HomeMy WebLinkAboutTract Map 3646 Lot 9 Grading & Compaction Control
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GRADING AND COMPACTION CONTROL
LOT 9, TRACT 3646
LOS RANCHITOS AREA
CITY OF TEMECULA, CALIFORNIA
Project No. 8S2WRC-56
May 9, 1991
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Prepared for:
Mr. Albert Mondone
3366 Calle La Veta
San Clemente, Cal1forn1a 92672
Prepared by:
CALIFORNIA GEO TEK, INCORPORATED
42030 Aven1da Alvarado, Su1te A
Rancho Cal1forn1a, Cal1forn1a 92390
(714) 676-2782
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CALIFORNIA GEO TEK, INC. ~..'
42030 Avenida Alvarado, Suite A . Temecula, CA 92390 . (714) 676-2782
May 9, 1991
Project No. 8S2WRC-56
INTRODUCTION
The grading permit for this parcel was originally issued by the County of
Riverside. Just prior to its expiration, it was renewed by the newly formed
City of Temecula. The compacted fill on the subject lot has been tested for
compliance with applicable City specifications. The work was authorized by
Mr. Mondone and included:
(1) inspecting the clearing and stripping,
(2) inspecting the bottom of the overexcavation,
(3) approving the import materials,
(4) inspecting and testing the compacted fill,
(5) testing the recompaction of the overexcavation materials,
(6) performing a laboratory Expansion Index test on representative materials,
(7) performing a laboratory Maximum Density test on representative materials,
(8) preparing this report presenting the findings, conclusions and
recommendations.
Plate 1 - Test Location Plan (40-scale)
Appendix A - Laboratory Test Data Sheets
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8S2WRC-56
Page 2
FINDINGS
Prooosed Develooment
A single family residence is proposed for construction. One 18 inch diameter
CMP (corrugated metal pipe) is proposed to be installed under the driveway
leading from East Vallejo Avenue.
Document Review
The Grading Plan, prepared by Civil Trans, Inc. (Diamond Bar) and surveyed by
Elkins & Associates (Chino), indicated the maximum height of the 5:1 fill slope
is approximately 4 feet. The pad is located in the northeast quadrant of the
lot, and is shaped roughly rectangular with dimensions of approximately 130 feet
by 110 feet. The maximum gradient of the driveway is 4 percent. Twelve inch
diameter CMP's are proposed to be placed approximately 1.0 feet under the
driveways east and north of the residence to allow adequate drainage of the
watercourses. The estimated earthwork quantities are 45 cubic yards of cut and
1969 cubic yards of fill with the difference being imported.
Site Conditions
The parcel is located at the southwest corner of Ynez Road and East Vallejo
Avenue. The general terrain of the area is flat, and the site is covered with
annual grasses. The pad is constructed in the northeast portion of the lot.
The area to the south of the pad is sloping to the south at an approximate
gradient of one percent. A 24 inch CMP crosses Ynez Road from northeast to
southwest, discharging runoff at the northeast corner of the subject lot.
Earthwork Contractor
The earthwork was performed by One Dozer Doze It All (Lake Elsinore) from
April 22, 1991 through 30, 1991 without the benefit of surveyed construction
staking. The equipment used was a Caterpillar D8K dozer, a Caterpillar 433
vibratory sheepsfoot, and the import haul trucks with moisture provided by a
water hose and a water truck.
GradinQ and Earthwork Ooeration
The fill materials were imported from the two areas as noted in the section
Import Certification. The soils are Silty and Clayey Sands and were placed in
lifts of 6 to 8 inches in uncompacted thickness, moistened and compacted. The
maximum fill height (toe to top elevation) is approximately 4 feet.
Uniform blending of the import materials was difficult and the City Inspector
required specific testing and the subsequent removal of the upper 2 feet of the
pad. These materials were removed, remoistened, reblended, and recompacted.
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8S2WRC-56
Page 3
Imoort Certification
It is our understanding that approximately 2000 cubic yards of loose,
uncompacted import material was delivered to the site to balance the earthwork
quantities. The materials were Silty to Clayey Sands and were approved at the
borrow areas by the field technician as being suitable for their intended use
and inspected to ensure the materials were free of debris. The import materials
were brought in from two borrow sites, one located on Jefferson Avenue north of
Murrieta Hot Springs Road and one from the Rancho Water waterline trench at
Margarita Road and Ynez Road. The import from the waterline trench was refused
by the technician following initial use as the A.C. content was too great and.
the blocky nature of the earth materials made compaction difficult.
Overexcavation
In order to provide a stable foundation of compacted native soil beneath the
import fill, overexcavation was performed to a depth of 3 feet below existing
grade throughout the entire pad area. The bottom of the overexcavation was
scarified 6 inches, moistened, and compacted. An inspection and relative
compaction tests, performed by the field technician, determined the bottom of
the overexcavation to be competent and suitable for the replacement of the
overexcavation material.
Laboratorv - Testing
Maximum Oensitv
A representative sample of the compacted material was tested in accordance with
ASTM D1557-78, Method A to determine the maximum density. The results are as
follows:
Location! Material Maximum Optimum
Source Classification Densitv. ocf Moisture. %
Native Si lty Sand (SM) 126.0 10.0
Import Clayey Sand (SC) 126.0 10.5
Exoansion Index
An Expansion Index test was performed in accordance with UBC 29-2 on a
representative sample of the import material approximately 14 inches below
finish grade. The result is as follows:
Location!
Source
Deoth. BFG
Expansion
Index
Classification
Import
14"
37
LOW
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8S2WRC-56
Page 4
Erosion Control
In the event of adverse weather conditions prior to residential construction,
measures should be taken to minimize erosion damage. Should damage occur (i.e.
gullies, washed out slope, erosion scars, etc.) please contact this firm, or a
Registered Geotechnical Engineer, to inspect and recommend corrective measures
towards mitigating any problems. Following construction, the fill slopes should
be planted as quickly as possible with appropriate vegetation as indicated on
the Grading Plan or as recommended by a landscape architect. The irrigation
system should be adequately constructed and placed to prevent possible washouts
due to line breakage.
Comoaction TestinQ
The tests were performed in accordance with ASTM D1556-90 (Sand Cone Test
Method). The test locations are shown on Plate 1 and the results are summarized
below:
Test
~
12/
22/
35/
3A3/5/
3B3/5/
45/
5
67/
77/
86/
8A3/6/
97/
104/7/
114/7/
12
13
14
Elevation1/
112.0
112.0
113.0
114.0
113.5
114.0
116.0
117.0
116.0
116.5
116.5
117.6
115.5
116.0
116.5
115.5
116.5
Drv Densitv. ocf
Field Max
113.9
114.3
109.6
107.8
117.3
117.2
116.0
113.8
114.9
108.1
120.9
103.3
106.5
106.5
119.2
116.0
113.6
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
126.0
Moisture. %
Field Oot
9.0 10.0
9.5 10.0
10.6 10.0
10.6 10.0
10.4 10.5
10.0 10.5
10.0 10.5
10.4 10.5
9.6 10.5
10.4 10.0
10.4 10.0
11. 7 10.0
9.3 10.0
12.0 10.0
11.0 10.5
9.2 10.5
12.0 10.5
Relative
Comoaction. %
90
91
87
86
93
93
92
90
91
86
95
82
84
84
95
92
90
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8S2WRC-56
Page 5
Test Elevation1/ Drv Densitv. ocf Moisture. % Relative
~ Field Max Field Oot Comoaction. %
15 116.5 112.9 126.0 12.1 10.5 90
16 115.5 106.5 126.0 11.1 10.5 85
16A3/ 115.5 122.2 126.0 11. 0 10.5 97
17 116.5 107.3 126.0 13.0 10.5 85
17A3/ 116.5 116.1 126.0 9.5 10.5 92
18 117.5 118.4 126.0 10.5 10.5 94
19 117.5 119.0 126.0 11.0 10.5 95
206/ 116.0 120.8 126.0 8.2 10.5 96
1/ Elevation, in feet, of test is in reference to the finish grade as shown on
the Grading Plan
2/ Overexcavation bottom test
3/ Letter denotes retest
4/ Test taken where requested by City Inspector
5/ Overexcavation backfill test
6/ Driveway fill test
7/ Material represented by test removed and recompacted
Test Location Plan
The basis of the test location plan (Plate 1) is the Grading Plan prepared by
Civil Trans, Inc. The test elevations shown assume the finish grade elevation
is 118.0 feet as shown on the Grading Plan and are in reference to that
elevation. The test location plan contours do not necessarily coincide with the
actual field conditions since surveyed construction staking was not provided.
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8S2WRC-56
Page 6
CONCLUSIONS AND RECOMMENDATIONS
Conclusions
1. The site was properly stripped prior to the overexcavation of the
materials.
2. The vegetation was removed from the overexcavated area and was not used in
the backfill of overexcavated materials.
3. The fill and backfill of the overexcavated material have been compacted to
a minimum relative compaction of 90 percent based on ASTM 01557-78
(unweighted average = 93.0 percent).
4. The bottom of the overexcavation was properly precompacted and premoistened
to a depth of 6 inches prior to replacement of the overexcavated materials.
5. The maximum fill height is approximately 4 feet in vertical dimension.
6. A total of 20 quality assurance tests were performed by the Sand Cone
Method (ASTM DI556-82), 5 tests (No.s 6, 7, 9-11) were taken in materials
subsequently removed and reworked.
7. Import materials were obtained from: (1) the Rancho Water trench at Ynez
and Margarita Roads, and (2) a borrow site on Jefferson Avenue just north
of Murrieta Hot Springs Road and were approved by our technician as
suitable for their intended use.
8. The soils at pad grade have an Expansion Index of 37 or a LOW potential
expansion.
Recommendations
1. All footings for single story construction shall be a minimum of 12 inches
in width and 12 inches in depth, measured below the lowest adjacent
compacted or firm grade. For two-story construction, the footings shall be
a minimum of 15 inches in width and 18 inches in depth.
2. All footings shall incorporate a minimum of one No.4 bar, placed top and
bottom, running continuously through the footings. The bars shall be
lapped a minimum of 30 bar diameters and shall be placed approximately 3
inches from the top and bottom, respectively.
3. Slab-on-grade concrete construction should be 4 inches nominal thickness
(3 1/2 inches minimum thickness) and should incorporate 6 x 6 No. 10/No. 10
WWF or No.3 rebar placed 30 inches on center. All steel shall be properly
tied and placed on 1 1/2 inch blocks. "Pulling" of the mesh during
placement of the concrete shall not be permitted.
4. Where moisture sensitive floor coverings are proposed for the house and
garage, a moisture barrier, such as 6 mil Visqueen should be used. This
membrane should be protected with a minimum of one inch of sand placed
above and a minimum of 2 inches of sand below.
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8S2WRC-56
Page 7
Recommendations (continued)
5. The residential slab and garage slab soils shall be presoaked a minimum of
24 hours prior to the concrete pour, and shall have a moisture content of 4
percent above optimum to a depth of 12 inches below slab subgrade prior to
pouring the slabs.
6. A garage door grade beam shall be a minimum of 12 inches by 12 inches and
shall be reinforced as in #2, above.
7. All footings shall be extended to a depth sufficient to provide a minimum
separation of H/2 from the bottom of the footings to the daylight in any
adjacent slope (H is the vertical height of the slope).
8. Compaction tests shall be performed on backfill material placed in the CMP
trench following installation of the pipe.
Respectfully submitted,
-Sc$/4 tU'y,"":"'"
Scott A. Wynia
Project Manager
~/f~
Bruce R. Lee, P. E.
GE 509
SAWlks
Distribution: Addressee (4)
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150
LOCATION NATIVE
BORINGITRENCH NO.
145 BORING I TRENCH DEPTH
SOIL CLASS SM
11
140 ASTM D 698 METHOD
1\ ASTM D 1557 METHOD A
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135 MAXIMUM DENSITY 1:>6 0 Ibs/ft3
\ OPTIMUM MOISTURE 10 0 0/0
1\
130
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r<l,
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..... 125
"- \
vi
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-
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>- 120 1\1
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en
.Z 1\
W \ 1\
Cl
>- 115 1\
n:: 1\
Cl
110 \
1\
\ 1\
105 1\ \
1'\
100 1\
S.G.=2.50
I\. j>( S.G. =2.60 ZERO AIR
SG.=2.70 VOIDS CURVE
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95 ,
'\
90
0 5 10 15 20 25 30 35
MOISTURE CONTENT (% OF DRY WEIGHT)
DATE: MAXIMUM DENSITY CURVE APPENDIX:
~IA Y 1991 A i
PROJECT NO,: I CALIFORNIA GEO TEK INC. ~
r8S2WRC-428 42030 AVENIDA ALV~ SUITE A
MONDONE TEMECULA CALIFORNIA 390
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150
100
\ IMPORT
LOCATION
BORING/TRENCH NO.
BORING I TRENCH DEP
!\ SOIL CLASS
1\ ASTM D 698 METHO
! \ 1\ ASTM D 1557 METHO
!\ MAXIMUM DENSITY
\ OPTIMUM MOISTURE
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If
111
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1\\.1
\ .. 1\
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1\
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1\
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SG.=2.50
I. II.- SG. =2.60
-- SG.=2.70
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0/0
145
TH
SC
140
D
D A
135
3
Ibs/ft.
I?fi 0
10 Ii
130
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+-
- 125
.......
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>- 120
f-
(j')
Z
W
a
>- 115
0::
a
110
105
ZERO AIR
VOIDS CURVE
95
90
o
5 ~ ~ w ~ ~
MOISTURE CONTENT (% OF DRY WEIGHT)
MAXIMUM DENSITY CURVE
35
DATE:
MAY 1991
PROJECT NO.:
8S2WRC-428
APPENDIX:
A 11
CALIFORNIA GEO TEK INC.
42030 AVENIDA ALVARADi31_SUITE A
TEMECULA CALIFORNIA 9,,->90
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MONDONE
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