #2-Douglas-Fir-Larch Total Uniform Load 293 ptf Base Values Adiusted Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-1-to Grain: Fc--L= 625 psi Fc---= 625 psi Controlling Moment: 9389 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2347 lb At right 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: 111.97 in3 116.02 in3 Area(Shear): 18.01 in2 61.88 in2 Moment of Inertia(deflection): 415.95 in4 652.59 in4 Moment: 9389 ft-lb 9728 ft-lb Shear -2347 lb 8064 lb f-I3 [age Project: , Anne Anderson �ocation:PB2 •y ' _• ;$ Anderson Structural Engineering • Multi-Loaded Multi-Span Beam w 's 21608 NE 49th Circle [2009 International Building Code(2005 NDS)] ;'' Vancouver,WA 98682 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 812712015 5:44:27 PM Section Adequate By:18.4% LOAQINs,DIAGRAM Controlling Factor:Moment I DEFLECTIONS Center Live Load 0.14 IN V1026 Dead Load 0.09 in Total Load 0.23 1N U/624 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 771 lb 771 lb Total Load 1971 lb 1971 lb Bearing Length 0.90 in 0.90 in a tf i BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 200 pif MATERIAL PROPERTIES Uniform Dead Load 120 pif #2-Douglas-Fir-Larch Beam Self Weight 9 Of base Values Adjusted , Total Uniform Load 329 Of Bending Stress: Fb= 900 psi Fb'= 1139 psi Ca=1.15CF=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.s-to Grain: Fc- L= 625 psi Fc- = 625 psi Controlling Moment 5914 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: 1971 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: Reca'4 Provided Section Modulus: 62.33 in3 73.83 in3 Area(Shear): 14.28 int 39.38 in2 Moment of Inertia(deflection): 159.64 in4 415.28 in4 Moment: 5914 ft-lb 7004 ft-lb Shear: 1971 lb 5434 lb F— o� page Project: ,Y Anne Anderson Location:Column 1 ...tiii,„, ," Anderson Structural Engineering Column 4:4_ ';";_: 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] Vancouver,WA 98682 5.5 IN x 5.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 9/30/2015 11:58:58 PM Section Adequate By:28.6% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 8000 lb I hi Dead Load: Vert-DL-Rxn= 4066 lb , , Total Load: Vert-TL-Rxn= 12066 lb B COLUMN DATA _ l Total Column Length: 10 ft T'`yam; ' Unbraced Length(X Axis)Lx: 10 ft ,f, Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 _ I Axial Load Duration Factor 1.15 COLL MN PROPERTIES ;rY' #2 Douglas-Fir-Larch Base Values Adjusted -y.. 1 Compressive Stress: Fc= 700 psi Fc'= 559 psi Y:°'a Cd=1.15 Cp=0.69 Cott lr'I: Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 863 psi :;- Cd=1.15 CF=1.00 t. Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 863 psi -' Cd=1.15 CF=1.00 `>' Modulus of Elasticity: E= 1300 ksi E = 1300 ksi a� Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi , Column Section(X-X Axis): dx= 5.5 in ' Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 . Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 A Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 21.82 AXIAL LOADING Live Load: PL= 8000 lb Column Calculations(Controlling Case Only): Dead Load: PD= 4000 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 66 lb Actual Compressive Stress: Fc= 399 psi Total Load: PT= 12066 lb Allowable Compressive Stress: Fc'= 559 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 863 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 863 psi Combined Stress Factor: CSF= 0.71 page Project: Anne Anderson Location:Column 2 Anderson Structural Engineering Column ' } 21608 NE 49th Circle of [2009 International Building Code(2005 NDS)] " '� Vancouver,WA 98682 3.5 IN x 5.25INx 10FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 8.0.113.0 9/30/2015 11:59:41 PM Section Adequate By:12.1% - LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 7000 lb i Dead Load: Vert-DL-Rxn= 3057 lb 440 Total Load: Vert-TL-Rxn= 10057 lb B COLUMN DATA _ Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y--Axis)Ly 10 ftt Column End Condtion-K(e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES ``M 1.8E Parallam Column-iLevel Trus Joist 3r.. Base Values Adjusted r_=;:• Compressive Stress: Fc= 2500 psi Fc'= 623 psi Cd=1.15 Cp=0.22 loft Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 3026 psi Cd=1.15 CF=1.10 Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 3026 psi Cd=1.15 CF=1.10 i,,, Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 5.25 in : Column Section(Y-Y Axis): dy= 3.5 in -; Area: A= 18.38 in2 Section Modulus(X-X Axis): Sx= 16.08 in3 Section Modulus(Y-Y Axis): Sy= 10.72 in3 Slenderness Ratio: Lex/dx= 22.86 A Ley/dy= 34.29 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 7000 lb Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 3000 lb Actual Compressive Stress: Fc= 547 psi Column Self Weight: CSW= 57 lb Allowable Compressive Stress: Fc'= 623 psi Total Load: PT= 10057 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 3026 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby= 3026 psi Combined Stress Factor: CSF= 0.88 v Ns o.A-c.to!a t.J�AA 0 5 OPTIONAL PATIO COVER (SEE PAGE A5.0) t / 11'. \ 024a12'CdiC.PAD 25/1 1 LIM a 8.CONC PAD ill __ 1 I 1 S — zrar,aY FOOTING FELT&MN POST (."—.ANDCONC. r r i G 1 I 1 1 1 1 1 I I 1 1 1 1 I I I I I I 1. 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T —_ _1 r 1 010.1)1 L._, AEEl1I J Project Date By 6.er,$0,,,, pLt� — 12 3 el...20-I5 ''''4S. 0 Category Project No. Sheet("116/44.F--17 CS a0 4 53 AY 21608 N.E.49th Circle Vancouver Washington 98682 r ., %I Phone: (360) 600-6084 Fax: (360)944-0538 ai E� Page Project: Anne Anderson Location:FBM Anderson Structural Engineering Multi-Loaded Mutti-Span Beam *47„;44,-.....,71,,r ; 21608 NE 49th Circle or [2009 International Building Code(2005 NDS)1 Vancouver,WA 98682 1.75 IN x 9.5 IN x 8.0 FT Versa-Lam 2800 Fb DF-Boise Cascade StruCaic Version 8.0.112.0 9111/2014 8:29:04 PM Section Adequate By:94.6°fo LOAD+IG DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN 0868 Dead Load 0.04 in Total Load 0.15 IN L/644 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1200 lb 1200 lb Dead Load 419 lb 419 lb Total Load 1619 lb 1619 lb Bearing Length 1.23 in 1.23 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 pit MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 5 ptf Versa-Lam 2800 Fb DF-Boise Cascade Total Uniform Load 405 plf Base Values Adjusted Bending Stress: Fb= 2800 psi Fb'= 2874 psi Cd=1.00 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc- = 750 psi Fc = 750 psi Controlling Moment 3239 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. -1619 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Beall Provided Section Modulus: 13.52 in3 26.32 in3 Area(Shear): 8.52 in2 16.63 in2 Moment of Inertia(deflection): 51.83 in4 125.03 in4 Moment: 3239 ft-lb 6304 ft-lb Shear: 1619 lb 3159 lb Foundation Design Soil Bearing Pressure 5BP:= 1500-psf (assummad) continuous foundation footing 12 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (16-in+ 6-in+ 16•1n)•12•in A=3.2ftz I Allowed Load SBP•A=4750lb FAIEllpil in. VAIIIIIIIIIIIIIIIIIIIIMIII Individual Footings: Size Area Capacity 1& dameter A:= 9•in•9•4n•3.14 Pali:= 1500•psf•A Pa=2649.41b 24"x24" A:= 24•in•24•in Pari:= 1500•psf•A Pail=6000lb 28'x28" A:= 28•1n•28•1n Pali:= 1500•psf•A Paii =8166.7lb 36'x36" A:= 36-in-36-in Pa:= 1500•psf•A Pell=13500 lb 48'x48" A:= 48•in•48•in Pa:= 1500•psf•A Pan=24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches=1500 plf l+ Project p Date By ,4S,S°Ne �0 X23 q_10,.t5 CategoryVA.0 No. Sheet �R/aMtnlC� Project F-I 1 to 530 21608 N.E.49th Circle Vancouver Washington 98682 • Phone: (360) 600-6084 Fax: (360)944-0538 End