07-3057 (SFD) Revision 1CITY OF LA QUINTA
PLAN CHECK CORRECTION LIST
July 30, 2008
PLAN CHECK NO.: 08-980 (Revision) SECOND CHECK/ APPROVED
ADDRESS: 53-461 Via Pisa OCCUPANCY: R -3/U
SCOPE OF WORK: Deepen Footing TYPE -OF -CONST.: V -B
ADDITIONAL PLAN CHECK FEE: 4 Hours total
The submitted plans and specifications have been reviewed by the VCA CODE GROUP. In our professional opinion
the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA
QUINTA and the State of California Amendment.
APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO
OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS,
AGENCIES, AND ASSOCIATIONS.
Plans checked by: Lam Nguyen, P.E.
VCA CODE GROUP
2200 W Orangewood Ave, Ste 155
Orange, CA 92868
(714) 363-4700 ext. VCA File No. LQ -20521R
1
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Title: SCHMALZRIED RES. Job # 1196
Dsgnr: DEL MAR ENGINEERIN( Date: 8:38AM, 15 MAY 08
Description: FOOTING
t
Scope
Rev: 560000 Page 1
User: KW-0606115,Ver 5.8.0,1 -Dec -2003 Combined Footing Design
(c)1983-2003 ENERCALC Engineering Software cant columns at nook.ecw.Calculations
Description FOOTING AT STEEL COLUMNS (SW #15) 1ST FLR, NOOK
General Information
Factoring of entered loads to ultimate loads within this program is according
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Allow Soil Bearing
2,500.0 psf
fc 2,500.0 psi
Seismic Zone
4
Fy 60,000.0 psi
Concrete Wt
145.0 pcf
Min As Pct 0.0000
Short Term Increase
1.33
Distance to CL of Rebar 3.50 in
Overburden
0.00 psf
Live & Short Term Load Combined
Dimensions
Factoring of entered loads to ultimate loads within this program is according
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1
Footing Size...
MEN
Column Support Pedestal Sizes
Distance Left
0.50 ft
#1 : Square Dimension
0.00 in
Dist. Betwn Cols
11.50 ft
...Height
0.00 in
Distance Right
3.00 ft
#2 : Square Dimension
0.00 in
Footing Length
15.00 ft
...Height
0.00 in
Width
2.75 ft
Applied Moments...
Dead Load
k -ft
Thickness
36.00 in
O 987
^"
.....................__.__.
Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according
to ACI 318-02 C.2
Steel Req'd @ Left
Vertical Loads...
(a) Left Column
0) Ri-ght Column
Dead Load
k
k
QROFESS/py
Live Load
k
k
k
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ShortTerm Load
Min. Overturning Stability
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Soil Pressures
Applied Moments...
Dead Load
k -ft
k-
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Eccentricity
Live Load
Short Term Load
k -ft
41.000 k -ft
k-
41.000 k-
EXP. 12/31/
0.000 ft
Applied Shears...
0.0
3,325.0 psf
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Dead Load
k
k
CIVIL'
Live Load
4.500 k
OFCALIF�
Short Term Load
4.500 k
Dead + Live
Summary Warning: OTM Ratio < 1.5
Length = 15.00ft, Width = 2.75ft, Thickness = 36.00in, Dist. Left = 0.50ft, Btw.n. = 11.50ft, Dist. Right = 3.00ft
Maximum Soil Pressure 3,051.64 psf
Allowable
3,325.00 psf
Steel Req'd @ Left
0.043 m2/ft
Max Shear Stress
2.63 psi
Steel Req'd @ Center
0.222 int/ft
Allowable
85.00 psi
Steel Req'd @ Right
0.109 in2/ft
Min. Overturning Stability
1.235:1
Soil Pressures
Soil Pressure @ Left Actual
Allowable
ACI Factored
Eccentricity
Dead + Live
435.0
2,500.0 psf
Eq. C-1 609.0 psf
0.000 ft
Dead+Live+Short Term
0.0
3,325.0 psf
Eq. C-2 -0.0_ psf _
6.075 ft
Eq. C-3 0.0 psf
Soil Pressure @ Right End
Dead + Live
435.0
2,500.0 psf
Eq. C-1 609.0 psf
0.000 ft
Dead+Live+Short Term
3,051.6
3,325.0 psf
Eq. C-2 4,272.3 psf
6.075 ft
Stability Ratio
1.2 :1
Eq. C-3 2,746.5 psf
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Title: SCHMALZRIED RES. L15
QB-(
Dsgnr: DEL MAR ENGINEERIN( Date: 8:38AM,Description: FOOTING
f
Scope
Rev: 580000 Page 2
User: KW -0606115, Ver 5.8.0, 1 -Dec -2003 Combined Footing Design
(c)1983-2003 ENERCALC Engineering Software cant columns at_nook.ecw:Calculations
Description FOOTING AT STEEL COLUMNS (SW #15) 1ST FLR, NOOK
Moment & Shear Summary
( values for moment are given per unit width of footing)
Moments...
ACI C-1
ACI C-2
ACI C-3
Mu @ Col #1
0.00 k-ft/ft
-0.08 k-ft/ft
-0.05 k-ft/ft
Mu Btwn Cols
0.00 k-ft/ft
24.30 k-ft/ft
24.26 k-ft/ft
Mu @ Cot #2
0.00 k-ft/ft
11.99 k-ft/ft
7.71 k-ft/ft
One Way Shears...
Vn : Allow* 0.85
85.000 psi
85.000 psi
85.000 psi
Vu @ Col #1
0.000 psi
0.000 psi
0.000 psi
Vu Btwn Cols
0.000 psi
0.000 psi
0.000 psi
Vu @ Cot #2
0.000 psi
2.631 psi
1.691 psi
Two Way Shears...
Vn : Allow* 0.85
170.000 psi
170.000 psi
170.000 psi
Vu @ Col #1
0.000 psi
1.057 psi
0.680 psi
Vu @ Col #2
0.000 psi
1.477 psi
0.949 psi
Reinforcing ( values given per unit width of footing)
Left Edge of Col #1
Between Columns
(M Right Edge of Col #2
Ru/Phi As Req'd
Ru/Phi
As Req'd
Ru/Phi As Req'd
ACI C-1 0.00 psi -0.043 in2/ft
@ Top 0.00 psi
-0.043 in2/ft @ Top
0.00 psi -0.043 in2/ft @ Top
ACI C-2 0.08 psi -0.043 in2/ft
@ Top 25.57 psi
0.222 in2/ft @ Bottom
12.61 psi 0.109 in2/ft @ Bottom
ACI C-3 0.05 psi -0.043 in2/11
@ Top 25.52 psi
0.222 in2/ft @ Bottom
8.11 psi 0.070 in2/ft @ Bottom
ACI Factors (per ACI, applied internally to entered loads)
ACI C-1 & C-2 DL 1.400
ACI C-2 Group Factor 0.750
Additional Seismic "1.4" Factc 1.400
ACI C-1 & C-2 LL 1.700
ACI C-3 Dead Load
Factor 0.900
Additional Seismic "0.9" Facto 0.900
ACI C-1 & C-2 ST 1.700
ACI C-3 Short Term
Factor 1.300
....seismic = ST * : 1.100
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EXP. 121311®
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