04-3831 (CONR) Geotechnical Investiagion ReportEarth Systems
0% le Southwest.
GEOTECHNICAL ENGINEERING REPORT
PROPOSED SIX ACRE MIXED USE
COMMERCIAL DEVELOPMENT f
HIGHWAY I11., WEST OF DUNE PALMS DRIVE I
LA QUINTA, CALIFORNIA
Active Fault Near -Source Zones
This'map is intended to be used in conjunction with
the 1997 Uniform Building Code, Tables 16-S and 16-T
Q-34
California Department of Conservatioll
Division of Mines and Geology
LEGEND
See expanded legend and Index map
Shaded zones Are within 2 km of known
seismic sources.
A fault
B fault
Contours of closest horizontal distance
to known seismic sources.
----------------• 5 km
--------------------------- 10 km
-------------- 15 km
0 5
E= 10
Kilometers
114" is approximately equal to 1 km
August, 1997
Figure I Site Location Map
West of Dune Palms Road
Location Map
p
oc
Figure igu
Highway ill West
of Dune Palms Road
t California
La Quinta, Cliforn,i
File Number: 09254-01
Earth Systems
Southwest
August'] l; 2003 - 13 - File No.: 09254-01
03-07-831
bac.kfilled 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 , Siope 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, .stricture 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
foundatib.ns 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.
M.
EARTH SYSTEMS SOUT14WEST
r
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
1
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NCHOR OOL DIAMETERS HAVE BEEN DESIGNED BY THE METAL
BUILDING MANUFACTURER BASED ON AISC METHOD IHTH COMBINED
SHEAR AND TCNSION.
DEVELOPMENT, EMBEDMENT AND HOOK LENGTH OF ANCHOR BOLTS
IN THE CONCRETE ARE DESIGN RESPONSIBILITY OF OTHERS, ALSO
DESIGN OF SHEAR ANGLES, TENSION PLATES, HAIRPINS, AND ANY
OTHER EMBEDDED MATERIAL IN THE CONCRETE SHALL BE DESIGNED
AND'PROwDED BY OTHERS.
I ' ,
BDIE ANCHOR BOLT PROJECDON IS FROM BOTTOM OF BASE PLATE.
T i l
ANCHOR BOLT PROJECTION
D1q'
1/2•
PROJ
-
i , /2
L)riAWINU 01AIU.`3
F(Y! APPRfIVAI.
O T/ESE ORANINI:S, 9EING FOR APPROVAL. ARE BY DEFINITION NOT
FINAL AND AR_ FOR CONCEPTUAL REPRESENWON ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETARON OF THE PROJECT
DOCUMENTS. dR��TEGS ISSUED "FOR CONSTRUCHON" CAN 8E
FTIR iYiulr•
O U.- ORANINOS. BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
IN THAT, AS A MINIMUM, PIECE MARIUNCS ARE NOT IDENTIFIED. ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION . CAN BE CONSIDERED AS
Co PLETE MM TRU"M
FORM
❑ FINAL DRAWINGS.
ANCHOR BOLT
•)(- BOTTOM O"
" BASE PLATE/B.
. '
5/8"
2-
3/A•
2 1/2-
'•
3 1/2•
1 I/8'
J 1/2'
1 r/t'
3 12'
ANCHOR
BOLTS 8Y OTHERS
+ 6
s
Finished Floor
--. Recess If re 'd is
D delerm-*n by others)
' Base Slab Section SEC. A
b1f1� rr
A
v;
'i
i
1` NOT FUR pE;,jjV1,1T
�j Approved as submitted
0 Approved as noted i
❑ Disapproved ! Resubmit I
A Date:...____._.
Signature: ..._.
-4 I
metallic building company
7301 FARMEW • HOUSTON. TEkAS • P.O. BOY 1O33B
ZIP 77041 (713) t88-778e ZIP 77240
I LOCATION LA 9UWA. CA ]— P' IN I
0305-209800
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4DEWALL STEEL LIwE _ I 2 2 2 2 1 1 2
_ANCNQR DOLT PLAN `
SEE ANCHOR BOLT P9L17AN - SEE ANQ10R BOLT PLAN
BABE PLATE _DETAIL BASE PLATE DETAIL BABE PLATE DETAIL
A. BOLTS �'o BASE a THK. v BP-01 A. BOLTS Vo I BASE a THIN. {' BP-02 A. BOLTS V# I BASE E THK. BP-03
SEE ANCHOR BOLT PLAN SEE ANCHOR BOLT PLAN �-2s 3 -
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A. BOLTS i'A BASE a THK. BP OQ A. BOLTS i'A BASE C TNK. V BP-•05 A. BOLTS j'6 BASE 1! TNK. j' BP-06
SEE ANCHOR BOLT PLAN SEE ANCHOR BOLT PLAN
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Mato frame R4at9an IN Lk- 1-7
Mde frwrl. R4adhN IN LAW.9L06 A IIIGHSIDE PORTAL
Md. frmm RaeDem d lbw: 6LDG A LOW -SIDE PORTAL
Mde from. RNi.r_ d lion; fL. 1
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Rwdi- d Llrw. f.L 2
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NOTE:
p r 0*,'I. me ?om n Kos E
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A neyolAe due. b8caln
A negalhe dun WNW.
i negaNn .2ue,
indw.
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appogla oftil
irml SIT
n
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Back 11-� I
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1.9
0.6 0.0
DEAD 4 UVE LOAD
20 0.5900 0.0250 ODD00
DEAD . 171E LOAD
2a5 G4510 O.R130 0GOOD
-----
OL
0
4.0
_0 QO
DEAD . LIVE LOAD
3" 0.55W _OD250 0.0000
DEAD . 171E LOAD
3a6 0.4310-0.0230 00000
DL
C 1179 0,000 "00
a
E 3662, GOOD 0.000
OL 4 LL 4 a
A
10.7
4.3 OLD
a 4 ILL
7as-3.9010-7.5090 0. DOW
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2A5 -I.0430-1.0990 0.ODW
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OL . Ll ♦ a
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3A6 4.1400 -15510 &GOOD
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3a6 1.9240-1.1310 ODGOG
a 4 L 4 a'
E 4.319 0.000 GCOG
OL 4 V. ♦ a E 5.756 DOW Qom
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OL / Mu
A
-7.7
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a 4 MIA
2a5 4.7400 2.5510 MOODO
a 4 MLR
2a5 1.924D 1.1310 &DOW
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0. . NR
SA6 -3a0 0 25090 0.0000
a +MLR
3A8-1.0130 1.0890 0.0700
a . ILL �!
E 1215 -Dow 0.000
DI 4 VU
1.861 -a6S3 0000
OL 4 MR
A
-0.6
4.9 0.0
OL . a/1.4
2a5 -&4420-4.2340 MODDO
OL 4 EL/1.1
2A5 -2.7%0-2.4030 000001
9
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0
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17 GO
OL 4 EL/L4
.7a6 7.5=-4.2730 OD000
a 4 a/IA
3" 3,6770 _14410 O.000OIa
4 TAR
E 7.119 1.425 &000
a I MLR
E 1,507 1.423 GOOD
OL 4 EL/1.4 . a
A
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a 4 ER/IA
2A5 7.5620 4.7730 ODOD0
a 4 ER/1.4
2&S 16770 2,4410 0.0000
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4 C. E 4.054 GC00 DODO
x FM ARRRIVAI•
THESE DRAWNCS, ` BEING FOR APPROVAL, ARE BY DEFINITION NOT
FINAL, AND RE ARE FOR CONCEPTUAL PRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
X FDR PFRMIT-
THESE+ORAWINIM BEING FOR PERMIT. ARE BY DEFINITION NOT FINAL
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
ORAWINGS ISSUED - FOR CONSTRUCTION •' CAN BE CONSIDERED AS
COMPLETE.
FYIR rtwelmlrnOt
FINAL ORAM/NGS.
Mde 1- Rwdiw IN 11w.: 3,40
MAX. WIND CoL REACTIONS NOTE:
(-LI WR3, I I 1 -' Ae -1.1 a ar. Am Is Kips E
A negplile due, mdcalrA
Mu) LCa4b 0,2K appasie Wat an
eoa sM
Hoala WIND c 2.o5k 1--+ - ly.
- F 1
CenpIIMI ONO Vlr Net MIMom
4 It a 1e 0.0 ao
i
a4U. 4 a E 58 GO 0.0
OL 4 W. E 2.1 -2.2 0.0
,R a 4 11.7 E SA -2.2 GO
0. . MA E a7 1.4 GO
a 4 IR2 E 0.7 1.4 0.0
OL 4 EL E 42 0.0 0.0
OL 4 111 E 13 010 DO
V.
kc) •CAS: CCU;::= �,Itii7
(VOY F=Vl1 pGE+T i
C3 Approved as submitted I
Approved as noted
Disapproved ! Resubmit
Signature' --- -
DESCRIPTION I BY Ian metallic building company
FOR PERMT AND APPROVAL '
7301KtnE FAEM . HOUSTOI, rAS • P.O. BOX 40336
ZIP 1104: (713) 466-77aB ZIP 77240
7 6' DATE SCALL .V79. K0.
i NONE 010S-2D980C
' E
4 I I I I I I 1
i;I
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
Title : Kleine Buildings Job # 03-216
Dsgnr: KMK Date: 8:50AM, 1 DEC 03
Description : Foundation Designs for Buildings
Scope:
User:KW.0605524.Ver5.6.1,25-Oct-2002 General FootingAnalysis & Design Page 1 11
I (O1983-2002 ENERCALC Engineering Software 7 c:\ec55Udeine building foundalions.mwCalcu
Description Building # 4 Grid�1`A andt7 A� CASE 1
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
Short Term Increase
Seismic Zone
Biaxial Applied Loads
Live & Short Term Combined
fc
Fy
2,600.0 psf
Dimensions...
1.330
Width along X-X Axis
5.000 ft
4
Length along Y-Y Axis
5.000 ft
Footing Thickness
18.00 in
Col Dim. Along X-X Axis
8.00 in
2,500.0 psi
Col Dim. Along Y-Y Axis
12.00 in
60,000.0 psi
Base Pedestal Height
1.000 in
Concrete Weight
145.00 pcf
Overburden Weight
Min Steel % 0.0014
0.00 psf Rebar Center To Edge Distance 3.50 in
Loads
Applied Vertical Load...
Dead Load
4.000 k ...ecc along X-X Axis 0.000 in
Live Load
6.700 k ...ecc along Y-Y Axis 0.000 in
Short Term Load.
k
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
1.600 k
k
Live Load
2.700 k
k
Short Term
k
k
Footing Design
Shear Forces ACI 9-1
ACI 9-2 ACI 9-3
Vn * Phi
Two -Way Shear 6.46 psi
8.69 psi 2.08 psi
170.00 psi
One -Way Shears...
Vu @ Left 5.97 psi
5.34 psi 1.56 psi
85.00 psi
Vu @ Right 1.45 psi
' 1.19 psi 0.00 psi
85.00 psi
' Vu @ Top 3.33 psi
2.94 psi 0.74 psi
85.00 psi
Vu @ Bottom 3.33 psi
2.94 psi 0.74 psi
85.00 psi
Moments ACI 9-1
ACI 9-2 ACI 9-3
Ru / Phi As Rea'd
Mu @ Left 0.74 k-ft
0.62 k-ft 0.04 k-ft
3.9 psi 0.24 in2
per ft
Mu @ Right 2.45 k-ft
2.19 k-ft 0.63 k-ft
12.9 psi 0.24 in2
per ft
Mu @ Top 1.36 k-ft
1.20 k-ft 0.29 k-ft
7.2 psi 0.24 in2
per ft
Mu @ Bottom 1.36 k-ft
1.20 k-ft 0.29 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
972.62 972.62
319.02 319.02 psf
DL + LL + ST
972.62 972.62
319.02 319.02 psf
Factored Load Soil Pressures
ACI Eq. 9-1.
1,482.76 1,482.76
486.35 486.35 psf
ACI Eq. 9-2
1,360.99 1,360.99
446.41 446.41 psf
ACI Eq. 9-3
511.67 511.67
167.83 167.83 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
J
� � � ', .. 4
Concorde Consulting Group, INC.
Title : Kleine Buildings Job # 03-216
3505 Camino Del Rio South
Dsgnr: KMK Date: 8:50AM, 1 DEC 03
#350
Description : Foundation Designs for Buildings
San Diego
California 92108
Scope
Rev: 560100
User: 3-202ENE,Ver5.6.1.2eeringSo2
ENERCALC
General Footing Analysis & Design Page 1
Yc:1ec55Udeine
(c)1983-2002 Engineering Software
building foundations.ecw:Calcu
Description Building
Grids 1-A and
'A CA�2
General Information
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
Footing Thickness 18.00 in
Live & Short Term Combined
Col Dim. Along X-X Axis 8.00 in
f c
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
Applied Vertical Load...
Dead Load
Live Load
Short Term Load
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears..
Dead Load
Live Load
Short Term
7.700 k
k
k
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
8.900 k
.ecc along X-X Axis 0.000 in
.ecc along Y-Y Axis 0.000 in
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
4.16 psi
6.32 psi
4.06 psi
170.00 psi
One -Way Shears...
Vu @ Left
2.35 psi
6.79 psi
4.36 psi
85.00 psi
Vu @ Right
2.35 psi
-1.63 psi
-1.05 psi
85.00 psi
Vu @ Top
2.14 psi
2.15 psi
1.38 psi
85.00 psi
Vu @ Bottom
2.14 psi
2.15 psi
1.38 psi
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As s Reo'd
Mu @ Left
1.01 k-ft
-0.52 k-ft
-0.34 k-ft
5.4 psi
0.24 in2
per ft
Mu @ Right
1.01 k-ft
2.68 k-ft
1.72 k-ft
14.1 psi
0.24 in2
per ft
Mu @ Top
0.86 k-ft
0.87 k-ft
0.56 k-ft
4.6 psi
0.24 in2
per ft
- Mu @ Bottom
0.86 k-ft.
0.87 k-ft
0.56 k-ft
4.6 psi
0.24 in2
per ft
Soil Pressure Su
Service Load Soil Pressures
Bottom- Top -Rig
Bottom-
Top-Lef
DL + LL
525.82 525.82
525.82
525.82 psf
DL + LL + ST
1,227.39 1,227.39
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
736.15 736.15
736.15
736.15 psf
ACI Eq. 9-2
1,717.29 1,717.29
0.00
0.00 psf
ACI Eq. 9-3
1,103.97 1,103.97
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
Ss
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Concorde Consulting Group, INC. Title : Kleine Buildings Job # 03-2.16
3505 Camino Del Rio South Dsgnr: KMK Date: 8:49AM, 1 DEC 03
#350 Description : Foundation Designs for Buildings
San Diego Scope
California 92108
Rev: 560100
User: KW-0605524.Ver5.6.1,25-Oct-2002 General Footing Analysis & Design Page 1
(c)1983-2002 ENERCALC Engineering Software ,,, A - c:\ec55\kleine building foundations.ecw:Calcu
Description Building # 4
Grids14-Aand 7-A CASV3
General Information
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
Footing Thickness
18.00 in
Live & Short Term Combined
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
Applied Vertical Load...
Dead Load 6.700 k ...ecc along X-X Axis 0.000 in
Live Load 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)
k
k
4.500 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
AUI 9-3
Vn' Phi -
Two -Way Shear
3.62 psi
5.43 psi
3.49 psi
170.00 psi
One -Way Shears... .
Vu @ Left
2.05 psi
4.22 psi
2.71 psi
85.00 psi
Vu @ Right
2.05 psi
-0.13 psi
-0.08 psi
85.00 psi
Vu @ Top
1.87 psi
1.87 psi
1.20 psi
85.00 psi
Vu @ Bottom
1.87 psi
1.87 psi
1.20 psi
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Req'd
Mu @ Left
0.88 k-ft
0.06 k-ft
0.04 k-ft
4.7 psi
0.24 in2
per ft
Mu @ Right
0.88 k-ft
1.70 k-ft
1.09 k-ft
9.0 psi
0.24 in2
per ft
Mu @ Top
0.75 k-ft
0.75 k-ft
0.48 k-ft
4.0 psi
0.24 in2
per ft
Mu @ Bottom
0.75 k-ft
0.75 k-ft
0.48 k-ft
4.0 psi
0.24 in2
per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL +'LL
485.82
485.82
485.82
485.82 psf'
DL + LL + ST'
827.82
827.82
143.82
143.82 psf
Factored Load Soil Pressures
ACI Eq. 9-1
680.15
680.15
680.15
680.15 psf
ACI Eq. 9-2
1,158.18
1,158.18
201.22
201.22 psf
ACI Eq. 9-3
744.55
744.55
129.35
129.35 psf
ACI Factors (per ACI, applied internally to entered loads)
Cl 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
iiS
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
Title : Kleine Buildings Job # 03-216
Dsgnr: KMK Date: 8:51AM, 1 DEC 03
Description : Foundation Designs for Buildings
Scope :
�De
0605524, Ver5.6.1, 25-0a-2oo2 General Footing Analysis &Design Page 1
2002 ENERCALC Engineering Software c \ec55Ucleine building foundations.eCalcuscription Building # 4 Grids 4'D and'Q CASE 1
u
L General Information
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
Live & Short Term Combined
Footing Thickness
18.00 in
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
Applied Vertical Load...
Dead Load
5.600 k
...ecc along X-X Axis 0.000 in
Live Load
8.700 k
...ecc along Y-Y Axis 0.000 in
Short Term Load
k
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
1.600 k
k
Live Load
2.700 k
k
Short Term
k
k
Footing Design.
Shear Forces ACI 9-1
ACI 9-2
ACI 9-3
Vn ' Phi
Two -Way Shear 8.64 psi
11.63 psi
2.92 psi
170.00 psi
One -Way Shears...
Vu @ Left 7.22 psi
6.45 psi
1.84 psi
85.00 psi
Vu @ Right 2.67 psi
2.30 psi
0.35 psi
85.00 psi
Vu @ Top 4.41 psi
3.91 psi
1.01 psi
85.00 psi
Vu @ Bottom 4.41 psi
3.91 psi
1.01 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Req'd
Mu @ Left 1.27 k-ft
1.10 k-ft
0.19 k-ft
6.7 psi
0.24 in2
per ft
Mu @ Right 2.98 k-ft
2.66 k-ft
6.75 k-ft
15.8 psi
0.24 in2
per ft
Mu @ Top 1.81 k-ft
1.60 k-ft
0.40 k-ft
9.6 psi
0.24 in2
per ft
Mu @ Bottom 1.81 k-ft
1.60 k-ft
0.40 k-ft
9.6 psi
0.24 in2
per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
1,116.62
1,116.62
463.02
463.02 psf
DL + LL + ST
1,116.62
1,116.62
463.02
463.02 psf
Factored Load Soil Pressures
ACI Eq. 9-1
1,710.87
1,710.87
709.43
709.43 psf
ACI Eq. 9-2
1,562.63
1,562.63
647.97
647.97 psf
ACI Eq. 9-3
561.76
561.76
232.94
232.94 psf
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2 DL
1.400
gym-.
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
..
- +.
•
.'..
�..
�"R,
_
•
�
� N f
Concorde Consulting Group, INC. Title : Kleine Buildings Job # 03-216
3505 Camino Del Rio South Dsgnr: KMK Date: 8:50AM, 1 DEC 03
#350 Description: Foundation Designs for Buildings
San Diego Scope:
California 92108
Rev: 560100
User:KW-0605524.Ver5.6.1,25-Oct-2002 General Footing Analysis & Design Page 1
(c)1983-2002 ENERCALC Engineering Software 7 g c:\ec55\kleine building foundalions.ecw:Calcu
Description Building # 4 Grids 1*--D and L!QiCASE 2
[General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
Short Term Increase
Seismic Zone
Biaxial Applied Loads
Live & Short Term Combined
fc
Fy
2,600.0 psf
Dimensions...
1.330
Width along X-X Axis
5.000 ft
4
Length along Y-Y Axis
5.000 ft
Footing Thickness
18.00 in
Col Dim. Along X-X Axis
8.00 in
2,500.0 psi
Col Dim. Along Y-Y Axis
12.00 in
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 '
Applied Vertical Load...
Dead Load 9.400 k ...ecc along X-X Axis 0.000 in
Live Load 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
Shear Forces
Two -Way Shear
One -Way Shears...
Vu @ Left
Vu @ Right
Vu @ Top
Vu @ Bottom
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
9.700 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
ACI 9-1
ACI 9-2
ACI 9-3
Vn * Phi
5.08 psi
7.68 psi
4.94 psi
170.00 psi
2.87 psi
7.66 psi
4.93 psi
85.00 psi
2.87 psi
-1.56 psi
-1.01 psi
85.00 psi
2.60 psi
2.61 psi
1.68 psi
85.00 psi
2.60 psi
2.61 psi
1.68 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Redd
Mu @ Left 1.24 k-ft
-0.46 k-ft
-0.29 k-ft
6.5 psi
0.24 in2
per ft
Mu @ Right 1.24 k-ft
3.04 k-ft
1.95 k-ft
16.0 psi
0.24 in2
per ft
Mu @ Top 1.05 k-ft
1.06 k-ft
0.68 k-ft
5.6 psi
0.24 in2
per ft
Mu @ Bottom 1.05 k-ft
1.06 k-ft
0.68 k-ft
5.6 psi
0.24 in2
per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
593.82
593.82
593.82
593.82 psf
DL + LL + ST
1,350.71
1,350.71
0.00
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9-1
831.35
831.35
831.35
831.35 psf
ACI Eq. 9-2
1,889.97
1,889.97
0.00
0.00 psf
ACI Eq. 9-3
1,214.98
1,214.98
0.00
0.00 psf
ACI FeCtors (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
Concorde Consulting Group, INC. Title : Kleine Buildings Job # 03-216
3505 Camino Del Rio South Dsgnr: KMK Date: 8:49AM, 1 DEC 03
#350 Description : Foundation Designs for Buildings
San Diego Scope:
California 92108
Rev: 560100 General 1
User: KW-0605524, Ver 5.6.1. 25-Oct-2002 Footing Analysis & Design
(01983-2002 ENERCALC Engineering Software c:\ec55Udeine building foundations.ecw:Catcu
Description Building # 4 Grids f1'D'and
General Information
Allowable Soil Bearing 2,600.0 psf
Short Term Increase 1.330
Seismic Zone 4
Biaxial Applied Loads
Live & Short Term Combined
fc 2,500.0 psi
Fy 60,000.0 psi
CASE 3
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Dimensions...
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 8.900 k ...ecc along X-X Axis 0.000 in
Live Load k ...ecc along Y-Y Axis 0.000 in
Short Term Load k
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
4.500 k
k
Footincl Desi
Shear Forces
ACI 9-1
ACI 9-2
AGi 9-3
Vn ` Phi
Two -Way Shear
4.81 psi
7.22 psi
4.64 psi
170.00 psi
One -Way Shears...
Vu @ Left
2.72 psi
4.89 psi
3.14 psi
85.00 psi
Vu @ Right
2.72 psi
0.55 psi
0.35 psi
85.00 psi
Vu @ Top
2.46 psi
2.46 psi
1.58 psi
85.00 psi
Vu @ Bottom
2.46 psi
2.46 psi
1.58 psi
85.00 psi
Moments ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Req'd
Mu @ Left 1.17 k-ft
0.35 k-ft
0.23 k-ft
6.2 psi
0.24 in2 per ft
Mu @ Right 1.17 k-ft
1.99 k-ft
1.28 k-ft
10.5 psi
0.24 in2 per ft
Mu @ Top 1.00 k-ft
1.00 k-ft
0.64 k-ft
5.3 psi
0.24 in2 per ft
Mu @ Bottom 1.00 k-ft
1.00 k-ft
0.64 k-ft
5.3 psi
0.24 in2 per ft
Soil Pressure Summary
Service Load Soil Pressures
Bottom-
Top -Rig
Bottom-
Top-Lef
DL + LL
573.82
573.82
573.82
573.82 psf
DL + LL + ST
.915.82
915.82
231.82
231.82 psf
Factored .Load Soil Pressures
ACI Eq. 9-1
803.35
803.35
803.35
803.35 psf
ACI Eq. 9-2
1,281.43
1,281.43
324.37
324.37 psf
ACI Eq. 9-3
823.78
823.78
208.52
208.52 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
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Concorde Consulting Group, INC. Title : Job #
3505 Camino Del Rio South Dsgnr: Date: 8:40AM, 1 DEC 03
#350 Description
San Diego
' California 92108 Scope:
User: KW0601N Ver 5.6.1, 26-Oct
(c)1983-2002 ENERCALC Engineering Software
General Footin Analysis & Design
Page 1
7 c1ec5Skleine building foundalions.ecw:Calcu
Description BUllding # 4
Typical Interior Column
General Information
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,200.0 psf
Dimensions...
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
Footing Thickness
18.00 in
Live & Short Term Combined
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
Applied Vertical Load...
Dead Load
7.580 k
...ecc along X-X Axis
0.000 in
Live Load
k
...ecc along Y-Y Axis
0.000 in
Short Term Load
k
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
Footing Design
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Vn * Phi
Two -Way Shear
1.96 psi
4.68 psi
3.01 psi
170.00 psi
One -Way Shears...
.
Vu @ Left
1.53 psi
4.15 psi
2.67 psi
85.00 psi
Vu @ Right
1.53 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
1.02 k-ft
-0.23 k-ft
-0.15 k-ft
5.4 psi
0.24 in2
per ft
Mu @ Right
1.02 k-ft
2.44 k-ft
1.57 k-ft
12.9 psi
0.24 in2
per ft
Mu @ Top
0.51 k-ft
0.51 k-ft
0.33 k-ft
2.7 psi
0.24 in2
per ft
Mu @ Bottom
0.51 k-ft
0.51 k-ft
0.33 k-ft
2.7 psi
0.24 in2
per ft
Soil Pressure Summary
Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef
DL + LL . 940.17 940.17 940.17 940.17 psf
DL + LL + ST 2,313.94 2,313.94 0.00 0.00 psf
Factored Load Soil Pressures .
ACI Eq. 9-1 1,316.24 1,316.24 1,316.24 1,316.24 psf
ACI Eq. 9-2 3,236.87 3,236.87 0.00 0.00 psf
ACI Eq. 9-3 2,080.84 2,080.84 0.00 0.00 psf
ACI Factors (per ACI, applied internally to entered loads) a
ACI 9-1 & 9-2 DL .
ACI 9-1 & 9-2 LL
ACI 9-1 & 9-2 ST
....seismic = ST
1.400 ACI 9-2 Group Factor
1.700 ACI 9-3 Dead Load Factor
1.700 ACI 9-3 Short Term Factor
1.100
0.750 UBC 1921.2.7 "1.4" Factor 1.400
0.900 UBC 1921.2.7 "0.9" Factor 0.900
1.300
_.3
Ocit 01 04 08:51a Kleine Development
760 776 4842 p.l
FLEWE BUILDING &DEVELOPMENT, INC.
TO: GREG BUTLER - CITY OF LA QUINTA
2 PAGES fax - 777-1233
FROM: NANCY C-C
Tel: 776-4840 Fax - 776-4842
RE: LA QUINTA VALLEY PLAZA
DATE: OCTOBER 1, 2004
The page following is Welder Operations information and certification.
If you have any questions do not hesitate to contact our office or Bob Finch, 578-3244, in the
field.
Thank you.
.-10,!c�l 01 04 08:51a Kleine Development 760 776 4842 p.2
Record of Welding Operator's Qualification Test
Process: SMAW Position: All t.and 1
Filter Base.
Metal: AlI F-2. F-3 & F=4` Metal: Coated Steel
Joints) All aooroved D1.3 joints
Thickness: 3/16 & i !ab Number. 24379
So. California Carpentry Joint -Apprenticeship &
Training Committee
• r
WELDING CERTIFICATION
This is to Certify that
Welders Signatu(O
Has satisfactorily completed and passed the Welding requn�nts o
AWS: 01.3 98 SecSon 4 Dart B JOHN U. NQtZQ
The undersigned testifies that he wftnmed and four candidetee to
competent as detai on the reverse side of this card. CW1 1
inspector. Date of Test