04-3481 (CSCS) Geotechnical Engineering ReportGEOTECHNICAL ENGINEERING REPORT
PROPOSED SIX ACRE MIXED USE
COMMERCIAL DEVELOPMENT
HIGHWAY 111., WEST OF DUNE PALMS DRIVE
LA QUINTA, CALIFORNIA
Consulting Engineers and Geologists
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Figure 1 - Site Location Map
Highway 111- West of Dune Palms Road
La Quinta, California
File Number: 09254-01
Earth Systems
Southwest
August 11, 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 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
I
7-1
i.
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
G1
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
6
large deflections
3 200
360
Root or fluor construction supporting or attached to nonstructural elements likely to be
That part of the total deflection
I
damaged by large deflections
occurring after attachment of
48t7
33
nonstructural elements (sum of the
36
Roof or floor 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
7 40
11.
to any additional live loads)'
In
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 lung -term effects of all sustained loads, camber, construction tolerances, and reliability of provisions for drainage.
-The limit may be exceeded if adequate measures are taken to prevent damage to supported or attached elements.
31 -on-time time deflection shall be determined in accordance with Section 1909.5.25 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 fime-deflection characteristics
of members similar to those being considered.
4Bu[ not greater than tolerance provided for nonstructural elements. The limits may be exceeded if camber is provided so that total deflection minus camber dues
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, f , 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
3 200
11,
111
1„
10
500
3/8
40,000
33
36
36
36
40
40
60,000
l,.
111
11.
1.1
In
In
1,250
1,650
30
33
33
33
36
36
2,750
7,900
1.1
111
11.
111
1.1
l..
75,000
9 2,250
9 2,700
2,940
4,250
2,250
2,950
3,560
4,300
2,250
3,200
3,560
4,400
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
f'c = 2,000 f', = 3,000
f', = 4,000
SPACING
(inches) Tensions Shears Tensions I Shears
Tensions Shears
x 25.4 for mm x 4.5 for newtons
1/4
21/2
11/2
3 200
500
200
500
200
500
3/8
3
21/4
41h 500
1,100
500
1,100
500
1,100
1h
-
4
4
3
5
6 950
6 1,400
1,250
1,550
950
1,500
1,250
1,650
950
1,550
1,250
1,750
'/S41/2
41i2
33/4
61/4
71h 1,500
71/2 2,050
2,750
7,900
1,500
2,200
2,750
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
2,950
3,560
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'
3,400
4,750
11/4
9
71/2
15 4,000
5,801)
4,000 V1
5,800
4,000
5,800
1Values are natural stone aggregate concrete and bolts of at least A 307 quality. Bolts shall have a standard head or an equal deformity in the embedded portion.
2The tabulated values are for anchors installed of 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
.C.URS)
I
& BENDS
REINFI.
CLOSED TIE
URS)
WE END ONLY
ENDS)
& BENDS
REINF.
EMBEDMENT L ENC -IT -7 ADEOVA TE
THRD.
.//VTO CONC. OR MAS.
EXTENSION FOR
ATTACHMENT OF
O JALL MATERIALS
JD
STD. HEX NUTY
YP A I L A H f
S 3 SCALE:
0 LA
so -3002
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