2237 Structural CalcsSTRUCTURAL DESIGN INFORMATION
GOVERNING CODE: 20U91ntemational Residential Code (IRC)
2009 International Building Code (IBC)
This engineering pertains to the dcsipt of the Lateral Force Resistittg System and a
review of the home designer's framing and foundation plans. T71c home designer is
responsible for making any necessary changes as required by these calculations to
their framing and foundation plans.
I. Dead Load:
A. Roof ...................................................... .............15 psf
B. Floor ....................................................... ..............10 psf
C. Exterior walls ........................................... ............. IO psf
D. Gxteriur walls with veneer ............................... ............. 50 psf
E. Interior walls with Rvpboard each side ..................... ................5 psf
Z. Floor live load :...................................................... ..............4U psf
3. Snow load:
A. Uniformly distributed snow load on roof ................. ..............23 psf
4. Wind load -based on ASCE ?AS Method 2 Analytical Pro cedure:
A. 3 Sceond Cust Kind Speed .................................. ...... V=11U mph
B. txposure ........................................................ ...................8
C. Imponance factor ............................................. .............1= L0
U. lopographipl Factoc ........................................ ..........Kz1=1.0
E. Wind llirettionnl FacWr ..................................... .........Kd=0.85
F. Snvcturc classified to ........................................ ..........enclosed
5. Seismic load -based on ASC,'8 ?-0S Section 12.14:
A. Mapped Spxtral Acceleration (or shun periods .......... .............55=1.0
d. Mapped Specual Accclcrativn for 1 stcond pcriod ...... ............S1-0.34
C. Soil Sitc Class ................................................ .....................D
U. llucti lity coefficient ........................................... ............. R - 6.5
E. Seismic Uesign Cetcgory .................................... ....................D
6. Foundation Soil Properties:
A. Cndishnbed sandy silt per ]BC 2009 Table 1804.2...... .....Soil Clans # 5
B. Maximum vertical bearing pressure ........................ .......... I S00 psf
?. Retaining wall latarnt loads:
A. Walls free to displace laterally at Wp ................... ...............35 pef
B. Walls restrained n¢ainsl lateral displacement at Wp ..... ..............45 pef
8. ConcTCtc:
A. 28 day design strength F'c ................................... ...........3000 psi
B. Reinforcing bars ....................................... A.STM A615, Grade 60
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Froject pate By
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category STRUCTURAL INFORMATION project No. Sheet SI-1
,~ 3121
" 21608 N.E. 49th Circle Vancouver Washington 98682
oral Eng`9~ Phone: (360) 600-6084 Fax: (360) 944-0538
12.14 SImpIlFled Akemative Structural Design CriterW for SNnple Bearing Wall Systems
1.2.5
SEISMIC BASE SHEAR (Eq. 12.7411 with f.12)
V •
W
R
5, mappedapectraiaccelerationfor 5,:=1.00
short perbds (Sac. 11.4.1) from USGS web site
S, mappedspedralaccelarationfor 5<:=0.34
1 second period (Se c.11.4.i)
Fa Site roefflcient (Table 11.41) fa.- 1.1 Based on So(I
F~:= 1.8 Slte Class D
f~ S(te coefficient (Table 11.42)
SMS ~ Fa'Ss SMS = 1.1 (Eq. 11.41)
SMS = f~ St SMS = 0.61 (Eq.11.42)
11.4.4 Des(gn spectrum response acceleration parameters
2
•SMS Sps = 0.73 > 0.50g
SDS -= SEISMIC
3 CATEGORY
2 D PER TABLE 11.6-1
SDI := 3.SMt SOt = 0.41
1.2•Sps R := 6.5 Table 1214-1 WOOD SHEAR PANELS
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. 12.43 wtth re dundatcy factor =1.3 par 12.3.4.2)
WSD:= 0.7•E 0.7.1.30.135-W 0.123~W WOCD SHEAR PANEt.S
aers, Project f}NO - 22nS7 Date By
O~ I-2V-11 /~t~
Category LATERAL ANALYSIS Protect No. Sheet
~~ 312 L-I
G~f ~¢'~ u6o8 N.E. 49th CSrcle Vancouver Washington 98682
trap En~>,t' Yhone: (360) 600-6084 Fax: (360) 944-038
~IMYLIFIED WINDt3NU SECS MIC GUM[' KA t50N
wiNp
ra
r psf
tt
psf
IA'~iR lj Lj aSb
i10 ar
Length L:= 50•ft
Height H~:= 23•ft WIND= L•IIL•;
~~ 11•psf+ 7.4psf} WIND = 2116G Ib
Fr ~ WrooF
F= ~ 'sJfloor
5aismic
Wwall
Base Shear
~J
P4~; := 50 ft 38•ft ArooF = 1900ft2
~+noor := 50 •ft:•3B•ft P`floa - 1900ft2
W,,,,ib:= 2~18~ft~50~F W„ratr, ='800ft`
SFISMIG:=(Ar,r~~15•psf+Atloor•l0~psf~}~Wwap.,~l0~ psf)~0./23 SEISMIC=8056.51b
WIND GOVERN3DE IGN
(~ers Project ANO - 223.7 Date By
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Category Project Vo. Sheet
~ LATERAL ANALYSIS 312 ~;2
~~~ ezti1 2;,608 AT.E. 49th Circle Vancouver Washington y868z
oral En~'o Phone: (360) 600-6o8q Fax: (360) 944-0538
WIND DESIGNIS (BASED ONe$DF 7-05 METHO D 2 • ANALYTICAL PROCEDURE fFlaura 661
VELOCITY PRESSURE qp:= .00256•k,•K,~ I(i•VZ-I (EG.6-15)
EXPOSURE B
WIND SPEED (3 second gust) V3a:- 110 mph
IMPORTANCE FACTOR I := 1.0
TOPOGRAPHICAL FACTOR Kn=1.0 •
WIND DIRECTIONAL FACTOR 1~:= 0.85 Table 6-4
EXPOSURE COEFFICIENT 0'-15' K, := 0.57 q,:= ,00256-ICi Krt, YY Y3 Z•I q~= 15.01
(varies /height)
15'-20' Ki :=0.62 qs:=.00256•Kz•KnlCe•Y~Z•I y~=16.32
za-25 xi s 0.66 q,:=.oo256~xz•x.~•x,•v~,2•I qz=n.38
25'30' K~ := 0.70 q,:= .00256•x,-K~•ICd•Vyg2~l 9== 18.43
WIND PRESSURE P:=q~~G•Cp G:-0.85 Gustfacrvr CP pressw -acoeffktsnt
AT WALL Q_7~^ WINDWARD Pw := 15.01 psf 0.85.0.8 Pw =1C2' psf
LEEWARD P~:=15.01psf•0.85.0.5 P~=6.38psf
15 20 WINDWARD P„ := 16.32psf•0.85.0.8 P„ = tti psf
LEEWARD P~:= 16.32•psf•0.85.05 P~ = 6.94 psf
TA ROOF 15'4 WINDWARD Pw;= 16.32•psf~0.85~0.3 P„=4.16 psf
LEEWARD P~=16.32psf•0.85.0.6 PL=8.32psf
~0'-25' WINDWARD Pw:= 17.38-psf•0.85.0.3 pw=4.43psf
LEEWARD P~:=17.38•psf•0.85.0.6 Pi-8.86 psf
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WIND DESIG N IS BASED ON A;$E 7-05 METHQ p 2 -ANALYTICAL PROCEDURE (Rguro 6$) cont.
cp-o.3 8.86
4 43
`,
~1
Assume
Cp--0.6
e := 35
n
1
.
ps f
6,9
psf
102
pcf ~~
Windward leeward
Loads at Roof uaparrooF roof at garage
Windward 4.g3•psf•9.5•h=42.08p1 f 4.16~psf•5~h=20.8p1f
Leeward 8.86psf•9.5ft=84.17p1f 8.32psf•5•h=41.6p1f
Wall loads at upper level at lower level
Windward 11.1•psf•4•ft=44.4p1f 10.2•psf~e.5•h=86.7pff
Leawmd 6.9•paf•4•h=27.6p~f 6.9•psf•8.5~h=58.65p1f
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psf
/ pcf
9.54
8ft
9ft
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Category I,A`rE12AL AIVALYS($ Project i\o. Sheet L~
~ 3121
~(a 2i6o8 N.E. 49th Circle Vancouver Washington 98682
oral En~`~ Phone: (360) 600-6084 Fax: (?60) 94 ;-0538
St±FAR WALL DESICzN
Pdl F'dl
I Wdl
~r ~ V' ~ ~ M) P:= 'NI'1G
`I t/ := BBISmIG
n
k-Fioldown
1j/ ~crce
Bascd on ?pQ~a IBC Basb to d C<xnhin io s
O.FiD + W ((:Guatktn 16-14)
Qf~D ~ 0.? E (Ecuatioi?6-15`
Ovrrturning Momrtnt: ~I ;- F~h
fL1~
Resisting Morn ont: M. - 0.6~~N,i -'Nwa,~~~- - 0.6 P.,~-L
2
M„- - M,
Hddown Folcn R ~= -------
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~ra~ En~~o Phone: (360) 60o-6o8q Fax: (3Go) 994-v;;3R
Shear Wa Is at Rlaht E va[ion
Upper Le vet
Wind Force P :- 3002.16 P = 300216
Length of wall L:=16ft+12ft L=28ft
P
Shear v - v=1072ipff Q
L
12 10292.5716•ft
Overturning M,t := P•e•ft• 26 Mot =
Moment
(12 ft)2
Resisting M, =.fi~(15•psf•20•ft+10•psf•8•ft)• 2 +400•Ib•12•ft
Moment M; = 212161b•ft
Mm. - ~
Holdown = -9102916
12•ft
Force
Maln Level
Wind Force P:= 5757.16 P = 575716
Length ofwall L:=32ft L=32ft
Shear P
-
v
v=179
9tplf PJ
:_ .
L
Overturning 1~:= P•9•ft Ma = 518131b~ft
Moment
(32 ft)2
Resisting + 600•Ib•32•ft
M, :- .6~(15•psf•20•ft+ 10•psf 18 ft)•
2
Moment
g
lb•ft
Mr=1.67x lO
Holdown M~ - Mr
_ -3588.6416
Farce 32•ft
tiers Project /iL10 - 2237 Date By
~ Category LATERAL ANALYSIS t'''~ 'o. sheet L_~
12
~~ e`er 21.608 N.E. 4gth Circle Vancouver Washington 88682
~Gral Eng~°~ Phone: (360) 600-6084 Fax: (360) 944-0538
Beer Elevation
Upper Level
Wind Force P:= 2970~ib P - 2970'6
Longthofwall L:=4•ft+12-ft+12•ft L=28ft
S P
=106
07
H p`
hear v:> - v
.
p
L
4
Overturning M,i := P•8•ft- M~ = 3384.291b•ft
Moment 28
(4•ft)2
Resisting h1.._ .6 (75-psf•4•ft + t0~psf 8~ft)• * 400•Ib•4•ft
2
Moment M, = 22721b•ft
Moc - I'1r
Holdown = 280.5716
Force 4•ft
Main Level
Wind Force P:= 5145.16 P = 514516
Length ofwau L:= 5•ft+6ft+8ft L=19 ft
P
Shear v:= L v=270.79p1f G
8
Overtwning M,t:= P~9-ft~- M,i = 19496.841b•ft
Moment 19
(&ft)Z
Resl Sing r4 := .6~(15~psf~4•ft + tOpsf~6ft - 10-paf•t8•ft)•
+ 600-Ib~B•ft
Moment 2
Mr = 105601b•ft
Holdown ~ - ~
=1177.77 lb
Force g•ft
~~aerso~ Project fa1-l0 - 2237 ~ty II $yA-~
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~ category LATERAL ANALYSIS Projer2 ~°' sheet
3 L1O
~~~, ~¢,~ 2i6o8 N.E. ggth CSrcle Vancouver Washington g868z
~r~~ En$~r Phone: (360) 600-6084 Fax: (360) 944-053H
Shear Wa_Ua at Left Elevetlon
Upper Level
Wind Force P:= 3002~Ib P = 3O021b
Lengtn of Wall L = zek L . zak
P
Shear v= - v ~ 107.21p1f O
L •
Overturning hbr := P•B~k hbc = zam6ib~ft
Moment
(2B k)1
Roaiating Mr :_ .6•(15•psf•20•k + 10•paf•8•k)- + 400•Ib•28•k
Moment 2
h4 = t.O1 x 1051b•ft
t'br - ~
Noldown = -2734.291b
Force 28•ft
Main L eve I -most conservatHe at 3 car option
Wind force P:=5757~Ib-78016 P=65371b
Length of Wall L:=19•ftt4k+17ft L=40ft
P
Shear v:= ~ v=163.43p1f 8
4
OverturMng F~:6 P•9~ft-~ M~=5883.31b•ft
Moment
(4'k)2
Reslating Mr := .6•(15•psf-20~ft * 10•paf-17•k)~ ~- + 600•Ib•4~k
Moment
2
M, = 46561b•ft
Noldown ~ - ~
= 306.831b
Force Oft
P
at2oer: L:=44~k v:=- v= 748.57pif
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~ Category•
LATERAL ANALYSIS Project No. Shect
.a 3121
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G zi6O8 N.F.. 49th Circle Vancouver Washington 98682
~a1 Eng'~ Phone: (360) 600-6084 Pr~.k: i ^6,,? ~~.~ ~ ~,;~5
Shear Wal Is at F root E levatlon
Upper Level
Wind Foroe P:= 2970.16 P = 297016
Length of wall L:=B•ft+2fi-4 L=16ft
P g
Shear v:= v=185.63pif
~
8
Overturning M~:= P~8•ft~ MOZ =1189016•ft
Moment 16
(8~ft}2
Resisting M,:=.6•(15-psf-4•ft+10•psf•8~ft)~
+400-Ib-8-ft
Moment 2
Mr = 588816•ft
Moc -- M,
Holdown = 74916
Force 8•h
Maln Leval - Wal ls at Living Room and Rear Garage wall
Wind Foroe P:= 6095.16 P = 609516
Length of wall L:= 2•ft-2+13-ft+3ft L=20ft
P
Shear v:= L v=304.75p1f
2
Overturning Mot := P•8-ft- M~ =487616-ft
Moment 20
(2•ft)z
Resisting h4:_.6•(15-psf~4-ft+l0psf-5ft+t0•psf•t8~ft)•
+600 .16-2•ft
Moment 2
~ =15481b•ft
M~ - M.
Holdown h-(~ 4 ~
=166416 5ri•tnl4 Q 2~ W4L1.3
Force 2•ft
Project Date By
~,~. erso~ Auo - 2237 (-z`-n ~
Category Project No. Sheet
,~ LATERAL ANALYSIS 3i~1 ~~~
G~f ~¢,~c zt6o8 N.F.. 49th Circle Vancouver Washington 98682
`fal gn4~`r Phone: (360) 60o-6o8q Fax: (360) 944-0538
$~ear Walls at Garage Front
2 Gar OpUOn
WindFon;a P:= 2095-Ib P=20951b
Lengthofwail L:= 2•ft+2ft L=oft
P
Shear v:= - v=523.75p1f E
L
Overturning
M~: 1
= P•7-ft
)
M~=7332.51b•ft
Moment 2
(2 •ft)1
Resisting M,.:= .6-l15~psf~2ft+10• pst~8~ft;~ +400•Ib•2ft
Moment 2 hl = 9321b•ft
Moc - M.
Holdarn = 3200.251b s fiµgly
Face 2 ft
3 Car Option
Wend Fon;e P = 2095-Ib P = 20951b
Length of wall L:= 2fb4 L=Bft
P
Shear v:= - v=261.88p:f G
L
1
Overturning M,t : = PJ-ft Ma = 3666.251b ft
Moment 4
(2 -ft)z
Resisting M,:= .6•;15•psf•2•ft+10• psf•8-ft)• +400-ib•2•ft
Moment 2
M - 93216•ft
M~ - M,
Holdown =1367.131b 5"lND~¢
Force 2- k
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~'ral En~~° Phone: (360) 600-6084 Fax: C36o) 944-0538
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C~ 2t6o8 N.E. ggth Circlc Vancouver Washington 88682
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Mule-Loaded BeamJ2DD61nternational BuildinA Code (05 NDS1 T Ver. 7.01.10
ev: Anne ,Anderson Structure) Engineering on: Of- 25-2010:12:52:22 AM
Project: AHO 2222 -Location: Bt
Summary:
3.5 IN x 11.875 IN x 10 0 FT / 1.5E Timberstrand LSL - Trus Jdst
Section Adequate By 81.9% Controlling Factor: Section Modulus /Depth Required 9.761n
Center Span Deflections:
Dead load: DLD-Center- 0.05 IN
Live Load: LLD-Center= 0.18 IN -0651
Total Load: TL0.Center- 0.23 IN = 0512
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A= 3000 LB
Dead load: DL-Wcn-A= 815 LB
TotalLOad: TL-Rxn-A= 3815 LB
Bearing Length Required (Beam only. support capacity rid checked): BL-A= 1.45 IN
Center Span Right End Reactions (Support B):
Live Load: LL-Rxn-B= 3000 LB
Dead Load: OL-Rxrr-8= 8P5 L8
Total Load: TL-Rxn-B= 3815 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.45 IN
Beam Data:
Center Span Length: L2= 10.0 FT
Center Span Unbraced Length-Top of Beam: Lug-Topes 0.0 FT
Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 10.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 360
Total Load Defied. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load. wL-2= 600 PLF
Dead Load: w0.2= 150 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT-2= 783 PLF
Properties For: i.5c Timberstrerrd LSL• 7nrs Jaat
Bending Stress: Fb= 2250 PSI
Shear Stress: Fv= 400 PSI
Modulus of ElastiriN: E= 1500000 PSI
Adjusted Modulus of Etasticity: E-Min= 58000U PSI
Stress Perpendicular to Grain: Fc-peril= 750 PSI
Adjusted PropeNes
Fb' (TensionT: Fb'= 2252 PSI
Adjustment Factors: Cd=1.00 CF~1.00
Fv': Fv'= 400 PSI
Adiustment Factors: Cd=1.00
Design Requirements:
ConNdling MomenC M= 9537 FT'-LB
5.0 Ft 6om left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Contrdling Shear: V= 3128 LB
Af a distance d from ripbt support of span 2 (Center Span)
Crdipl shear created by comblNng all dead toads and live k>ads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 50.82 IN3
S= 82.28 IN3
Area (Shear): Area= 11.73 IN2
A= 41.56 IN2
Moment of Inertia (Deflection): Iraq= 269.96 IN4
I~ 488.41 ItJ4
1'~
Mufti-Loaded 8eamf 2006 Inlemational Buildino Code (05 NDS)1 Ver: 7.01.10
Bv; Anne .Anderson Structural Engineering on: Ot-26-2011 : 3:(1H:53 PM
Dry Use
Required 11.58 In
DLD-Center-
LLD-Center=
TL0.Center-
C=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A~
LL-Rxn-B=
OL-Rxn-6=
TL-Rxn-6=
BL-B=
L2=
Lug-Top=
Lug-Bottom=
Cd=
U
U
wL-2=
wD-2=
BSW=
wT-2=
Fb=
Fv=
E_
E-Min=
Fc peril=
Fb_cpr-
Fb'=
rv:
y'=
Adjustment Factors: Cd=1.15
Oeslgn Requirements:
Controlling Moment: M=
9.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear: V=
At a distance d from right support of span 2 (Center Span)
Critical shear created Dy combining all dead loads and live Toads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment): Sreq=
Area (Shear): S=
Areq=
Moment of Inertia (DeBection): A=
Iraq=
1=
0.22 IN
0.34 IN = L/629
0.57 IN = Ll380
0.34 IN
2475 l8
1620 LB
4095 LB
1.23 IN
2475 LB
1620 L8
4095 LB
1.23 IN
18.0 FT
0.0 FT
18.0 FT
1.15
360
240
275 PLF
185 PLF
15 PLF
455 PLF
2400 PSI
265 PSI
1800000 PSI
930000 PSI
850 PSI
1850 PSI
80.12 IN3
155.67 IN3
17.74 IN2
69.19 IN2
663,28 IN4
1050,79 IN4
FS
Multi-Loaded Beamf 2006 International Bulking Code (05 NDS) 1 Ver 7.01.10
By: Anne ,Anderson Structural Engineering on: 04-20-2009:7:38:27 PM
IepN Required 8.45 In
DLD-Center-
LLD•CeMer-
TLD-Center=
LL-Pom-A=
DL-Ftxn-A=
TL-Rxn•A=
BL-A=
LL-Rrn-6=
DL-Rxrt-8=
TL-RxrrB=
BL-B=
L2=
Lug-Top=
Lug-Bottom=
Cd=
U
U
wL-2=
w0.2=
BSW=
wT-2=
Fb=
Fv=
E_
E-Min=
Fcyerp=
Fb'=
r•v: Fv'=
Adiuatment Fedora: Cd=1.15
Design Requirements:
Controlling Moment: M=
3.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear: V=
At adistance dfrom right suDDOrt of span 2 (Center Span)
Critical shear created bV combining all dead loads and live loads on span(s) 2
Comparisons Wlth Required Sections:
Sedlon Modulus (Moment): Sneq=
S=
Area (Shear): Areq=
A=
Momem of Inertia (Deflection): freq.
0.03 I N
0.05 IN = U1520
0.08 IN = L/953
1800 LB
7071 LB
2871 LB
1.31 IN
1800 LB
1071 LB
2871 LB
1.31 IN
6.0 FT
0.0 FT
8.0 FT
1.15
360
240
800 PLF
350 PLF
7 PLF
957 PLF
900 PSI
180 PSI
1600000 PSI
580000 PSi
625 PSI
207 PSI
4307 FT-LB
2182 LB
41.61 IN3
49.91 IN3
15.81 IN2
32.38 IN2
58.13 IN4
230.84 IN4
F- ~
Multi-Loaded Beam12006 International Budding Code 105 NDS)1 Ver 7.01-10
ev: Anne ,Anderson Structural Engineering on: 04-20-2008 7:39:10 PM
>opth Requlred 7.7 In
DLD-Center=
LLD-Center-
TLD-Center--
LL-Rxn-A=
OL-Rxn-A=
TL-Rwt-A=
Bl-A=
LL-Rxn-B=
DL-Pom-B=
TL-Rxn-B=
BI-B=
L2=
Lug-Top=
Lug-Bottom=
Cd=
U
u
wL-2=
w0.2=
BSVV=
wT-2=
Fb=
Fv=
E=
E-Min=
Fc~erp=
Fb'=
rv: Fv
=
Adjustment Factors: Cd=1.16
Design Requlroments:
Controlling Moment: M=
4.0 Ft from left wpport of Wan 2 (Center SpaN
Critiral moment created by combining all dead bads and live loads on span(s) 2
Cantroitinq Shear. V=
At a distance d from bfl wppon of span 2 (Gamer Span)
Critical shear seated by combining all dead loads and live loads on span(s) 2
Comparisons WM Required Sections.
Section Modulus (Moment): Sreq=
S=
Area (Shear): Aroq=
A=
Moment of lnerlla (Deflection): '
Iraq=
1=
0.04 IN
0.07 IN = U1399
0.11 IN = L1861
1100 LB
888 LB
1768 LB
0.82 IN
1100 LB
888 LB
1788 L9
0.82 IN
8.0 FT
0.0 FT
8.0 FT
1.15
360
240
275 PLF
185 PLF
7 PLF
447 PLF
900 PSI
180 PSt
1800000 PSI
580000 PSI
625 PSt
1212 PSI
207 PSI
1486 LB
34.55 IN3
49.91 IN3
10.82 IN2
32.38 IN2
64 36 IN4
230 84 IN4
F- ~
/~O/
f ~I ~l`/1
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~. ers~ Project Ado - 223"[ Date By
Category ProjeM No. Sheet
FaArtir~l(~ 3iz1 F8
zt6o8 N.E. 49th Circle Vancouver Washington 98682
~~1 Env'p~ Phone: (360) 600-6084 Fax: (360) 944-0538
FoundatbnDeslgn Soil Bearing Pressure SBP:= 1500•psf (assummed)
LARGEST ALLOWABLE POINT LOAD ON 14" WIDE PROCTOR FOOTING -TWO STORY FIOUSE:
to[al engaged area Allowed Load
A:= (18~in ~ 8•In+ 18dn}•14 •In
A = 4.3ft2
1
Allowed Load SBP•A = 6416.71b -
1
ALLOWABLE LOAD ON PAD FOOTINGS:
Size Area Capacity
18"dlmnoLer A:=9•In•9•in•3.14 Paii:=1500•psf•A Pall=2649.416
24"diameter A:=12•In~12~1n3.i4 P,il 1500•psf~A P1i11=4710 16
20'k20° A:= 20•In•20•In Pa11:= 1500•psf A Paq=4166.71b
30540' A:= 30 In30 In Pall := 1500•psf•A Pa1i = 93751b
40'k40" A:= 40~Im40~ln Pee := 1500•psf•A P,li = 16666.71b
ALLOWABLE LOAD ON CONTINWUS F0071NG:
14 inch wide: CapaCLy 1500 psf X 14 Inches =1750 pif
Project Date By
SO~ AI-l0 - 2237 t-2to-N fi~'".>-
Category ~R A M1 ~~ Project No. Sheet ~q
~ 31z~ J
Cp 2i6o8 N.E. 49th Circle Vancouver Washington 98682
~~`d] En~'~'~ Phone: (360) 600-6084 Fax: (360) 944-0538