04-4202 (OFC) Geotechnical ReportEarth Systems
1� Southwest
GEOTECHNICAL ENGINEERING REPORT
PROPOSED SIX ACRE MIXED USE
COMMERCIAL DEVELOPMENT
HIGHWAY 111, WEST OF DUNE PALMS DRIVE
LA QUINTA, CALIFORNIA
i
Consulting Engineers and Geologists
3
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Figure I - Site Location Map
Highway 111- West of Dune Palms Road
La Quinta, California
File Number: 09254-01
Earth Systems
Southwest
5'
August l 1; 2003 - 13 - File No.: 09254-01
T.
03-07-831
backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill
operations should be observed and tested to monitor compliance with these recommendations.
5.3 Slope Stability of Graded Slopes
Unprotected, permanent graded. slopes (if any) should not be steeper than 3:1 (horizontal:
vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep
as 2:1. However, maintenance with motorized equipment may not be possible at this inclination.
Fill slopes should be overfilled and trimmed back to competent material.
STRUCTURES
In our professional opinion, structure foundations can be supported on shallow foundations
bearing on a zone of properly prepared and compacted soils placed as recommended in
Section 5.1. The recommendations that follow are based on very low expansion category soils.
5.4 Foundations
Footing design of widths, depths, and reinforcing are the responsibility of the Structural
Engineer, considering the structural loading and the geotechnical parameters given in this report.
A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A
representative of ESSW should observe foundation excavations before placement of reinforcing
steel or concrete. Loose soil or construction debris should be removed from footing excavations
before placement of concrete.
Conventional Spread Foundations: Allowable soil bearing pressures are given below for
foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing
.pressures are net (weight of footing and soil surcharge may be neglected).
➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade:
1500 psf for dead plus design live loads
Allowable increases of 300 psf per each foot of additional footing width and 300 psf for each
additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf.
➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade:
2000 psf for dead plus design live loads
Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each
additional 0.5 foot of footing depth may be used up to a maximum value of 3000 psf.
A one-third" ('/3) increase in the bearing pressure may be used when calculating resistance to wind
or seismic loads. The allowable bearing values indicated are based on the anticipated maximum
loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the
geotechnical engineer must reevaluate the allowable bearing values and the . grading
requirements.
EARTH SYSTEMS SOUTHWEST G
as 5 7, ar, 9 4- aiv-,
C"5
dw
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4�j
SECTION 2 -- GRAVITY LOAD ANALYSIS
DEAD AND LIVE LOAD INFORMATION AT VARIOUS COLUMN SUPPORTS ARE SHOWN
IN THE SHEETS ATTACHED HEREIN
SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC/WIND)
LATERAL LOADS AT COLUMN SUPPORT LOCATIONS ARE SHOWN IN THE SHEETS
ATTACHED HEREIN
SECTION 4 -- DESIGN CALCULATIONS
FOR PURPOSES OF DESIGN CRITICAL COLUMNS OCCUR AT THE BUILDING CORNER
SUPPORTS. ATTACHED TABULATIONS INDICATE WORST CASE LOADINGS AT THE CORNE
COLUMNS FOR (A) MAXIMUM AXIAL LOAD CONDITIONS, (B) MAXIMUM LATERAL LOAD
CONDITIONS DUE TO WIND AND (C) MAXIMUM LATERAL LOAD CONDITIONS FOR SEISM
a
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1997 UNIFORM BUILDING CODE
TABLE 19 -C -2 -MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS
TABLE 19-C-2
TABLE 19-D
TYPE OF MEMBER
DEFLECTION TO BE CONSIDERED
DEFLECTION LIMITATION
Flat roofs not supporting or attached to nonstructural elements likely to be damaged by
Immediate deflection due to live load L
el
large deflections
Interior panels
180
Floors not supporting or attached to nonstructural elements likely to be damaged by
Immediate deflection due to live load L
i
large deflections
200 500
360
Roof or floor construction supporting or attached to nonstructural elements likely to be
That part of die total deflection
e2
damaged by large deflections
occurring after attachment of
480
33
nonstructural elements (sum of the
36
Roof or fluor construction supporting or attached to nonstructural elements likely to not
long-time deflection due to all sustained
4
be damaged by large deflections
loads and the immediate deflection due
240
1,.
to any additional live loads)3
111
1The limit is not intended to safeguard against ponding. The member shall be checked for ponding by suitable calculations of deflection, including added deflections
due to ponded water, and considering long-term effects of all sustained loads, camber, construction tolerances, and reliability of provisions for drainage.
2The limit may be exceeded if.adequate measures are taken to prevent damage to supported or attached elements.
31-ong-time deflection shall be determined in accordance with Section 1909.5.2.5 or 1909.5.4.2, but may be reduced by the amount of deflection calculated to occur
before attachment of nonstructural elements. This amount shall be determined on basis of accepted engineering data relating to time -deflection characteristics
of members similar to those being considered.
;But not greater than tolerance provided for nonstructural elements. The limits may be exceeded if camber is provided so that total deflection minus camber does
not exceed limit.
"TABLE 19 -C -3 -MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS
*For values of reinforcement yield strength between the values given in the table, minimum thickness shall be determined by linear interpolation.
1Drop panel is defined in Section 1913.3.7.
2Slabs with beams between columns along exterior edges. The value of a for the edge beam shall not be less than 0.8.
TABLE 19 -D -ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1,2,3
_
BOLT
DIAMETER
Inches
WITHOUT DROP PANELS*
WITH DROP PANELS1
YIELD STRENGTH, / , psi*
Exterior Panels
Interior panels
Exterior Panels
Interior panels
x 0.00689 for MPa
Without edge beams
With edge beams2
Without edge beams
With edge beams2
200 500
In
1"
In
In
In
In
40,000
33
36
36
36
30
40
60,000
1„
11.
1,.
111
111
111
33/4
61/4
30
33
33
33
36
136
75,000
11,
1,.
11.
11.
1,,
111
7/8
38
31
31
31
34
34
*For values of reinforcement yield strength between the values given in the table, minimum thickness shall be determined by linear interpolation.
1Drop panel is defined in Section 1913.3.7.
2Slabs with beams between columns along exterior edges. The value of a for the edge beam shall not be less than 0.8.
TABLE 19 -D -ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1,2,3
_
BOLT
DIAMETER
Inches
MINIMUM4
EMBEDMENT
Inches
EDGE
DISTANCE
(inches)
MINIMUM CONCRETE STRENGTH (psi)
x 0.00689 for MPa
SPACING /'c=2,000 /'c=3,000 /"c=4,000
(Inches) Tensions Shears
Tensions I Shears
Tensions Shears
x 25.4 for mm x 4.5 for newtons
1/4
21/2
11/,
3 200
500.
200 500
200
500
3/8
3
21/4
41/2 500
1,100
500 1,100
500
1,100
1/24
4
3
5
6 950
6 1,400
1,250
1,550
950 1,250
1,500 1,650
950
1,550
1,250
1,750
'ls
41/2
41/2
33/4
61/4
71/2 1,500
71/2 2,050
2,750
2,900
1,500 2,750
2,200 3,000
1,500
2,400
2,750
3,050
�/4
5
5
41/2
71/2
9 2,250
9 -2,700
2,940
4,250
2,250 , 3,560
2,950 4,300
2,250
3,200
3,560
4,400
7/8
6
51/4
101/2 2,550
3,350
2,550 4,050
2,550
4,050
1
7
6
12 2,850
3,750
3,250 �. 4,500
3,650
5,300
11/8
8
63/4
131/2 3,400
4,750
3,400 4,750'
1 3,400
4,750
0/4
9
71/2
15 4,000
5,800
4,000 ✓ 5,800
1 4,000
5,800
1Values are natural stone aggregate concrete and bolts of at leasi A 307 quality. Bolts shall have a standard head or an equal deformity in the embedded portion.
2The tabulated values are for anchors installed at the specified spacing and edge distances. Such spacing and edge distance may be reduced 50 percent with an equal
reduction in value. Use linear interpolation for intermediate spacings and edge margins.
3The allowable values may be increased per Section 1612.3 for duration of loads such as wind or seismic forces.
4An additional 2 inches (51 mm) of embedment shall be provided for anchor bolts located in the top of columns located in Seismic Zones 2, 3 and 4.
5Values shown are for work without special inspection. Where special inspection is provided, values may be increased 100 percent.
6Values shown are for work with or.without special inspection.
2-181
'CURS)
& BENDS
REINF.
S CL OSED TIE_
'CURS)
ONE END ONLY
R(ENDS)
&
BENDS.
':4REINF.
i
I
ti
EMBEDMENT LENGTH
INTO CONC. OR MAS.
3D
STD. HEX NUT
ADEQUATE THRD.
EXTENSION FOR
ATTACHMENT OF
ALL MATERIALS
BOA T DIA.
)'D..
MINIMUM
EMBEDMENT -�
------'
HORIZONTAL
ANCHOR BOLTS
- -
VERTICAL
ANCHOR f3O I -S
2"
5„
5"
7„
7"
- -
518"
J14"
5„
7"
„
7 -
9'.
2TYPk
SO -3002.
SCALE: 3/4" = l'-0"
Rum nwr a i
GRID
CASE #
VERTICAL LOADS (KIPS)
LAT. LOADS (KIPS)
CASE # 2
BASE PLATE (in)
FOOTING SIZE & DETAILS
OL
LL
WL
EQ
DL
LL
WL
EQ
b
d'
1-D &6-D
1
8.8
12.8
4.7
7.0
8.0
12.0
5'* 5'* 18 " W/ 6 # 5 EACH WAY
2
11.6
13.6
8.0
12.0
5" 5" 18 " W/ 6 # 5 EACH WAY
3
12.2
8.7
8.0
12.0
5" 5" 18 " W/ 6 # 5 EACH WAY
FOOTNOTES:
CASE # 1
MAX VERT LOAD (GRAVITY)
CASE # 2
MAX HORIZ LOAD (WIND)
CASE # 3
MAX HORIZ LOAD (EQ)
cnnnrdG n=DTu -'JA "
GRID
CASE #
VERTICAL LOADS (KIPS)
LAT. LOADS(KIPS)
BASE PLATE (in)
FOOTING SIZE & DETAILS
DL
LL
WL
EQ
DL
LL
WL
EQ
b
d
1-A & 6-A
1
7.2
10.7
4.8
7.0
8.0
1 12.0
8'5"18"W/6#5EACHWAY
2
11.6
13.6
8.0
12.0
5"5"18"W/6#5EACH WAY
3
9.8
9.2
8.0
12.0
5" 5"18"W/6#5 EACH WAY
FOOTNOTES:
CASE # 1 MAX VERT LOAD (GRAVITY)
CASE # 2 MAX HORIZ LOAD (WIND)
CASE # 3 MAX HORIZ LOAD (EQ)
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IEIEWA'.L STEEL 011E 2 SiCEWALI. STEL JNE SIDEWALL STEEL LINE- 7 I i 2
BOLT PLAN
.._..BASE ..P_LATE DETAIL
'-..-P - BASE_PLATED_ETAIL -1
BASE PLATE DET
AIL_
jA. BOLTS Vt BASE THK. iUuI A. 30�iS . 0 1 gisEp1Hk -P-02A. BOLTS Apo ASE e THK.
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PLATE OETAILLATE
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A. BO
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BOLT
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DRAWING STATUS
AEVRWOW
_
NO.. DATE
DESCRIPTION
metallic building
r X1
EM-ACEROXALL
THESE DRA114RCS-F. MING ARE BY DEFINITION NOT
company
FOR APPROVAL.
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04 CONCEPTUAL REPRESENTATION ONLY. W�VR
FINAL, AND A AL
FOR PFIRMil AND APPROVAL . . . . . . . .
W
FA
PURPOSE IS VO CONFIRM PROPER INTERPRETATION OF THE PROJECT
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0,0 DEAD I U* LOAD
7&4 0-110 O.O_VD DOOM OW + UV( tOAO
W 0.4800 C.11s0 G ,,X . C,,
. .............
wj:'-'IE EIP G 11:1 VALLEY PLAZA
OL
D
5.5
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OLO'DFAO + U%f LOAD
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3&! it/ m-o.f..-90 ac mc! 1
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WIND COL. REACTIONS
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Dc&D LOAD
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.....-BASE PLATE DETAIL BASE PLATE DETAIL
7
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DRAWING STATUS
AEVRWOW
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NO.. DATE
DESCRIPTION
metallic building
r X1
EM-ACEROXALL
THESE DRA114RCS-F. MING ARE BY DEFINITION NOT
company
FOR APPROVAL.
E A lo -vi -o3
04 CONCEPTUAL REPRESENTATION ONLY. W�VR
FINAL, AND A AL
FOR PFIRMil AND APPROVAL . . . . . . . .
W
FA
PURPOSE IS VO CONFIRM PROPER INTERPRETATION OF THE PROJECT
TEIAS - -j.. MX 4W38
?p ?-04- jP 77240
DOCUMENTS, ONLY ORAVWNCS ISSUED "FOR CONSTRUCTION— CAN BE
CONSIDERED AS COMPLETE.
?"'k AAf _; ek
OFORPfRMIT*
D -'ESE DRAWNGS- BEING FOR PERMIT. ARE RY DEFINITION NOT FINAL
_.mrfT 'I
IN FNIAT. AS A �,",NIMU.. PIECE AR. -.GS ARE NOT ICENDFiF0. ONLY
. .............
wj:'-'IE EIP G 11:1 VALLEY PLAZA
CA'
DRAVANGS ISSUED FOR CONSTRUCTION .4 BE CONSIDERED AS
CCMPLCTE.
FDR r INq1RUf&C?1,_
13V -rA7--TteWt* 1 .4.6. I-T§T.7TX
NONE I ---- ---- 2 A
Concorde Consulting Group, INC. Title : Job #
3505 Camino Del Rio South Dsgnr: Date: 8:21AM, 1 DEC 03
#350 Description
San Diego Scope:
California 92108
r: KW -0605524. Ver 5.6.1.25.Oct-2002General Fotatin Anal i&Desi n Page 1
983-2002 ENERCALC Engineering Software 9 yS$ c:1ec55tkleine building foundations.ecw:Calcu
Description Building # 3 Grids 1-A and 6-A CASE 1
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,600.0 psf
Dimensions...
ACI 9-3
Short Term Increase
1.330
Width along X -X Axis
5.000 ft
Seismic Zone
4
Length along Y -Y Axis
5.000 ft
Biaxial Applied Loads
Footing Thickness
18.00 in
Live & Short Term Combined
Vu @ Left
Col Dim. Along X -X Axis
8.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Vu @ Top
Overburden Weight
0.00 psf
Min Steel %
Rebar Center To Edge Distance
0.0014
3.50 in
Loads
Vu @ Bottom
5.49 psi
Applied Vertical Load...
1.29 psi
85.00 psi
Dead Load
7.200 k
...ecc along X -X Axis
0.000 in
Live Load
10.700 k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
0.21 k -ft
-0.14 k -ft
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears...
Dead Load
Live Load
Short Term
Footing Design
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
4.800 k
7.000 k
k
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Vn' Phi
Two -Way Shear
10.65 psi
14.50 psi
3.74 psi
170.00 psi
One -Way Shears...
Vu @ Left
12.44 psi
11.17 psi
3.40 psi
85.00 psi
Vu @ Right
-0.08 psi
-0.22 psi
-0.57 psi
85.00 psi
Vu @ Top
5.49 psi
4.87 psi
1.29 psi
85.00 psi
Vu @ Bottom
5.49 psi
4.87 psi
1.29 psi
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Read
Mu @ Left
0.30 k -ft
0.21 k -ft
-0.14 k -ft
1.6 psi
0.24 in2
per ft
Mu @ Right
5.01 k -ft
4.50 k -ft
1.35 k -ft
26.5 psi
0.24 in2
per ft
Mu @ Top
2.26 k -ft
2.00 k -ft
0.52 k -ft
12.0 psi
0.24 in2
per ft
Mu @ Bottom
2.26 k -ft
2.00 k -ft
0.52 k -ft
12.0 psi
0.24 in2
per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
1,830.62
1,830.62
37.02
37.02 psf
DL + LL + ST
1,830.62
1,830.62
37.02
37.02 psf
Factored Load Soil Pressures
ACI Eq. 9-1
2,814.58
2,814.58
56.92
56.92 psf
ACI Eq. 9-2
2,561.99
2,561.99
51.81
51.81 psf
ACI Eq. 9-3
891.86
891.86
18.04
18.04 psf
ACI Factors (per ACI, applied internally to entered loads)
A77 & 9-2 DL
1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor
1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor
0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' :
1.100
• 1 r
Concorde Consulting Group, INC. Title : Job #
3505 Camino Del Rio South Dsgnr: Date: 8:22AM, 1 DEC 03
#350 Description
San Diego Scope:
California 92108
Rev:560100
User: KW -0605524. Ver 5.6.1, 25-Oct-2002General Footing Analysis &Design Page 1
(c)1983-2002 ENERCALC Engineering Software c:\ec55\kleine building foundations.ecw:Calcu
Description Building # 3 Grids 1-A and 6-A CASE 2
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,600.0 psf
Dimensions...
85.00 psi
Short Term Increase
1.330
Width along X -X Axis
5.000 ft
Seismic Zone •
4
Length along Y -Y Axis
5.000 ft
Biaxial Applied Loads
3.22 psi
Footing Thickness
18.00 in
Live & Short Term Combined
0.85 k -ft
Col Dim. Along X -X Axis
8.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Min Steel %
0.0014
Overburden Weight
0.00 psf
Rebar Center To Edge Distance
3.50 in
Loads
1,837.72
1,837.72
0.00
Applied Vertical Load...
Factored Load Soil Pressures
Dead Load
11.600 k
...ecc along X -X Axis
0.000 in
Live Load
k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
0.00
0.00 psf
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears...
Dead Load
Live Load
Short Term
Footing Desiqn
Shear Forces
Two -Way Shear
One -Way Shears...
Vu @ Left
Vu @ Right
Vu @ Top
Vu @ Bottom
ACI 9-1
6.27 psi
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
13.600 k
ACI 9-2
9.82 psi
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
y_3 - Vn ' Phi
6.32 psi 170.00 psi
3.55 psi
10.78 psi
6.93 psi
85.00 psi
3.55 psi
-1.68 psi
-1.08 psi
85.00 psi
3.19 psi
3.22 psi
2.07 psi
85.00 psi
3.19 psi
3.22 psi
2.07 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Reg'd
Mu @ Left 1.53 k -ft
-0.64 k -ft
-0.41 k -ft
8.1 psi
0.24 in2 per ft
Mu @ Right 1.53 k -ft
4.21 k -ft
2.71 k -ft
22.3 psi
0.24 in2 per ft
Mu @ Top 1.30 k -ft
1.32 k -ft
0.85 k -ft
7.0 psi
0.24 in2 per ft
Mu @ Bottom 1.30 k -ft
1.32 k -ft
0.85 k -ft
7.0 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
681.82
681.82
681.82
681.82 psf
DL + LL + ST
1,837.72
1,837.72
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
954.55
954.55
954.55
954.55 psf
ACI Eq. 9-2
2,571.59
2,571.59
0.00
0.00 psf
ACI Eq. 9-3
1,653.17
1,653.17
0.00
0.00 psf
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2 DL 1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' : 1.100
i3
U oo's
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
f1
Title
Dsgnr:
Description
Scope :
Job #
Date: 8:23AM, 1 DEC 03
Rev: 560100 Page 1
user: KW -0605524. Ver 5.6.1. 25-00-2002 General Footing Analysis & Design
(c)1983-2002 ENERCALC Engineering Software c1ec55Ucleine building (oundations.ecw:Calcu
Description Building # 3 Grids 1-A and 6-A CASE 3
General Information
Creates Rotation about Y -Y Axis
Allowable Soil Bearing
2,600.0 psf
Short Term Increase
1.330
Seismic Zone
4
Biaxial Applied Loads
8.00 in
Live & Short Term Combined
12.00 in
fc
2,500.0 psi
Fy
60,000.0 psi
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Dimensions...
Creates Rotation about Y -Y Axis
Width along X -X Axis
5.000 ft
Length along Y -Y Axis
5.000 ft
Footing Thickness
18.00 in
Col Dim. Along X -X Axis
8.00 in
Col Dim. Along Y -Y Axis
12.00 in
Base Pedestal Height
1.000 in
Concrete Weight 145.00 pcf Min Steel % 0.0014
Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in
Loads
Applied Vertical Load...
Dead Load 9.800 k ...ecc along X -X Axis 0.000 in
Live Load k ...ecc along Y -Y Axis 0.000 in
ShortTerm Load k
Footing Design
Shear Forces
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
k -ft
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k
k
Live Load
k
k
Short Term
9.200 k
k
Footing Design
Shear Forces
ACI 9-1
ACI 9-2
AGI 9-3
Vn ' Phi
Two -Way Shear
5.30 psi
7.96 psi
5.12 psi
170.00 psi
One -Way Shears...
Vu @ Left
3.00 psi
7.47 psi
4.80 psi
85.00 psi
Vu @ Right
3.00 psi
-1.35 psi
-0.87 psi
85.00 psi
Vu @ Top
2.70 psi
2.71 psi
1.74 psi
85.00 psi
Vu @ Bottom
2.70 psi
2.71 psi
1.74 psi
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Reg'd
Mu @ Left
1.29 k -ft
-0.35k-ft
-0.23 k -ft
6.8 psi
0.24 in2 per ft
Mu @ Right
1.29 k -ft
2.97 k -ft
1.91 k -ft
15.7 psi
0.24 in2 per ft
Mu @ Top
1.10 k -ft
1.10 k -ft
0.71 k -ft
5.8 psi
0.24 in2 per ft
Mu @ Bottom
1.10k -ft
1.10k -ft
0.71 k -ft
5.8 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
609.82
609.82
609.82
609.82 psf
DL + LL + ST
1,316.09
1,316.09
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
853.75
853.75
853.75
853.75 psf
ACI Eq. 9-2
1,841.55
1,841.55
0.00
0.00 psf
ACI Eq. 9-3
1,183.86
1,183.86
0.00
0.00 psf
ACI Factors . (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2 DL
1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3 Short Term Factor
1.300.
....seismic = ST'
: 1.100
5`
r a
Concorde Consulting Group, INC. Title: Job #
3505 Camino Del Rio South Dsgnr: Date: 8:24AM, 1 DEC 03
#350 Description
San Diego Scope:
California 92108
User: KW0605524,Ver 5.6.1.25.Ocl-2002General Footin Anal sis &Desi n Page 1
( (c)1983-2002 ENERCALC Engineering Software Y 9 c:\ec55Udeine building foundations.ecw:Calcu
Description Building # 3 Grids 1-D and 6-D CASE 1
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,600.0 psf
Dimensions...
Vn ' Phi
Short Term Increase
1.330
Width along X -X Axis
5.000 ft
Seismic Zone
4
Length along Y -Y Axis
5.000 ft
Biaxial Applied Loads
Footing Thickness
18.00 in
Live & Short Term Combined
3.53 psi
85.00 psi
Vu @ Right 1.60 psi
1.30 psi
Col Dim. Along X -X Axis
8.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Moments ACI 9-1
Overburden Weight
0.00 psf
Min Steel %
0.0014
Mu @ Left 1.00 k -ft
0.84 k -ft
Rebar Center To Edge Distance
3.50 in
Loads
Mu @ Right 5.40 k -ft
4.84 k -ft
1.42 k -ft
Applied Vertical Load...
0.24 in2 per ft
Mu @ Top 2.73 k -ft
2.42 k -ft
Dead Load
8.800 k
...ecc along X -X Axis
0.000 in
Live Load
12.800 k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears..
Dead Load
Live Load
Short Term
Footing Design
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
4.000 k
7.000 k
k
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
Shear Forces ACI 9-1
ACI 9-2
ACI 9-3
Vn ' Phi
Two -Way Shear 12.91 psi
17.53 psi
4.58 psi
170.00 psi
One -Way Shears...
Vu @ Left 13.30 psi
11.92 psi
3.53 psi
85.00 psi
Vu @ Right 1.60 psi
1.30 psi
-0.07 psi
85.00 psi
Vu @ Top 6.60 psi
5.87 psi
1.56 psi
85.00 psi
Vu @ Bottom "6.60 psi
5.87 psi
1.56 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Rea'd
Mu @ Left 1.00 k -ft
0.84 k -ft
0.07 k -ft
5.3 psi
0.24 in2 per ft
Mu @ Right 5.40 k -ft
4.84 k -ft
1.42 k -ft
28.6 psi
0.24 in2 per ft
Mu @ Top 2.73 k -ft
2.42 k -ft
0.63 k -ft
14.4 psi
0.24 in2 per ft
Mu @ Bottom 2.73 k -ft
2.42 k -ft
0.63 k -ft
14.4 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
1,917.82
1,917.82
245.82
245.82 psf
DL + LL + ST
1,917.82
1,917.82
245.82
245.82 psf
Factored Load Soil Pressures
ACI Eq. 9-1
2,957.25
2,957.25
379.05
379.05 psf
ACI Eq. 9-2
2,684.15
2,684.15
344.05
344.05 psf
ACI Eq. 9-3
908.63
908.63
116.47
116.47 psf
ACI Factors (per ACI, applied internally to entered loads)
'71717
9-2 DL 1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' : 1.100
l'7
5.00 ft
1
2,Vk
5.00 ft
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
11.600 k
Title :
Dsgnr:
Description
Scope
Job #
Date: 8:27AM, 1 DEC 03
Rev: 560100
...ecc along Y -Y Axis 0.000 in
Short Term Load
k
Use9:3-202ENE.Ver 5.6.1 Engine25-Oering
(c)1983.2002 ENERCALC Engineering Software
General Footing Analysis & Design
9
Page 1
Creates Rotation about X -X Axis
Applied Moments...
1 c:\ec55\kleine building foundalions.ecw:Calcu
Description Building # 3
Grids 1-D and 6-D
CASE 2
k -ft
General Information
k -ft
Calculations are designed to ACI 318-95 and.1997 UBC Requirements
Allowable Soil Bearing
2,600.0 psf
Dimensions...
Short Term Increase
1.330
Width along X -X Axis
5.000 ft
Seismic Zone
4
Length along Y -Y Axis
5.000 ft
„ Biaxial Applied Loads
k
Footing Thickness
18.00 in
Live & Short Term Combined
k
As Read
Mu @ Left 1.53 k -ft
-0.64 k -ft
-0.41 k -ft
Col Dim. Along X -X Axis
8.00 in
' fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Mu @ Bottom 1.30 k -ft
1.32 k -ft
Overburden Weight
0.00sf
p
Min Steel %
0.0014
Rebar Center To Edge Distance
3.50 in
Applied Vertical Load...
Dead Load
11.600 k
...ecc along X -X Axis 0.000 in
Live Load
k
...ecc along Y -Y Axis 0.000 in
Short Term Load
k
170.00 psi
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
k -ft
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k
k
Live Load
k
k
Short Term
13.600 k
k
Shear Forces ACI 9-1
ACI 9-2
ACI 9-3
Vn ' Phi
Two -Way Shear 6.27 psi
9.82 psi
6.32 psi
170.00 psi
One -Way Shears...
Vu @ Left 3.55 psi
10.78 psi
6.93 psi
85.00 psi
Vu @ Right 3.55 psi
-1.68 psi
-1.08 psi
85.00 psi
Vu @ Top 3.19 psi
3.22 psi
2.07 psi
85.00 psi
Vu @ Bottom 3.19 psi
3.22 psi
2.07 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Read
Mu @ Left 1.53 k -ft
-0.64 k -ft
-0.41 k -ft
8.1 psi
0.24 in2 per ft
Mu @ Right 1.53 k -ft
4.21 k -ft
2.71 k -ft
22.3 psi
0.24 in2 per ft
Mu @ Top 1.30 k -ft
1.32 k -ft
0.85 k -ft
7.0 psi
0.24 in2 per ft
Mu @ Bottom 1.30 k -ft
1.32 k -ft
0.85 k -ft
7.0 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
681.82
681.82
681.82
681.82 psf
DL + LL + ST
1,837.72
1,837.72
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
954.55
954.55
954.55
954.55 psf
ACI Eq. 9-2
2,571.59
2,571.59
0.00
0.00 psf
ACI Eq. 9-3
1,653.17
1,653.17
0.00
0.00 psf
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2 DL 1.400
ClA9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-3 Dead Load
Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' : 1.100
1`i
o2
u oo's
u oo's
Concorde Consulting Group, INC. Title : Job #
3505 Camino Del Rio South Dsgnr: Date: 8:27AM, 1 DEC 03
Description
#350
San Diego - Scope:
California 92108
Kev: �WIUV
User:KW-0605524. Ver 5.6.1, 25 -Oct -2002 General Footing Analysis & Design Page 1
(c)1983.2002 ENERCALC Engineering Software c:\ec55Ucleine building foundations.ecw:Calcu
Description Building # 3 Grids 1-D and 6-D CASE 3
General Information
7.93 psi
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,600.0 psf
Dimensions...
-0.30 psi
Short Term Increase
1.330
Width along X -X Axis
5.000 ft
Seismic Zone
4
Length along Y -Y Axis
5.000 ft
Biaxial Applied Loads
1.37 k -ft
Footing Thickness
18.00 in
Live & Short Term Combined
Mu @ Bottom 1.37 k -ft
Col Dim. Along X -X Axis
8.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Min Steel %
0.0014
Overburden Weight
0.00 psf
Rebar Center To Edge Distance
3.50 in
Loads
DL + LL + ST
1,367.02
1,367.02
Applied Vertical Load...
44.62 psf
Factored Load Soil Pressures
Dead Load
12.200 k
...ecc along X -X Axis
0.000 in
Live Load
k
...ecc along Y -Y Axis
0.000 in
ShortTerm Load
k
1,912.96
62.44
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears..
Dead Load
Live Load
Short Term
Footing Design
Shear Forces
Two -Way Shear
One -Way Shears...
Vu @ Left
Vu @ Right
Vu @ Top
Vu @ Bottom
AC 19-1
6.59 psi
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
8.700 k
ACI 9-2
9.88 psi
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
2__3 Vn ' Phi
6.35 psi 170.00 psi
3.73 psi
7.93 psi
5.10 psi
85.00 psi
3.73 psi
-0.47 psi
-0.30 psi
85.00 psi
3.35 psi
3.34 psi
2.15 psi
85.00 psi
3.35 psi
3.34 psi
2.15 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Rea'd
Mu @ Left 1.60 k -ft
0.02 k -ft
0.01 k -ft
8.5 psi
0.24 in2 per ft
Mu @ Right 1.60 k -ft
3.18 k -ft
2.05 k -ft
16.8 psi
0.24 in2 per ft
Mu @ Top 1.37 k -ft
1.37 k -ft
0.88 k -ft
7.2 psi
0.24 in2 per ft
Mu @ Bottom 1.37 k -ft
1.37 k -ft
0.88 k -ft
7.2 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
705.82
705.82
705.82
705.82 psf
DL + LL + ST
1,367.02
1,367.02
44.62
44.62 psf
Factored Load Soil Pressures
ACI Eq. 9-1
988.15
988.15
988.15
988.15 psf
ACI Eq. 9-2
1,912.96
1,912.96
62.44
62.44 psf
ACI Eq. 9-3
1,229.76
1,229.76
40.14
40.14 psf
ACI Factors (per ACI, applied intemally to entered loads)
ACI 9-1 & 9-2 DL 1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL 1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' : 1.100
Zl
5.00 ft
1 zT
5.00 ft ,l
2 2_.
Shear Forces
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
Concorde Consulting Group, INC.
(pressures @ top & bot)
Title :
Job #
3505 Camino Del Rio South
Live Load
Dsgnr:
Date: 8:29AM, 1 DEC 03
#350
k -ft
Description
San Diego
Creates Rotation about X -X Axis
Scope
(pressures @ left & right)
California 92108
Dead Load
k
k
Live Load
Rev: 560100
user: KW -0605524• Ver 5.6.1. 25 -Oct -2002
General Footing Analysis & Design
Page 1
5.000 k
(c)1983.2002 ENERCALC Engineering Software
Vu @ Top
0.00 psi
c:1ec55Udeine building foundalions.ecw:Calcu
Description Building # 3
Typical Interior Column
Vu @ Bottom
General Information
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,200.0 psf
Dimensions...
Moments
Short Term Increase
1.330
Width along X -X Axis
3.500 ft
Seismic Zone
4
Length along Y -Y Axis
3.000 ft
Biaxial Applied Loads
6.8 psi
Footing Thickness
18.00 in
Live & Short Term Combined
2.65 k -ft
1.70 k -ft
14.0 psi
0.24 in2 per ft
Mu @ Top
Col Dim. Along X -X Axis
8.00 in
fc
2,500.0 psi
Col Dim. Along Y -Y Axis
12.00 in
Fy
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Overburden Weight
0.00 psf
Min Steel % 0.0014
Rebar Center To Edge Distance 3.50 in
Loads
Top -Rig
Bottom-
Top-Lef
Applied Vertical Load...
1,128.74
1,128.74
Dead Load
9.560 k
...ecc along X -X Axis
0.000 in
Live Load
k
...ecc along Y -Y Axis
0.000 in
ShortTerm Load
k
Shear Forces
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Moments...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k -ft
k -ft
Live Load
k -ft
k -ft
Short Term
k -ft
k -ft
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
Applied Shears...
(pressures @ left & right)
(pressures @ top & bot)
Dead Load
k
k
Live Load
k
k
Short Term
5.000 k
k
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Vn'Phi
Two -Way Shear
2.47 psi
5.70 psi
3.66 psi
170.00 psi
One -Way Shears...
Vu @ Left
1.91 psi
4.40 psi
2.83 psi
85.00 psi
Vu @ Right
1.91 psi
-0.36 psi
-0.23 psi
85.00 psi
Vu @ Top
0.00 psi
0.00 psi
0.00 psi
85.00 psi
Vu @ Bottom
0.00 psi
0.00 psi
0.00 psi
85.00 psi -
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Read
Mu @ Left
1.28 k -ft
-0.05 k -ft
-0.03 k -ft
6.8 psi
0.24 in2 per ft
Mu @ Right
1.28 k -ft
2.65 k -ft
1.70 k -ft
14.0 psi
0.24 in2 per ft
Mu @ Top
0.64 k -ft
0.64 k -ft
0.41 k -ft
3.4 psi
0.24 in2 per ft
.Mu @ Bottom
0.64 k -ft
0.64 k -ft
0.41 k -ft
3.4 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
1,128.74
1,128.74
1,128.74
1,128.74 psf
DL + LL + ST
2,434.07
2,434.07
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
1,580.24
1,580.24
1,580.24
1,580.24 psf
ACI Eq. 9-2
3,405.38
3,405.38
0.00
0.00 psf
ACI Eq. 9-3
2,189.17
2,189.17
0.00
0.00 psf
ACI Factors (per ACI, applied intemally to entered loads)
ACI 9-1 & 9-2 DL
1.400
ACI 9-2 Group Factor
0.750 UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9-3 Dead Load Factor
0.900 UBC 1921.2.7
"0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3 Short Term Factor
1.300
....seismic = ST' :
1.100
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