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
H 10
Figure I Site
Loc
at
io,
n �Map
Highway ill West of Dune Palms Road
La Quinta, California
File Number: 09254-01
Earth Systems
Southwest
August'] l; 2003 - 13 - File No.: 09254-01
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 , 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
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SEF ANCHORBOLT PLAN - SEE ANCHOR BOLT PLAN
BABE PLATE _DETAIL BASE PLATE DETAIL BABE PLATE DETAIL
A. BOLTS �'o BASE R THK. {' BP A. BOLTS 1'o BASE THK. {' BP -OZ A. BOLTS j'o BASE E THK. BP -03
SEE ANCHOR BOLT PLAN SEE ANCHORBOLT PLAN �-2s 3 -
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FM ARRRIVA1•
THESE DRAWINGS, ` 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
OOCUMEN TS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
K FDR PFRMIT-
THESE+ DRAWINGS, 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 rtwe7mlrnclra�
FlNAL DRAWINGS.
Mde Erma R•adl- d 11we: 3,40
MAX WIND CoL REACTIONSNOTE:
LI IJIE! I ') -' N :eaUma ara s11om In 111, E
A negolile due, mdcaln
t7EAD LCa4b � 0,2K � apFasie 6atian
eoa sM
Hoala WINDcZas5l 1--+ - ly.
- F 1
CenpIIM1 ONI YN NIA momIL� a is 0.0 0.0
i
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0. + MA E a7 1.4 2.0
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0. 4 EL E 4.2 0.0 0.0
0. 4 111 E 13 0.0 DO
K
V.
(-)I; CC;::= ��Itiil
(V(Y F=Vl1 pGE+T i
Approved as submitted I
E3 Approved as noted
pisapproved ! Resubmit
Signature' --- -
�• DES WREN a CKD metallic building company
FOR PENT AND APPROVAL '
7301FAKtnEM • HOUSTON, TE AS • P.O. BOT 40336
7704: ITO) 4116-7768 DP 77240
7 B' DATE SCALL .V79. X0.
i NONE 0305-2D990C
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FM ARRRIVA1•
THESE DRAWINGS, ` 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
OOCUMEN TS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE.
K FDR PFRMIT-
THESE+ DRAWINGS, 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 rtwe7mlrnclra�
FlNAL DRAWINGS.
Mde Erma R•adl- d 11we: 3,40
MAX WIND CoL REACTIONSNOTE:
LI IJIE! I ') -' N :eaUma ara s11om In 111, E
A negolile due, mdcaln
t7EAD LCa4b � 0,2K � apFasie 6atian
eoa sM
Hoala WINDcZas5l 1--+ - ly.
- F 1
CenpIIM1 ONI YN NIA momIL� a is 0.0 0.0
i
CE 4 LL 10. E 36 GO 0.0
0. 4 RL E 21 -22 0.0
R OL + MLI E SA -22 GO
0. + MA E a7 1.4 2.0
0. ♦ IR2 E 0.7 1.4 0.0
0. 4 EL E 4.2 0.0 0.0
0. 4 111 E 13 0.0 DO
K
V.
(-)I; CC;::= ��Itiil
(V(Y F=Vl1 pGE+T i
Approved as submitted I
E3 Approved as noted
pisapproved ! Resubmit
Signature' --- -
�• DES WREN a CKD metallic building company
FOR PENT AND APPROVAL '
7301FAKtnEM • HOUSTON, TE AS • P.O. BOT 40336
7704: ITO) 4116-7768 DP 77240
7 B' DATE SCALL .V79. X0.
i NONE 0305-2D990C
4 ,IIIII I 1
;1
I i
' E
4 ,IIIII I 1
;1
I i
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
User: KW -0605524. Ver 5.6.1, 25-0ct-2002
(c)1983-2002 ENERCALC Engineering Software
Description Building # 4
General
Allowable Soil Bearing
Short Term Increase
Seismic Zone
Biaxial Applied Loads
Live & Short Term Combined
fc
Fy
Title : Kleine Buildings Job # 03-216
Dsgnr: KMK Date: 8:50AM, 1 DEC 03
Description : Foundation Designs for Buildings
Scope:
General Footing Analysis & Design Page 1
c:\ec55\Ideine building foundalions.mwCalcu
andWfM CASE 1
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
2,600.0 psf
Dimensions...
ACI 9-3
1.330
Width along X -X Axis
5.000 ft
4
Length along Y -Y Axis
5.000 ft
5.34 psi
Footing Thickness
18.00 in
1.45 psi
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 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
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)
1.600 k
2.700 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
ACI 9-1
ACI 9-2
ACI 9-3
Vn * Phi
6.46 psi
8.69 psi
2.08 psi
170.00 psi
5.97 psi
5.34 psi
1.56 psi
85.00 psi
1.45 psi
' 1.19 psi
0.00 psi
85.00 psi
3.33 psi
2.94 psi
0.74 psi
85.00 psi
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.
ACI 9-1
Title : Kleine Buildings Job # 03-216
3505 Camino Del Rio South
One -Way Shears...
Dsgnr: KMK Date: 8:50AM, 1 DEC 03
#350
2.35 psi
Description : Foundation Designs for Buildings
San Diego
Vu @ Top
2.14 psi
California 92108
2.14 psi
Scope
Rev: 560100
Mu @ Left
1.01 k -ft
User: 3-202ENE,Ver 5.6.1.2eering 002
ENERCALC
General Footing Analysis & Design Page 1
Yc:1ec55Udeine
(c)1983-2002 Engineering Software
0.86 k -ft
building foundations.ecw:Calcu
Description Building
Grids 1-A and
'A CA�2
General Information
4.6 psi
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
1.400
Footing Thickness 18.00 in
Live & Short Term Combined
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
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
Shear Forces
ACI 9-1
Two -Way Shear
4.16 psi
One -Way Shears...
4.36 psi
Vu @ Left
2.35 psi
Vu @ Right
2.35 psi
Vu @ Top
2.14 psi
Vu @ Bottom
2.14 psi
Moments
AC 19-1
Mu @ Left
1.01 k -ft
Mu @ Right
1.01 k -ft
Mu @ Top
0.86 k -ft
Mu @ Bottom
0.86 k -ft.
Soil Pressure Su
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
ACI 9-2
ACI 9-3
6.32 psi
4.06 psi
6.79 psi
4.36 psi
-1.63 psi
-1.05 psi
2.15 psi
1.38 psi
2.15 psi
1.38 psi
ACI 9-2
ACI 9-3
-0.52 k -ft
-0.34 k -ft
2.68 k -ft
1.72 k -ft
0.87 k -ft
0.56 k -ft
0.87 k -ft
0.56 k -ft
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
Vn * Phi
Bottom- Top -Rig
170.00 psi
Top-Lef
DL + LL
85.00 psi
525.82 525.82
525.82
85.00 psi
DL + LL + ST
85.00 psi
0.00
0.00 psf
85.00 psi
Ru / Phi
As s Reo'd
ACI Eq. 9-1
5.4 psi
0.24 in2
per ft
14.1 psi
0.24 in2
per ft
4.6 psi
0.24 in2
per ft
4.6 psi
0.24 in2
per ft
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
• _
L 1 ' � '
�
T'�
,'
. � , .
," � � '
S f
r
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
User: KW -0605524. Ver 5.6.1, 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-A and 7-A
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 .
3
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Dimensions...
ACI 9-1
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 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 int
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
I
f
u oo's
Concorde Consulting Group, INC.
3505 Camino Del Rio South
#350
San Diego
California 92108
User: ZIW' 05524, Ver 5.6.1,
(01983-2002 ENERCALC Enc
Description
Title : Kleine Buildings Job # 03-216
Dsgnr: KMK Date: 8:51AM, 1 DEC 03
Description : Foundation Designs for Buildings
Scope :
General Footing Analysis & Design Page 1
Oec55Ucleine buildinq foundations.ecmCalcu
Building # 4 Grids
General Information
Allowable Soil Bearing
Short Term Increase
Seismic Zone
Biaxial Applied Loads
Live & Short Term Combined
fc
Fy
Concrete Weight
Overburden Weight .
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
Footing Design.
W
and 7'Q CASE 1
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
2,600.0 psf
Dimensions...
8.700 k
1.330
Width along X -X Axis
5.000 ft
4
Length along Y -Y Axis
5.000 ft
(pressures @ top & bot)
Footing Thickness
18.00 in
k -ft
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
145.00 pcf
2.700 k
k
0.00 psf
Min Steel %
0.0014
85.00 psi
Rebar Center To Edge Distance
3.50 in
5.600 k
...ecc along X -X Axis 0.000 in
8.700 k
...ecc along Y -Y Axis 0.000 in
k
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
(pressures @ left & right)
(pressures @ top & bot)
k -ft
k -ft
k -ft
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
Creates Rotation about X -X Axis
(pressures @ left & right)
(pressures @ top & bot)
1.600 k
k
2.700 k
k
k
k
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 int
per ft
Mu @ Right 2.98 k -ft
2.66 k -ft
0.75 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)
m
=18,Z 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.
3505 Camino Del Rio South
#350
San Diego
California 92108
User: KW -0605524. Ver 5.6.1, 25 -Oct -2002
(c)1983-2002 ENERCALC Engineering Software
Description Building # 4
General Information
Allowable Soil Bearing
Short Term Increase
Seismic Zone
Biaxial Applied Loads
Live & Short Term Combined
fc
Fy
Title : Kleine Buildings Job # 03-216
Dsgnr: KMK Date: 8:50AM, 1 DEC 03
Description: Foundation Designs for Buildings
Scope:
General Footing Analysis & Design Page 1
c:\ec55\kleine buildinq foundations.ecw:Calcu
and 71D,ICASE 2
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
2,600.0 psf
Dimensions...
ACI 9-3
1.330
Width along X -X Axis
5.000 ft
4
Length along Y -Y Axis
5.000 ft
7.66 psi
Footing Thickness
18.00 in
2.87 psi
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 Reo'd
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 p Page 1
User: KW -0605524, Ver 5.6.1, 25 -Oct -2002 General Footing Analysis & Design
(01983-2002 ENERCALC Engineering Software c:\ec55Udeine building foundations.ecw:Calc
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...
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 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
Footinct Desi
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
4.500 k
k
Footinct Desi
Shear Forces
ACI 9-1
ACI 9-2
AUI 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
Z.(
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, 25 -Oct -2002
(c)1983-2002 ENERCALC Engineering Software
General Footin Analysis & Design
Page 1
ACI 9-3
Two -Way Shear
7 c1ec5Skleine building foundalions.ecw:Calcu
Description Building # 4
Typical Interior Column
One -Way Shears...
General Information
1.53 psi
Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing
2,200.0 psf
Dimensions...
-0.36 psi
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
Moments
Footing Thickness
18.00 in
Live & Short Term Combined
Mu @ Left
1.02 k -ft
-0.23 k -ft
-0.15 k -ft
Mu @ Right
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
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
5.000 k
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Two -Way Shear
1.96 psi
4.68 psi
3.01 psi
One -Way Shears...
Vu @ Left
1.53 psi
4.15 psi
2.67 psi
Vu @ Right
1.53 psi
-0.36 psi
-0.23 psi
Vu @ Top
0.00 psi
0.00 psi
0.00 psi
Vu @ Bottom
0.00 psi
0.00 psi
0.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Mu @ Left
1.02 k -ft
-0.23 k -ft
-0.15 k -ft
Mu @ Right
1.02 k -ft
2.44 k -ft
1.57 k -ft
Mu @ Top
0.51 k -ft
0.51 k -ft
0.33 k -ft
Mu @ Bottom
0.51 k -ft
0.51 k -ft
0.33 k -ft
Soil Pressure Summary
Service Load Soil Pressures Bottom- Top -Rig
DL + LL 940.17 940.17
DL + LL + ST 2,313.94 2,313.94
Factored Load Soil Pressures .
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
Vn * Phi
170.00 psi
85.00 psi
85.00 psi
85.00 psi
85.00 psi
Ru / Phi
5.4 psi
12.9 psi
2.7 psi
2.7 psi
Bottom -
940.17
0.00
ACI Eq. 9-1 1,316.24 1,316.24 1,316.24
ACI Eq. 9-2 3,236.87 3,236.87 0.00
ACI Eq. 9-3 2,080.84 2,080.84 0.00
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9-2DL .
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
As Rea'd
0.24 in2 per ft
0.24 in2 per ft
0.24 in2 per ft
0.24 in2 per ft
Top-Lef
940.17 psf
0.00 psf
1,316.24 psf
0.00 psf
0.00 psf
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
Oct 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. JUARtZ
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