1529 Structural CalcsSTRUCTURAL DESIGN INFORMATION
GOVERiVwIG CODE: 20091ntemational Residential Code (IRC)
20091nternaGonal Building Code (IBC)
'Phis 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 ....................................................... ............I S psf
B. Floor ...................................................... .............10 psC
C. Exterior walls ........................................... .............10psf
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 Inad on roof .................. ..............25 psf
4. Wind load -based on ASCE 7-05 Method 2 Analytical Procedure:
A. 3 Second Gust Wind Speed ................................... .....V=I IOmph
B. Exposure ........................................................ ...................B
C. Importance factor .............................................. ............1= 1.0
D. Topographical FacWr ......................................... ..........Kzi=1.0
F.. R'indDirecliooalFactor ...................................... ........Kd=0.85
F. Structure clarified as ........................................ ..........enclosed
5. Seismic load - based on ASCE 7-05 Section 12.14:
A. M1tapped Specval Acceleration for short periods .......... .............S~1.0
B. Mapped Spectral Acceleration for I socond period ...... ............51~.34
C. Soil Site Class ................................................ .....................D
D. Ductility coefficienl ........................................... .............R ~ 6.5
E. Seismic Deign Category .................................... ....................D
6. Foundation Soil Properties:
A. Undisturbed sandy silt per IBC 2009 Table 18042...... .....Soil Class p 5
B. Maximum vertical bearing prustve ........................ ..........1500 psf
7. Retaining wall lateral loads:
A. Walls free to displace laterally at top ................... ...............35 pcf
B. \Yalls resuainod against lateral displacement at top ..... ..............45 pcf
8. Concrete:
A. 28 daY design strength F'c ................................... ...........3000 psi
B. Reinforcing bats .......................................ASTM A615, Grade 60 ~~ r I
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SE~MIC OE~G~ BASED pN AvE-7-05
1214 Shnplfiiad Altomatlve Structural Design Criteria Tor Simple Bearing Wail Systems
SEISMIC BASE SHEAR 12•Sps (Ey.121411with F=12)
V :_ •W
R
5° mapped spectral acceleration for Ss = 1.00
short periods (Sec. 11.4.1) from USGS webslte
S° mappadspeciratarceJOraUnnfor S}~ 0.34
1 second period (Sac. 11.4.1)
F° Slte wefflctent (Table 11.41) F°' 1.1 Based on Soil
S
Site Class D
F~:= 1.8
ite coefflciant(7able 71.42)
F„
Sets ~= Fa'Ss SMS = 1.1 (Eq. 11.41)
SMt := F~•St S~ = 0.61 (Eq.11.42)
tih.4 Design spectrum response acceleration parameters
2
Sos ~=
'Sias Svs = 0.73 > 0.50g SEISFyC
3 CATEGORY
2 D PE R TABLE 11.6-1
Svt := 3 • Srat Sot = 0.41
1.2.505 R := 6.5 Table 12.14-1 WOpD 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.1243 with re dundancy factor =1.3 pe r 123+.2)
W5D:=0.7~E O. i•}•3•p.J~~W 0.12354 WC'<lOSHEAREANELS
ders Project Date By
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Category LATERt4L ANALYSIS Project No. Sheet
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,~,tl 1PLIFIED WIND AND SEISMI~~ARISON
WJNP
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n pcf
~f
Wind Base
fn Shear
Length L 50~ft
Height Fit := 16•ft WIND= L•HL•(11• psf+7~psf) WIND= 144001b
SE ISMI
F=r ~ Wroof
yfyya~~ Seismic
Base Shear
~~
A,,,f:=50•ft~40•ft W,:=A,.,~•t5•psf+2•(4. 5•h•50•ft)•t0•psf W,=345001b
W~•alfb ~- 2. 5'fLSD•fL
SEISMIC= {A„~•15•psf * W,,,;,,~10•psf~ 0.723 SEISMIC=467416
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Y{ff„Jf)DESIGN IS BASED ON A SCE 7-05 METHOD2 -ANALYiVCAL PROCEDURE (Flours 6.61
VELOCI7YPRESSURE q,:=.00256•Kr•Kn•ICd•VZ•I (Eq.6.15)
EXPOSURE B
WIND SPEED (3 second gust) V,ys := 110 mph
IMPORTANCE FACTOR 11.0
TOPOGRAPHICAL FACTOR K~ = 1.0
WIND DIRECTIONAL FACTOR ~f = 0.85 Tabfe 6-4
EXPOSURE fAEFFIGENT 0'-19 K, := 0.57 q~:= .00256~Kr•Krt•ICd'V~Z~I q~= 15.01
(varies /height)
15'-20' Kz:=0,62 q=:=.00256~K~•Krt•I~•V~Z•I q,=16.32
2a-2S Kr:=0.66 q~;=.ooz56•Kr•K~•K,v3,2~1 q~=n.38
25'-30' K, := 0.70 q~:= .00256•Kr•Kn•ICe•V3,2•I q== 18.43
WIND PRESSURE -:_ gr•G•Cp G 0.85 Gus[ factor Cp press4r e coefflclent
AT W L a-15~ WINDWARD P,, ;= 15.o1•psf•0.85~0.8 P~ = 10.21psf
LEEWARD P~;= 15.Ot~psf 0.85.0.5 P~=6.38psf
15'-20'
WINDWARD Pw:= 16.32•psf•0.85.0.8 Pw = ti.tpaf
LEEWARD P~;=16.32•psf•0.85.0.5 P~=6.94psf
l~ROOF 15'-2 WINDWARD P,,;=16.32•psf•0.85.0.3 PW= 4.16psf
LEEWARD P~:=t6.32•psf•0.85~0.6 Pi= 8.32psf
20'-2 ' WINDWARD P„:= 17.38•psf•0.85~0.3 Pw= 4.43psf
LEEWARD Pi ;= 17.38•psf•0.85.0.6 Pi = 8.86psf
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`/BIND DESI~S~€Q,QZJ,ASCE 7-05 METHOD 2 -ANALYTICAL PROCEDURE (@.gure 6.61 cant
cp-o.a 4.16 8.32
Psf Psf /C 0.6
P"' Assume
e := 35
8~
102 6.4
Psf 9 ft psf
windward leeward
Roof Loads
Windward 4.~6~psf~e~fL=33.28p1f
Leeward 8.32•psf~8~ft=66.56p1f
Wan load.;
Windward 10.2•psf•4.5•ft=45.9p1f
Loaward 6.4-psf~4.5•ft = 28.8ptf
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SHEAR WALL DESIGN
Pdl Pdl
Wdl
J ~ P (' I P:- wind
V := sclsmlc
h
R=Holdown
~/ Force
Based on 2009 IBC Basic Load ComWnatlans 1605.3.1
0.6D + W (Equatbn 16-14)
0.6•D+0.7•E (Equatbnl6-15)
Ovar[urning Moment: IAA := P • h
(L:2
Resisting Moment h~:= 0.6•~Wdi ~ Wwall)' 2 t 0.6~Pd~•L
Mot - M,
Holdown Force R :_
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~t~0iy LATERAL ANALYSIS Project No. sheet
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Grp, 2~s~ z>6o8 N.~. 49th Circle Vancouver Washington 98682
4~a1 Eng'r Phone: (360) 600-6084 Fax: (360) 944-0538
Loft Elevatbn Shear Waffs (3 car most cnnservaCNa)
Wind Force P := 2825Th + 78016 + 62016 P = 422516
Lcngthofwall L=t4ft+5ft+9ft+5ft 1=33ft
P
Shear
v:= ~ O
v=728.03pif
5
Overturning M~ := P~9•ft- ~ Ma = 5761.3616.12
Moment
(5•ft)Z
Resisting Mr:=.6•(15~psf•20•ft+CO•psf~9-ft)~ +-400~16~5~ft
Moment 2
Mr = 492516•ft
~ _ M,
Holdown = 767.2716
5 ft
FOrCe
Rlaht EI ovation S hear Walis
Wind Force P = 2825.16 P= 282516
Lenq[hofwall L:=31•ft+6Ft L=37ft
P
Shear v:= ~ v=76.35p1f
Overturning 6
~'- P 9 ft•
Moment 37 Mme; =4722.9716•ft
Resisting (6•ft)Z
Moment M~:=.6•(15•psf•20•ft+10•psf9•ft)- +400-Ib-6•ft
2
Moc - M,. h4 = 661216-ft
Holdown = -474.8416
Force 6•ft
Project Date By
~,. ersp~ f~HO - 1529 7-14-Iv 7~'M^'~-
Category Project No. Sheet
ZAT~RA~ ANAZYSIS 2co5( L-6
~~ ¢ti~ 2).608 N.E. 49th Circle Vancouver Washington 98682
~~'ral Eng'~~ Phone: (360) 600-6084 Fax: (360) 944-0538
S earWallflO tfrontElevation
WlndFotce P:=4375.16
Length of wall L:=5•ft+3ft+2ft+2ft L=12 ft
P
Shear v:= ~ v=364.58p1f
Overturning 3
M~ P•g•ft•
Moment 12 M~ = 8843.75 ib~ft
~2
(
'
Resisting htr:=.6•(15•psf•3•ft+10•psf•g•ft;•
+400•Ib•3•ft
~ Mr=1564.516f
Moment
M,~-~M,~ II,,
Holdown = 2759.7516 11T'[t}
_
Force 3 ft
I
Shear Wal Is at Rear ElevatJon
Wind Force P:= 4375.16 P = 437516
Leng[hofwall L:=4•ft•2+5ft+15ft L=28ft
P
Shear
v ~ L O
v =156.25p1f
Overcurnirg 5
~ •- P g ft
Moment 28 Moc = 7031251b•ft
(5•ft}z
Reatst(ng h4:=.6•(15•psf•3•ft+10•psf•g•ft}•
+500•Ib•5•ft
Moment 2
h1,. = 3512.51b•ft
Holdown = 703.7516
Force 5 ft
Project Date By
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~ ~ category LATERAL ANALYSIS Project No. Sheet `~
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~~~ e~~~ 21.608 N.E. 49th Circle Vancouver Washington 98682
~'ral En~'r Phone: (360) 600-6084 Fax: (360) 944-0538
Shear Walls At Front Elevation
Wind Force P:= 4375~Ib
Leng[hofwall L:=4-ft-~4ft+2ft+2ft L=12ft
P
Shear v:= - v=364.58p1f 9
L
Overturning 4
~~ P 9•k•
Moment 72 M~ - 131251b~ft
(4ft)2
R051s[Ing Mr :_ .6-(15psf•3•ft+ l0•psf•s•k)•
+ 400•Ib•4•k M, = 22481b•ft
Moment 2
~c - lM~~
Holdown = 27192516 {{•f'f ((,
Face 4 ft
Shear Walls at Rear Elevation,
WlndForca P:=437516 P=4375ib
Length of wall L:=4•ft+9k+71ft L=24k
P
Shear
v:= L O
v=iB229p1f pj
Overturning 4
~ •- P 9 k
Moment P4 Moc = 6562.516•ft
(4•ft)2
1ZOSlsiing Mr;=.6-(15~psf•3•fL+ip-psf-9•k)•
+500-Ib•4-k
Moment 2
Holdown M 4•ftMr~ =978.6316
Force
h>< = 26481b~ft
tiers Project Date By
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Foundatbn Design Soii Bea(ng Pressure SBP:= 1500•psf (assummed)
LARGEST ALLOWABLE POINT LOAD ON 12"WIDE PROCTOR FOOTING -ONE STORY HOUSE:
total engaged area I Allowed Lcad
1
A:= (18 sn + 6•in + 184n) •12 in ,1'1
/
A = 3.5f[2
1
Allayed Load SBP•A = 525016
11
ALLOWABLE LOAD ON PAD FOOTINGS:
Size Area Capacll:y
18"dameter A:=9~In~9•In•3.14 Patt:=1500•psf~A Palt=2649.416
24" diameter A:= 12•in•12•In•3.14 Pan ~ t500•psf•A Pats = A71016
20'k20" A:= 20•In•20•In Pail := 1500~psf A Petl = 4166.716
28'k28" A:= 28•Ih•28•In Pap := 1500~psf•A Peit =8166.716
32'k32" A:= 32•In•32•In Pell := 1500•psf•A Patt =10666.716
ALLOWABLE LOAD ON CONTINUOUS FOOTING:
12 inch wfda: Capacity 1500 psf X t2 inches =7500 plf
ProjeM Date B~
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Category Project No. Sheet
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