HomeMy WebLinkAboutCT 04-06; PALOMAR POINTE; GEOTECHNICAL GRADING REPORT; 2006-09-08•
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
• (562) 799-9469 Fax (562) 799-9459
September 8, 2006 Project Number 9623-01
S
Lanikai Management Corporation
P.O. Box 455
Santa Ynez, California 93460
S Attn: Larry Jett
RE: Geotechnical Grading Report - Observation and Testing for Proposed
Palomar Point Development (Buildings A, B and C) - Located at 1930
Palomar Point Way, in the City of Carlsbad, California
Dear Mr. Jett:
Pursuant to your request, this firm has provided this geotechnical report to summarize
the observation and testing performed during grading operations at the above
referenced project. The geotechnical aspects of the grading were conducted in
accordance with our report titled "Geotechnical Engineering Investigation", dated
November 5, 2001, Project Number 9623-01. Our geotechnical services pertaining to
the grading of the project development are summarized in the subsequent sections of
this report.
S
Site Grading
The purpose of the grading operations was for the placement of fill to provide structural
support of the proposed development. All vegetation and demolition debris was stripped
and removed from the fill area prior to the placement of any fill soils. The upper low
density surface soils were removed to competent native soils or bedrock material, the
exposed surface scarified, moisture conditioned and then recompacted to a minimum of
90% relative compaction.
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September 8, 2006 Project Number 9623-01
Page 2
Keyways were excavated into competent bedrock material at four locations on the site.
The approximate locations of the keyways are shown on the attached plan.
In addition, foundation areas for Building A were overexcavated in order to permit the
placement of a one foot thick compacted fill blanket beneath foundations: Foundation
areas for Buildings B and C were overexcavated in order to permit the placement of a
three feet thick compacted fill blanket beneath the foundations. In the opinion of this
firm, the native soils are suitable to support the placement of fill material. Grading
extended a minimum of five horizontal feet or to the depth of fill placed whichever is
greater, beyond the edge of the proposed foundations.
Fill soils placed, were compacted to a minimum 90% of the laboratory standard in lifts
not in excess of eight inches in thickness. The maximum depth of fill soils placed was
approximately 13 feet. The upper one foot of the building pads were compacted to a
minimum of 95% of the laboratory standard. Conventional earthmoving equipment was
utilized for compaction control. A water truck provided moisture control. Our services
did not include any surveying of excavation bottoms, building corners, or subgrade
elevations during grading operations.
Wall Backfill
Prior to construction of three crib walls all vegetation and demolition debris was stripped
and removed to competent material. The exposed surfaces were scarified, moisture
conditioned and then recompacted to a minimum of 90% relative compaction. A drain
system consisting of 4-inch perforated PVC pipe and 3/4 inch diameter gravel wrapped in
filter fabric was placed behind the base of each wall.
Fill soils were then placed as the walls were constructed and compacted to a minimum
90% of the laboratory standard in lifts not in excess of eight inches in thickness. The
maximum depth of fill soils placed was approximately 9 feet. Hand operated compaction
equipment was utilized for compaction control. A water hose provided moisture control.
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 3
Laboratory/Field Testing
The relative compaction was determined by the Sand Cone Method (ASTM: D1556-00)
and by the Drive Tube Method (ASTM: D2937-00). The maximum density of the fill soils
was obtained by the laboratory standard (ASTM: D1557-00) and results are shown on
Table I. Tests were performed a minimum of every 500 cubic yards placed and every
two feet in depth of fill placed. A summary of the, compaction tests are described in.
Appendix B with locations shown on the accompanying plan. Additional laboratory tests
were performed on representative bulk bag samples of the near surface soils at the
completion of precise grading operations. The tests consisted of the following:
Expansion index tests in accordance with the Uniform Building Code Standard No.
18-2 were performed on remolded samples of the upper soils to determine the
expansive characteristics and to provide any necessary recommendations for
reinforcement of the slabs-on-grade and the foundations. Results of these tests are
provided on Table II in Appendix A.
Soluble sulfate tests in accordance with California Test Method 417 were performed
on representative soils samples to estimate the potential for corrosion of concrete in
contact with the on-site soils. Results are provided on Table Ill in Appendix A.
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Foundation Design
All foundations may be designed utilizing the following allowable soil bearing capacities
for an embedded depth of 24 inches, into approved fill materials with the corresponding
widths:
Allowable Soil Bearing Capacity (psf)
Continuous Isolated * Width (ft) Foundation Foundation
1.5 2000 2500
2.0 2075 . 2575
4.0 2375 2875
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NorCal Engineering
September 8, 2006 Project Number 9623-01
Page
The bearing value may be increased by 500 psf for each additional foot of depth in
excess of the 24 inch minimum depth, up to a maximum of 4,000 psf. A one-third
increase may be used when considering short term loading and seismic forces. Any
foundations located along the property lines or where lateral overexcavations is not
possible may utilize a soil bearing capacity of 1,500 psf. All foundations shall be
reinforced with a minimum of one No. 5 bar, top and bottom.
Slab Design
All concrete slabs-on-grade shall be at least five inches in thickness and placed on
approved subgrade soils compacted to a minimum of 95% relative compaction in the
upper one foot. Reinforcement requirements and an increase in thickness of the slabs-
on-grade may be necessary based upon proposed loading conditions in the structures.
A vapor retarder overlain by a two-inch thick sand layer should be utilized in areas which
would be sensitive to the infiltration of moisture. All concrete slab areas to receive floor
coverings should be moisture tested to meet all manufacturer requirements prior to
placement. All slabs-on-grade shall be reinforced with a minimum of No. 3 bars at 18
inches on-center in both directions positioned in the center of the slab. The upper 18
inches of the subgrade soils shall be moistured to 130% of the optimum moisture
content prior to pouring concrete.
All concrete slabs to be utilized for pavement shall be a minimum of six inches in
thickness and placed on approved subgrade soils.
Utility Trench Backfill
Fill soils placed were compacted to a minimum of 90% of the laboratory standard in lifts
not in excess of eight inches in thickness. The on-site soils were utilized as backfill
material with maximum depths consisting of the following:
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NorCal Engineering
September 8, 2006 . Project Number 9623-01
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Depth (ft)
Electrical 21/2
Sewer 13
Storm Drain 14
Fire Service 4
Water 4
Gas/Electric 31/2
It should be noted that the observation of backfill material (shading) placed within the
"pipe zone" was not within the scope of our services. Compaction of the utility backfill
soils was achieved by use of a backhoe mounted sheepsfoot wheel and hand operated
compaction equipment. A water hose provided moisture control. A summary of
compaction test results is provided in Appendix B and locations of these tests are shown
on the attached plan.
Pavement Subqrade .
The pavement subgrade areas were fine graded and compacted to a minimum of 90%
of the laboratory standard. The base section consisted of crushed miscellaneous base
material tested to a minimum of 95% relative compaction. The maximum depth of base
material placed was approximately six inches. Five and ten ton steel drum rollers were
utilized for compaction control and a water truck provided moisture control. A summary
of compaction tests of the fine grading operations are provided in Appendix B with
locations shown on the accompanying plan. Our services did not include any surveying
of pavement subgrade areas prior to placement of base materials and pavement.
Asphalt Pavement
The asphalt pavement laydown was performed by Associated Soils, Inc. A copy of their
report is attached in Appendix C. 11
NorCal Engineering
Walter K. Mott
Project Manager
Keith D. Tu
Project Eng
R.G.E. 841
[1
September 8, 2006 Project Number 9623-01
Page 6
Corrosion Design Criteria
Representative samples of the surficial soils revealed negligible sulfate concentrations.
Therefore, all concrete in contact with on site soils shall be designed in accordance with
Table 19A-A-4 of the 1997 Uniform Building Code. Sulfate test results may be found on
the attached Table Ill.
Expansive Soil
Due to the expansive nature of the on site soils, special attention should be given to the
project design and maintenance. The attached Expansive Soil Guidelines should be
reviewed by the engineers, architects, owner, maintenance personnel and other
interested parties and considered during the design of the project and future property
maintenance.
Limitations
It should be noted that our work does not warrant or guarantee that the contractor
responsible for each phase of the project has performed his work in accordance with the
project specifications.
We appreciate this opportunity to be of service to you. If you have any further
questions, please do not hesitate to contact the undersigned.
ResnctfLJllv stihmittM
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NorC al Engineering
September 8, 2006 Project Number 9623-01
Page 7
Expansive Soil Guidelines
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The following expansive soil guidelines are provided for your project. The intent of
these guidelines is to inform you, the client, of the importance of proper design and
maintenance of projects supported on expansive soils. You, as the owner or other
interested party, should be warned that you have a duty to provide the
information contained in the soil report including these guidelines to your design
engineers, architects, landscapers and other design parties in order to enable
them to provide a design that takes into consideration expansive soils.
In addition, you should provide the soil report with these guidelines to any property
manager, lessee, property purchaser or other interested party that will have or assume
the responsibility of maintaining the development in the future.
Expansive soils are fine-grained silts and clays which are subject to swelling and
contracting. The amount of this swelling and contracting is subject to the amount of
fine-grained clay materials present in the soils and the amount of moisture either
introduced or extracted from the soils. Expansive soils are divided into five categories
ranging from "very low" to "very high". Expansion indices are assigned to each
classification and are included in the laboratory testing section of this report. If the
expansion index of the soils on your site, as stated in this report, is 21 or higher, you
have expansive soils. The classifications of expansive soils are as follows:
Classification of Expansive Soil*
Expansion Index Potential Expansion
0-20 Very Low
21-50 Low
51-90 Medium
91-130 High
Above 130 Very High
*From Table 18A-1-B of California Building Code (1988)
Ilk When expansive soils are compacted during site grading operations, care is taken to
place the materials at or slightly above optimum moisture levels and perform proper
compaction operations. Any subsequent excessive wetting and/or drying of expansive
soils will cause the soil materials to expand and/or contract. These actions are likely to
cause distress of foundations, structures, slabs-on-grade, sidewalks and pavement over
the life of the structure. It is therefore imperative that even after construction of
improvements, the moisture contents are maintained at relatively constant levels,
allowing neither excessive wetting or drying of soils.
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NorCal Engineering
September 8, 2006 Project Number 9623-01
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Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both
$ interior and exterior. Slabs may lift at construction joints producing a trip hazard or may
crack from the pressure of soil expansion. Wet clays in foundation areas may result in
lifting of the structure causing difficulty in the opening and closing of doors and windows,
as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to
depth, settlement of the structure may eventually result. Excessive wetting of soils in
landscape areas adjacent to concrete or asphaltic pavement areas may also result in
expansion of soils beneath pavement and resultant distress to the pavement surface.
Excessive drying of expansive soils is initially evidenced by cracking in the surface of
the soils due to contraction. Settlement of structures and on-grade slabs may also
eventually result along with problems in the operation of doors and windows.
Projects located in areas of expansive clay soils will be subject to more movement and
"hairline" cracking of walls and slabs than similar projects situated on non-expansive
sandy soils. There are, however, measures that developers and property owners may
take to reduce the amount of movement over the life the development. The following
guidelines are provided to assist you in both design and maintenance of projects on
expansive soils:
Drainage away from structures and pavement is essential to prevent
excessive wetting of expansive soils. Grades of at least 3% should be
designed and maintained to allow flow of irrigation and rain water to
approved drainage devices or to the street. Any "ponding" of water adjacent
to buildings, slabs and pavement after rains is evidence of poor drainage; the
installation of drainage devices or regrading of the area may be required to
assure proper drainage. Installation of rain gutters is also recommended to
control the introduction of moisture next to buildings. Gutters should
discharge into a drainage device or onto pavement which drains to roadways.
Irrigation should be strictly controlled around building foundations, slabs and
pavement and may need to be adjusted depending upon season. This
control is essential to maintain a relatively uniform moisture content in the
expansive soils and to prevent swelling and contracting. Over-watering
adjacent to improvements may result in damage to those improvements.
NorCal Engineering makes no specific recommendations regarding
landscape irrigation schedules.
Planting schemes for landscaping around structures and pavement should
be analyzed carefully. Plants (including sod) requiring high amounts of water
may result in excessive wetting of soils. Trees and large shrubs may actually
extract moisture from the expansive soils, thus causing contraction of the
fine-grained soils.
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NOrCal Engineering
September 8, 2006 Project Number 9623-01
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Thickened edges on exterior slabs will assist in keeping excessive moisture
9 from entering directly beneath the concrete. A six-inch thick or greater
deepened edge on slabs may be considered. Underlying interior and exterior
slabs with 6 to 12 inches or more of non-expansive soils and providing
presaturation of the underlying clayey soils as recommended in the soil
report will improve the overall performance of on-grade slabs.
Increase the amount of steel reinforcing in concrete slabs, foundations and
other structures to resist the forces of expansive soils. The precise amount
of reinforcing should be determined by the appropriate design engineers
and/or architects.
• Recommendations of the soil report should always be followed in the
development of the project. Any recommendations regarding presaturation
of the upper subgrade soils in slab areas should be performed in the field
and verified by the Soil Engineer.
/
NorCal Engineering
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APPENDICES
(In order of appearance)
* Appendix A - Laboratory Tests
Table I - Maximum Density Tests
Table II - Expansion Index Tests
Table Ill — Sulfate Tests
Appendix B - Summary of Compaction Tests
Site Plan
Summary of Compaction Tests
e
Appendix C
Copy of Asphalt Report by Associated Soils Engineering
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NorCal Engineering
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Appendix A
NorCal Engineering
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September 8, 2006 Project Number 9623-01
Page 10
TABLE I
$ MAXIMUM DENSITY TESTS
(ASTM: D1557-00)
Optimum Maximum Dry
Sample Classification Moisture Density (Ibs./cu.ft.)
• I Clayey SAND 13.5 117.5
II Silty SAND 12.5 122.0
III Silty SAND 12.0 '. 124.0
IV Silty SAND 11.0 128.0
V Silty SAND 10.0 130.0
VI Clayey SAND . 10.5 120.5
VII Silty SAND 14.0 115.0
VIII Silty SAND 11.0 120.5
IX Silty SAND 10.5 123.0
X Silty SAND 10.0 126.0
XI Crushed Miscellaneous Base 9.0 128.5
XII Crushed Miscellaneous Base 8.5 131.5
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NorCal Engineering S
September 8, 2006 Project Number 9623-01
Page 11
Sample
Pad Subgrade
Pad Subgrade
Pad Subgrade
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 18-2)
Classification
Clayey SAND
Silty SAND
Silty SAND
Expansion
Index
40
15
11
fl
Sample
Pad Subgrade
Pad Subgrade
Pad Subgrade
Pad Subgrade
TABLE III
SULFATE TESTS
(CA. TEST METHOD 417)
Sulfate (% by Weight)
0.014
0.013
0.018
0.006
[1
NorCal Engineering
Appendix B
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 12
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs./cu.ft. Compaction L
3/29/05 101 Site Grading 253.0 14.6 109.1 93 I D
3/29/05 102 Site Grading 271.0 13.9 108.8 93 I D
3/29/05 103 Site Grading 256.0 14.4 106.6 91 I D
3/29/05 104 Site Grading 261.0 14.1 110.6 94 I S
3/29/05 105 Site Grading 265.0 12.9 114.2 94 II D
3/29/05 106 Site Grading 258.0 13.4 111.9 92 II D
3/29/05 107 Site Grading 260.0 14.3 103.2 88 I D
3/29/05 107A** Site Grading 260.0 14.6 105.8 90 I D
3/29/05 108 Site Grading 261.0 14.1 106.1 . 90 I S
3/29/05 109 Site Grading 258.0 13.2 111.3 91 II D
3/29/05 110 Site Grading 261.0 14.2 108.6 92 I D
3/29/05 111 Site Grading 270.0 14.6 107.3 . 91 I D
• 3/29/05 112 Site Grading 267.0 14.9 109.3 93 I S
3/29/05 113 Site Grading 263.0 13.2 109.8 90 II D
3/29/05 114 Site Grading 266.0 12.9 111.6 91 II D
3/29/05 115 Site Grading 265.0 13.9 112.3 92 II S
3/30/05 116 Site Grading 267.0 19.1 100.7 83 II D
3/31/05
3/31/05
116A**
117
Site Grading
Site Grading
267.0
268.0
13.9
13.2
111.6
110.4
91
90
II
II
D
D
3/31/05 118 Site Grading 272.0 13.1 112.0 92 II D
3/31/05 119 Site Grading 270.0 12.9 113.6 93 II S
3/31/05 120 Site Grading 274.0 12.2 112.3 92 II D
4/1/05 121 Site Grading 266.0 12.9 113.3 91 III D
• 4/1/05 122 Site Grading 272.0 12.7 112.6 91 III D
4/1/05 123 Site Grading 275.0 13.4 105.8 90 I S
4/1/05 124 Site Grading 279.0 13.0 112.3 92. II D
4/1/05 125 Site Grading 285.0 13.2 111.3 91 II D
4/4/05 126 Site Grading 279.0 12.0 111.6 90 III D
4/4/05 127 Site Grading 277.0 12.3 119.2 93 IV S
4/4/05 128 Site Grading 275.0 17.8 104.8 85 III D
4/4/05 128A** Site Grading 275.0 13.3 115.7 93 III D
4/4/05 129 Site Grading 281.0 11.5 119.3 93 IV D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
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NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 13
SUMMARY OF COMPACTION TEST RESULTS
S Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location. Elevations Moisture lbs./cu.ft. Compaction Type
4/4/05 130 Site Grading 288.0 14.6 108.4 92 I S
4/4/05 131 Site Grading 294.0 15.4 108.3 92 I D
4/4/05 132 Site Grading 268.0 16.5 105.6 85 III D
• 4/4/05 132A** Site Grading 268.0 13.2 113.9 92 Ill D
4/4/05 133 Site Grading 273.0 12.9 112.5 91 III D
4/4/05 134 Site Grading 277.0 14.2 106.2 87 II S
4/4/05 134A** Site Grading 277.0 12.5 113.3 93 II S
4/4/05 135 Site Grading 271.0 13.4 110.2 90 II D
S
4/4/05 136 Site Grading 278.0 13.2 112.2 90 III D
4/4/05 137 Site Grading 279.0 13.0 114.2 92 III D
4/4/05 138 Site Grading 291.0 14.3 107.2 91 I S
4/4/05 139 Site Grading 304.0 14.1 107.8 92 I D
4/4/05 140 Site Grading 295.0 13.9 109.0 93 I D
4/4/05 141 Site Grading 299.0 14.2 106.8 91 I D
4/4/05 142 Site Grading 297.0 13.2 110.2 90 II S
4/4/05 143 Site Grading 288.0 13.0 111.5 91 II D
4/4/05 144 Site Grading 285.0 13.3 112.1 92 II D
4/5/05 145 Site Grading 309.0 13.7 109.4 93 I D
• 4/5/05 146 Site Grading 276.0 13.1 110.8 91 II S
4/5/05 147 Site Grading 283.0 12.9 112.5 92 II D
4/5/05 148 Site Grading 287.0 13.3 111.2 91 II D
4/5/05 149 Site Grading 299.0 17.7 105.8 87 II S
4/5/05 149A** Site Grading 299.0 13.6 113.0 93 II S
• 4/6/05 150 Site Grading 294.0 13.1 110.6 91 II D
4/6/05 151 Site Grading 299.0 13.0 112.4 91 III D
4/6/05 152 Site Grading 300.0 12.8 117.4 92 IV D
4/6/05 153 Site Grading 298.0 12.9 112.3 91 III S
4/6/05 154 Site Grading 303.0 13.1 112.2 92 II D
4/6/05 155 Site Grading 308.0 11.7 115.5 90 IV D
4/6/05 156 Site Grading 315.0 11.4 115.7 90 IV D
4/6/05 157 Site Grading 303.0 13.0 113.7 93 II S
4/6/05 158 Site Grading 303.0 12.8 112.6 92 II D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 14
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs/cuff. Compaction Type
4/7/05 159 Site Grading 302.0 12.9 109.8 90 II D
4/7/05 160 Site Grading 307.0 13.2 112.2 92 II D
4/7/05 . 161 Site Grading 309.0 13.6 110.7 91 II S
• 4/7/05 162 Site Grading 308.0 12.8 111.7 92 II D
4/7/05 163 Site Grading 294.0 10.8 112.8 88 IV D
4/7/05 163A** Site Grading 294.0 10.9 116.3 91 IV D
4/7/05 164 Site Grading 306.0 11.5 122.1 95 IV S
4/7/05 165 Site Grading 299.0 10.6 115.4 90 IV D
4/7/05 166 Site Grading 288.0 11.0 117.1 91 IV D
4/7/05 167 Site Grading 298.0 10.6 116.6 91 IV D
4/7/05 168 Site Grading 290.0 10.3 115.3 90 IV S
4/7/05 169 Site Grading 276.0 12.7 113.7 93 II D
• 4/7/05 170 Site Grading 282.0 11.2 117.8 . 92 IV D
4/7/05 171 Site Grading 308.0 10.8 116.4 91 IV D
4/7/05 172 Site Grading 312.0 10.4 110.2 86 IV S
4/7/05 172A** Site Grading 312.0 11.2 117.1 91 IV S
4/7/05 173 Site Grading 311.0 10.7 116.5 91 IV D . 4/7/05 174 Site Grading 308.0 9.3 119.8 92 . V D
4/7/05 175 Site Grading 297.0 9.7 117.6 90 V D
4/7/05 176 Site Grading 307.0 12.9 113.8 92 III S
4/7/05 177 Site Grading 312.0 13.2 112.2 90 III D
4/7/05 178 Site Grading 315.0 13.0 113.2 91 III D
4/8/05 179 Site Grading 310.0 11.2 115.2 90 IV D
• 4/8/05 180 Site Grading 313.0 10.2 117.1 90 V S
4/8/05 181 Site Grading 303.0 10.4 117.7 92 IV D
4/8/05 182 Site Grading 300.0 11.3 118.5 91 V D
4/8/05 183 Site Grading 304.0 11.4 115.3 90 IV D
4/8/05 184 Site Grading 303.0 10.2 121.3 93 V S
4/8/05 185 Site Grading 306.0 10.7 114.7 88 V D
4/8/05 185A** Site Grading 306.0 10.2 118.8 91 V D
4/8/05 186 Site Grading 309.0 11.3 115.2 90 IV D
4/8/05 187 Site Grading 314.0 12.6 111.5 91 II S
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorC al Engineering
September 8, 2006 Project Number 9623-01
Page 15
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture Ibs./cu.ft. Compaction Type
4/8/05 188 Site Grading 322.0 11.5 112.1 92 II D
4/8/05 189 Site Grading 315.0 11.2 116.0 91 IV D
4/8/05 190 Site Grading 309.0 11.3 117.4 92 IV S
4/8/05 191 Site Grading 306.0 11.5 117.5 92 IV D
4/8/05 192 Site Grading 317.0 14.4 109.3 93 I D
4/8/05 193 Site Grading 317.0 13.9 107.9 92 I D
4/11/05 194 Site Grading 310.0 11.6 118.2 92 IV S
4/11/05 195 Site Grading 315.0 12.2 113.2 91 III D
4/11/05 196 Site Grading 320.0 12.5 114.6 92 III D
4/11/05 197 Site Grading 310.0 12.9 111.7 92 II D
4/11/05 198 Site Grading 314.0 14.9 103.4 85 II S
4/11/05 198A** Site Grading 314.0 13.1 113.1 93 II . S
4/11/05 199 Site Grading 317.0 12.8 110.8 91 II D
4/11/05 200 Site Grading 317.0 15.0 106.9 91 I D
4/11/05 201 Site Grading 317.0. 14.8 106.2 90 I D
4/11/05 202 Site Grading 318.0 11.8 109.8 90 II S
4/11/05 203. Site Grading 316.0 12.5 112.8 91 III D
4/11/05 204 Site Grading 321.0 .13.2 111.3 91 II D
4/11/05 205 . Site Grading 312.0 12.4 112.9 91 - III D
4/11/05 206 Site Grading 322.0 12.6 . 114.6 92 III 5
4/11/05 207 Site Grading 310.0 11.8 115.3 90 IV D
4/11/05 . 208 Site Grading 312.0 11.0 117.1 91 IV D
4/11/05 209 Site Grading 314.0 12.4 116.0 94 III S
4/11/05 210 Site Grading 314.0 12.9 111.6 91 II D
4/11/05 211 Site Grading 320.0 13.1 114.0 93 II D
4/11/05 212 Site Grading 319.0 14.5 107.4 88 II D
4/11/05 212A** Site Grading 319.0 13.2 111.3 91 II D
4/11/05 213 Site Grading 314.0 12.4 115.8 90 IV S
4/11/05 214 Site Grading 312.0 13.0 111.5 91 II D
4/12/05 215 Site Grading 319.0 10.1 120.7 93 V D
4/12/05 216 Site Grading 318.0 10.6 124.0 95 - V S
4/12/05 217 Site Grading 315.0 11.1 115.2 90 IV D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method .
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 16
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture Ibs./cu.ft. Compaction
4/12/05 218 Site Grading 320.0 10.1 120.7 93 V D
4/12/05 219 Site Grading 319.0 10.8 114.6 95 VI D . 4/12/05 220 Site Grading 321.0 12.9 109.9 90 . II S
4/12/05 221 Site Grading 318.0 13.6 107.3 91 I D
4/12/05 222 Site Grading 319.0 9.4 117.9 91 V D
4/12/05 223 Site Grading 320.0 12.7 112.6 92 II D
4/12/05 224 Site Grading 320.0 12.4 112.1 92 II S
4/12/05 225 Site Grading 312.0 9.4 123.6 95 V D
4/12/05 226 Site Grading 313.0 10.8 119.1 93 . IV D
4/12/05 227 Site Grading 313.0 13.5 113.6 92 III D
4/13/05 228 Site Grading 306.0 10.6 120.6 93 V D
4/13/05 229 Site Grading 309.0 10.8 118.2 91 V S
• 4/13/05 230 Site Grading 312.0 10.2 119.7 92 V D
4/13/05 231 Site Grading 314.0 11.2 116.0 91 IV D
4/13/05 232 Site Grading 315.0 10.5 117.1 90 V D
4/13/05 233 Site Grading 317.0 10.9 117.3 90 V S
4/13/05 234 Site Grading 311.0 10.8 120.0 92 V D . 4/13/05 235 Site Grading 310.0 10.1 119.8 94 IV D
4/13/05 236 Site Grading 311.0 11.2 115.2 90 IV D
4/13/05 237 Site Grading 314.0 10.9 116.3 91 IV S
4/13/05 238 Site Grading 315.0 14.2 114.2 88 V S
4/13/05 238A** Site Grading 315.0 10.8 120.0 . 92 V S
4/13/05 239 Site Grading 316.0 14.5 106.5 91 I D
• 4/13/05 240 SiteGrading 316.0 13.2 112.2 92 II D
4/13/05 241 Site Grading 321.0 10.9 118.0 91 V D
4/13/05 242 Site Grading 320.0 13.0 115.7 93 III S
4/13/05 243 Site Grading 318.0 10.2 121.5 93 V D
4/13/05 244 Site Grading 319.0 9.8 117.5 92 IV D
4/13/05 245 Site Grading 319.0 11.2 118.1 91 V D
4/13/05 246 Site Grading 319.0 10.6 117.3 90 V S
4/13/05 247 Site Grading 319.0 9.2 123.8 95 V S
4/13/05 248 Site Grading 321.0 17.3 107.9 87 III D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 17
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture IbsJcu.ft. Compaction L S/D
4/13/05 248A** Site Grading 321.0 12.9 112.5 91 III D
4/13/05 249 Site Grading 319.0 13.4 111.9 92 II S
4/13/05 250 Site Grading 320.0 13.2 109.8 90 II D
• 4/14/05 251 Site Grading 322.0 12.9 109.9 90 II D
4/14/05 252 Site Grading 322.0 13.3 111.2 91 Il D
4/14/05 253 Site Grading 322.0 12.8. 112.6 92 II S
4/14/05 254 Site Grading 318.0 14.3 104.1 91 VII D
4/14/05 255 Site Grading 318.0 13.8 105.4 92 VII D
4/14/05 256 Site Grading 314.0 12.2 121.8 95 IV S
4/14/05 257 Site Grading 316.0 10.3 109.7 91 VI D
4/14/05 258 Site Grading 320.0 10.0 115.4 .90 IV D
4/14/05 259 Site Grading 322.0 11.1 115.2 90 IV D
4/14/05 260 Site Grading 321.0 10.9 118.3 92 IV S
4/14/05 261 Site Grading 322.0 11.3 110.5 92 VI D
4/14/05 262 Site Grading 317.0 13.1 109.8 90 II D
4/14/05 263 Site Grading 322.0 15.6 101.2 83 II D
4/14/05 263A** Site Grading 322.0 13.3 109.8 90 II D
4/14/05 264 Site Grading 316.0 12.2 118.3 95 III S
• 4/14/05 265 Site Grading 317.0 12.6 111.0 91 II D
4/14/05 266 Site Grading 318.0 12.1 113.3 91 III D
4/14/05 267 Site Grading 314.0 12.8 111.7 90 III D
4/14/05 268 Site Grading 323.0 9.4 118.6 91 V S
4/14/05 269 Site Grading 323.0 10.6 115.7 90 IV D
• 4/14/05 270 Site Grading 321.0 9.7 115.4 90 IV D
4/14/05 271 Site Grading 321.0 10.7 116.2 91 IV D
4/14/05 272 Site Grading 324.0 11.2 107.3 84 IV S
4/14/05 272A** Site Grading 324.0 11.0 116.2 91 IV S
4/14/05 273 Site Grading 324.0 10.8 111.9 93 VI D
4/14/05 274 Site Grading 223.0 10.6 115.7 90 IV D
4/15/05 275 Site Grading 322.0 14.3 105.8 90 I D
4/15/05 276 Site Grading 324.0 10.8 116.4 91 IV S
4/15/05 277 Site Grading 324.5 10.5 113.1 88 IV D
U
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
•
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 18
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture Ibs./cu.ft. Compaction
4/15/05 277A** Site Grading 324.5 10.8 115.5 90 IV D
4/15/05 278 Site Grading 323.0 11.2 116.9 91 IV D
4/15/05 279 Site Grading 320.0 9.8 118.9 91 V S
4/15/05 280 Site Grading 294.0 13.5 111.8 90 III D
4/15/05 281 Site Grading 299.0 13.3 112.9 91 III D
4/15/05 282 Site Grading 280.0 13.9 111.5 91 Il D
4/15/05 283 Site Grading 284.0 12.8 110.8 91 II D
4/15/05 284 Site Grading 322.0 9.1 120.7 93 V S
4/15/05 285 Site Grading 321.0 10.3 115.3 90 IV D
4/18/05 286 Site Grading 316.0 6.8 109.4 84 V D
4/18/05 286A** Site Grading 316.0 9.5 117.2 90 V D
4/18/05 287 Site Grading 326.0 10.6 113.8 92 III S
4/18/05 288 Site Grading 328.0 10.1 115.3 90 IV D
4/18/05 289 Site Grading 318.0 11.2 113.3 94 VIII D
4/18/05 290 Site Grading 319.0 11.1 111.6 93 VIII D
4/18/05 291 Site Grading 320.0 10.8 113.5 94 VIII S
4/18/05 292 Site Grading 318.0 11.2 112.4 93 VIII D
4/18/05 293 Site Grading 322.0 10.9 110.9 92 VIII D
4/18/05 294 Site Grading 321.0 11.1 115.2 90 IV D
4/18/05 295 Site Grading 322.5 10.9 118.6 91 V. S
4/18/05 296 Site Grading 322.5 10.7 118.1 91 V D
4/18/05 297 Site Grading 320.0 10.9 108.6 90 VIII S
4/19/05 298 Site Grading 320.0 10.2 118.2 91 V S
4/19/05 299 Site Grading 321.0 11.1 113.4 94 VIII D
4/19/05 300 Site Grading 322.0 8.7 111.3 86 V D
4/19/05 300A** Site Grading 322.0 10.8 118.5 91 V D
4/19/05 301 Site Grading 323.0 10.4 110.4 92 VIII S
4/19/05 302 Site Grading 324.0 10.8 111.9 93 VIII D
4/19/05 303 Site Grading 319.0 11.2 110.6 92 VIII D
4/19/05 304 Site Grading 324.0 10.7 110.2 91 VIII D
4/19/05 305 Site Grading 322.5 10.3 112.3 93 VIII S
4/19/05 306 Site Grading • 322.5 10.5 117.1 90 V D
I.
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
0 NorCal Engineering
40
S
iS
September 8, 2006 Project Number 9623-01
Page 19
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture IbsJcu.ft. Compaction ]: /Q
4/19/05 307 Site Grading 324.0 10.8 111.0 92 VIII D
4/19/05 308 Site Grading 324.0 10.5 110.4 92 VIII D
4/19/05 309 Site Grading 324.5 10.9 118.6 91 V S
• 4/19/05 310 Site Grading 323.0 10.3 112.4 93 VIII D
4/19/05 311 Site Grading 321.0 10.6 110.3 92 VIII D
4/19/05 312 Site Grading 325.0 10.8 108.8 90 VIII D
4/19/05 313 Site Grading 324.0 10.3 117.6 90 V S
4/20/05 314 Site Grading 324.0 10.6 111.2 92 VIII D
4/20/05 315 Site Grading 323.5 11.1 103.5 86 VIII D
4/20/05 315A** Site Grading 323.5 10.9 110.0 91 VIII D
4/20/05 316 Site Grading 325.0 11.2 111.5 93 VIII D
4/20/05 317 Site Grading 324.5 10.8 110.1 91 VIII S
4/20/05 318 Site Grading 325.0 11.0 109.0 90 VIII D
4/20/05 319 Site Grading 326.0 11.2 110.8 92 VIII D
4/20/05 320 Site Grading 324.0 10.7 110.2 91 VIII S
• 4/20/05 321 Site Grading 264.0 6.6 111.6 87 IV D
4/22/05 321A** Site Grading 264.0 10.5 116.7 91 IV D
4/20/05 322 Site Grading 299.0 9.9 111.9 93 VIII D
• 4/20/05 323 Site Grading 302.0 10.2 113.6 94 VIII S
• 4/20/05 324 Site Grading 322.0 10.9 110.0 91 VIII D
4/20/05 325 Site Grading 324.0 11.2 111.5 93 VIII D
4/20/05 326 Site Grading 326.0 10.8 116.2 91 IV D
4/21/05 327 Site Grading 302.0 10.5 112.4 93 VIII S
• 4/21/05 328 Site Grading 270.0 7.2 108.9 . 85 IV D
• 4/22/05 328A** Site Grading 270.0 11.3 115.2 90 IV D
4/21/05 329 Site Grading 300.0 10.8 117.5 92 IV D
4/21/05 330 Site Grading 304.0 10.4 116.7 91 IV S
4/21/05 331 Site Grading 313.0 10.2 117.1 91 IV D
4/21/05 332 Site Grading 327.0 10.4 115.4 90 IV D
4/21/05 333 Site Grading 330.0 9.5 118.7 91 V D
4/21/05 334 Site Grading 328.0 10.4 123.8 95 V S
4/21/05 335 Site Grading 323.0 10.8 113.7 94 VIII D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
S September 8, 2006 Project Number 9623-01
Page 20
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture Ibs./cu.ft. Compaction Type
4/21/05 336 Site Grading 324.5 11.4 117.5 92 IV D
4/21/05 337 Site Grading 326.5 10.8 111.9 93 VIII D
4/21/05 338 Site Grading 323.0 10.1 102.3 85 VIII S
• 4/21/05 338A** Site Grading 323.0 10.6 109.5 91 VIII S
4/21/05 339 Site Grading 318.0 11.2 110.6 92 VIII D
4/21/05 340 Site Grading 322.0 11.6 112.1 93 VIII D
4/21/05 341 Site Grading 314.0 11.4 110.4 92 VIII D
4/22/05 342 Site Grading 380.0 11.0 116.6 91 IV S
S
4/22/05 343 Site Grading 314.0 10.7 115.6 90 IV D
4/22/05 344 Site Grading 302.5 11.2 111.5 93 VIII D
4/22/05 345 Site Grading 326.5 11.1 110.7 92 VIII S
4/22/05 345A** Site Grading 326.5 10.8 116.6 97 VIII S
• 4/22/05 346 Site Grading 326.0 10.3 123.1 96 IV S
4/22/05 347 Site Grading 326.5 10.7 115.1 96 VIII S
4/22/05 348 Site Grading 326.5 10.5 114.5 95 VIII D
4/22/05 349 Site Grading 304.0 10.8 111.0 92 VIII D
4/22/05 350 Site Grading 324.5 11.3 109.6 91 VIII D . 4/22/05 351 Site Grading 323.0 9.9 118.2 91 V S
4/22/05 352 Site Grading 324.0 9.5 110.5 92 VIII D
4/22/05 352A** Site Grading 324.0 10.4 114.5 95 VIII D
4/22/05 353 Site Grading 325.0 10.2 116.1 96 VIII S
4/22/05 354 Site Grading 325.0 10.7 115.6 96 VIII D
4/22/05 355 Site Grading 325.0 9.5 123.8 95 V S
• 4/22/05 356 Site Grading 323.0 9.8 121.6 94 V S
4/22/05 357 Site Grading 283.0 10.9 115.4 90 IV D
4/22/05 358 Site Grading 322.0 10.1 117.2 90 V D
4/22/05 359 Site Grading 324.5 9.8 118.4 91 V D
4/22/05 360 Site Grading 324.5 10.3 125.7 97 V S
S 4/22/05 361 Site Grading 324.0 10.5 123.5 95 V D
4/22/05 362 Site Grading 324.5 10.8 114.5 95 VIII S
4/22/05 363 Site Grading 324.5 11.5 112.1 93 VIII D
4/22/05 363A** Site Grading 324.5 10.9 114.5 95 VIII D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
•
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 21
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs./cu.ft. Compaction Type S/D
4/22/05 364 Site Grading 324.5 10.4 125.7 97 V S
4/25/05 365 Wall Backfill 307.0 8.5 105.1 87 VIII D
4/25/05 365A** Wall Backfill 307.0 10.1 108.9 90 VIII D
• 4/25/05 366 Wall Backfill 308.0 10.0 111.8 93 VIII D
4/25/05 367 Wall Backfill 307.0 10.5 112.8 94 VIII S
4/25/05 368 Wall Backfill 304.0 10.7 109.3 91 VIII D
4/26/05 369 Wall Backfill 309.0 10.1 111.7 93 VIII D
4/26/05 370 Wall Backfill 308.0 10.4 112.3 91 IX D
4/26/05 371 Wall Backfill 305.0 P10.2 114.2 93 IX S
4/26/05 372 Wall Backfill 313.0 9.8 117.4 95 IX D
4/26/05 373 Site Grading/Pkg. 324.0 11.2, 115.2 90 IV D
4/27/05 374 Wall Backfill 309.5 10.8 114.4 95 VIII S
4/27105 375 Wall Backfill 310.0 11.2 113.3 92 IX D
4/27/05 376 Wall Backfill 313.0 9.4 116.0 94 IX D
4/27/05 377 Wall Backfill 312.5 10.8 112.8 94 VIII D
5/2/05 378 Wall Backfill 314.0 11.2 111.1 90 IX S
5/2/05 379 Wall Backfill 316.0 10.9 116.3 91 IV D
5/2/05 380 Wall Backfill 310.5 9.8 116.6 91 IV D
• 5/2/05 381 Wall Backfill 316.0 10.7 107.5 87 IX D
5/2/05 381A** Wall Backfill 316.0 105 112.2 91 IX D
5/2/05 382 Wall Backfill 315.0 10.7 111.4 91 IX S
5/2/05 383 Wall Backfill 317.0 11.2 113.3 92 IX D
5/3/05 384 Wall Backfill 318.0 10.4 112.3 91 IV D
• 5/3/05 385 Wall Backfill 319.0 11.2 115.2 90 IV D
5/3/05 386 Wall Backfill 317.0 10.8 108.8 90 VIII S
5/4/05 387 Wall Backfill 319.0 9.9 112.8 94 VIII D
5/4/05 388 Wall Backfill 320.0 10.8 110.1 91 VIII D
5/4/05 389 Wall Backfill 320.5 10.4 111.4 91 IX D
5/4/05 390 Wall Backfill 310.0 9.5 115.5 94 IX S
5/4/05 391 Wall Backfill 307.5 10.6 111.2 90 IX D
5/5/05 392 Site Grading/Slope 320.0 10.1 110.8 90 IX D
5/5/05 393 Site Grading/Slope 316.0 11.6 116.4 91 IV D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
.. .
September 8, 2006 Project Number 9623-01
Page 22
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs./cu.ft. Compaction L S/D
5/5/05 394 Site Grading/Slope 309.0 11.8 117.4 92 IV S
5/5/05 395 Wall Backfill 316.0 7.2 104.6 85 IX D
5/5/05 395A** Wall Backfill 316.0 10.5 112.2 91 IX D
• 5/5/05 396 Wall Backfill 322.0 10.8 111.0 90 IX D
5/5/05 397 Wall Backfill 321.5 11.2 109.2 91 VIII S
5/6/05 398 Wall Backfill 323.5 9.9 111.0 90 IX D
5/6/05 399 Wall Backfill 324.0 10.2 112.5 91 IX D
5/6/05 400 Wall Backfill 325.0 9.5 122.1 94 V S
S
5/6/05 401 Wall Backfill 325.0 10.2 111.6 91 IX D
5/6/05 402 Site Grading/Slope 308.0 11.5 109.4 91 VIII D
5/6/05 403 Site Grading/Slope 315.0 10.4 117.7 91 V D
5/9/05 404 Wall Backfill 326.0 10.5 119.2 92 V S . 5/9/05 405 Wall Backfill 321.0 10.0 107.2 87 IX D
5/9/05 405A** Wall Backfill 321.0 10.3 112.4 91 IX D
5/9/05 406 Wall Backfill 327.0. 9.8 112.0 91 IX D
5/9/05 407 Wall Backfill 326.0 10.9 118.5 91 V S
5/9/05 408 Site Grading/Slope 311.0 9.8 112.9 92 IX D
5/9/05 409 Site Grading/Slope 314.0 10.4 113.2 92 IX D
• 5/9/05 410 Wall Backfill 323.0 10.8 111.9 91 IX D
5/9/05 411 Wall Backfill 326.0 10.1 121.6 94 V S
5/9/05 412 Site Grading/Slope 315.0 10.9 111.8 91 IX D
5/9/05 413 Wall Backfill 325.5 9.5 114.2 93 IX D
5/10/05 414 Site Grading/Slope 314.0 10.9 117.2 90 V D
• 5/10/05 415 Site Grading/Slope 320.0 10.7 120.2 92 V S
5/10/05 416 Wall Backfill 328.0 13.9 108.4 88 IX D
5/10/05 416A** Wall Backfill 328.0 10.9 112.7 92 IX D
5/10/05 417 Wall Backfill 329.0 10.6 112.1 91 IX D
5/10/05 418 Electrical 322.0 10.2 112.7 92 IX S
5/10/05 419 Electrical 324.0 10.8 111.0 90 IX D
5/10/05 420 Electrical 322.0 10.4 113.2 92 IX D
5/10/05 421 Electrical 325.0 10.7 117.4 95 IX D
5/10/05 422 Wall Backfill 328.0 11.1 108.2 88 IX S
S
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 23
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs ./cu.ft. Compaction ]p LP
5/10/05 422A** Wall Backfill 328.0 10.8 117.4 95 IX S
5/10/05 423 Wall Backfill 330.0 10.7 112.9 92 IX D
5/10/05 424 Wall Backfill 329.0 10.3 110.8 90 IX D
• 5/10/05 425 Electrical 323.0 11.4 110.7 90 IX D
5/10/05 426 Electrical 326.5 10.9 114.2 93 IX S
5/11/05 427 Site Grading/Slope 320.0 10.4 112.3 88 IV D
5/11/05 427A** Site Grading/Slope 320.0 10.5 115.5 90 IV D
5/11/05 428 Site Grading/Slope 316.0 11.3 116.8 91 IV D
5/11/05 429 Wall Backfill 331.0 10.8 114.5 93 IX S
5/11/05 430 Wall Backfill 329.0 10.5 108.5 90 VIII D
5/11/05 431 Wall Backfill 328.0 11.1 110.7 90 IX D
5/11/05 432 Wall Backfill 331.0 10.7 112.9 92 IX D
5/12/05 433 Site Grading/Slope 318.0 10.6 110.9 90 IX S
5/12/05 434 Wall Backfill 328.0 10.3 114.2 93 IX D
5/12/05 435 Wall Backfill 268.0 12.6 110.1 90 II D
5/12/05 436 Site Grading/Slope 320.0 12.4 112.1 90 III D
5/12/05 437 Wall Backfill 274.0 12.9 111.7 92 II S
5/12/05 438 Wall Backfill 271.0 12.4 110.3 90 II D
• 5/13/05 439 Wall Backfill 275.0 10.0 113.6 92 IX D
5/13/05 440 Site Grading/Slope 322.0 11.3 116.1 91 IV D
5/13/05 441 Wall Backfill 273.0 10.6 120.1 92 V S
5/16/05 442 Wall Backfill 308.0 10.9 111.0 90 IV D
5/16/05 443 Wall Backfill 318.0 10.3 112.3 91 IV D
• 5/17/05 444 Site Grading/Slope 306.0 10.6 114.4 93 IX S
5/17/05 445 Site Grading/Slope 312.0 11.1 115.2 94 IX D
5/17/05 446 Sewer 321.5 11.5 112.5 91 IX D
5/17/05 447 Sewer 323.0 11.7 119.1 93 IV S
5/17/05 448 Sewer 324.5 10.8 114.1 95 VIII S
5/17/05 449 Sewer 322.5 11.3 110.3 92 VI D
5/17/05 450 Sewer 323.5 10.7 109.3 91 VI D
5/18/05 451 Sewer 323.5 11.3 111.4 92 VI D
5/18/05 452 Sewer 324.5 10.5 114.4 95 VI S
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
•
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 24
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture Ibs./cu.ft. Compaction ]y S/D
5/18/05 453 Sewer 323.0 11.3 109.5 91 VIII D
5/18/05 454 Sewer 324.0 10.9 111.8 93 VIII D
5/19/05 455 Storm Drain 320.0 13.9 108.3 94 VII S
5/19/05 456 Storm Drain 323.0 13.4 111.1 97 VII D
5/19/05 457 Storm Drain 324.0 13.7 109.5 95 VII D
5/19/05 458 Storm Drain 323.0 14.2 110.0 96 VII S
5/19/05 459 Storm Drain 321.0 13.4 108.5 94 VII D
5/19/05 460 Storm Drain 320.0 13.9 109.7 95 VII S
5/23/05 461 Sewer 325.0 10.8 114.6 95 VIII D
5/23/05 462 Sewer 325.0 11.3 116.8 97 VIII D
5/23/05 463 Storm Drain . 324.0 13.1 107.1 93 VII S
5/23/05 464 Storm Drain 324.0 13.7 108.8 95 VII S
5/23/05 465 Sewer 323.0 11.3 115.9 96 VIII D
5/23/05 466 Sewer 325.0 10.7 113.8 94 VIII D
5/23/05 467 Sewer 324.0 13.2 106.9 93 VII D
5/23/05 468 Sewer 326.0 11.1 122.7 96 IV S
5/23/05 469 Storm Drain 320.5 11.5 119.3 93 IV D
5/24/05 470 Sewer 323.5 10.7 110.7 92 VIII D
5/24/05 471 Sewer 325.5 11.2 113.3 94 VIII D
5/24/05 472 Sewer 326.5 10.2 110.8 96 VII S
5/25/05 473 Sewer 322.5 9.6 112.4 88 IV D
5/25/05 473A** Storm Drain 322.5 11.9 119.7 94 IV D
5/25/05 474 Storm Drain 324.5 11.5 117.0 91 IV S
5/25/05 475 Storm Drain 321.0 11.3 122.2 95 IV D
5/25/05 476 Storm Drain 318.0 10.0 119.0 93 IV D
5/25/05 477 Storm Drain 320.0 .11.2 120.5 94 IV S
5/25/05 478 Storm Drain 323.0 . 10.7 111.1 92 VI D
5/25/05 479 Storm Drain 325.0 11.5 113.0 94 VI D
5/25/05 480 Storm Drain 322.0 10.6 110.1 91 VI S
5/25/05 481 Storm Drain 324.0 11.6 119.2 93 IV D
5/25/05 482 Sewer 326.5 10.1 114.5 95 VIII S
5/25/05 483 Sewer 326.5 10.6 115.0 95 VIII S
5/26/05 484 Storm Drain 326.0 10.9 110.8 92 VIII D
**Retest of failing tests after area reworked
Sand Cone Method S=
D= Drive Tube Method
NorCal Engineering
Ll
fl
September 8, 2006 Project Number 9623-01
Page 25
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs./cu.ft. Compaction Type S/D
5/31/05 485 Storm Drain 321.0 13.7 103.8 90 VII D
5/31/05 486 Storm Drain 323.0 13.5 106.6 93 VII D
5/31/05 487 Storm Drain 324.0 14.1 105.4 92 VII S
5/31/05 488 Storm Drain 322.0 13.9 106.2 92 VII D
5/31/05 489 Storm Drain 324.0 13.6 106.0 93 VII S
5/31/05 490 Storm Drain 321.5 11.6 111.1 92 VI D
5/31/05 491 Storm Drain 323.5 11.3 113.2 94 VI D
5/31/05 492 Storm Drain 324.5 12.1 109.5 91 VI S
5/31/05 493 Storm Drain 328.5 11.4 111.3 92 VI D
5/31/05 494 Storm Drain 320.5 11.7 113.7 94 VI D
5/31/05 495 Storm Drain 322.5 12.3 111.4 92 VII S
5/31/05 496 Electrical 324.5 10.7 114.7 95 VIII D
5/31/05 497 Electrical 324.5 11.1 109.8 91 VIII D
6/3/05 498 Sewer 323.0 13.2 104.2 91 VII D
6/3/05 499 Sewer 325.0 13.7 105.7 92 VII S
6/3/05 500 Sewer 320.0 13.4 104.9 91 VII D
6/3/05 501 Sewer 322.0 10.3 100.1 87 VII D
6/3/05 501A** Sewer 322.0 13.9 106.2 92 VII S
6/3/05 502 Sewer 323.0 13.1 104.3 91 VII D
6/3/05 503 Sewer 323.0 13.7 108.2 94 VII D
6/3/05 504 Sewer 325.0 13.4 106.9 93 VII S
6/3/05 505 Sewer 325.0 13.6 107.4 93 VII S
6/3/05 506 Sewer 319.0 13.3 106.7 93 VII D
6/3/05 507 Sewer 317.0 13.5 107.7 94 VII S
6/6/05 508 Sewer 321.0 13.9 105.4 92 VII D
6/6/05 509 Sewer 323.0 13.7 106.4 93 VII S
6/6/05 510 Sewer 316.5 14.2 109.3 95 VII D
6/6/05 511 Sewer 318.5 13.5 106.6 93 VII D
6/6/05 512 Sewer 320.5 14.1 107.1 . 93 VII S
6/6/05 513 Sewer 322.5 13.2 109.5 95 VII D
6/6/05 514 Sewer 324.5 13.7 107.0 93 VII D
6/7/05 515 Storm Drain 318.5 11.1 110.7 92 VI S
6/7/05 516 Storm Drain 320.5 10.7 112.0 93 VI D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
U .4
I. NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 26
SUMMARY OF COMPACTION TEST RESULTS
S
S
Date of Test
Test No.
6/7/05 517
6/7/05 518
6/7/05 519
6/7/05 520
6/7/05 521
6/7/05 522
6/7/05 523
6/7/05 524
6/15/05 525
6/15/05 526
6/15/05 527
6/15/05 528
6/16/05 529
6/16/05 529A**
6/16/05 530
6/16/05 531
6/17/05 532
6/17/05 533
6/20/05 534
6/20/05 535
6/21/05 536
6/21/05 537
6/21/05 538
6/21/05 539
6/24/05 540
6/24/05 541
6/24/05 542
7/8/05 543
7/8/05 544
7/8/05 545
7/8/05 546
7/8/05 547
7/8/05 548
Percent Unit Wt.
Location Elevations Moisture Ibs./cu.ft. C
Storm Drain 322.5 10.9 111.3
Storm Drain 334.5 10.5 113.3
Sewer 319.5 10.2 110.7
Sewer 321.5 10.8 112.8
Sewer 323.5 10.3 111.5
Sewer 324.5 10.6 113.3
Sewer 321.0 11.3 110.1
Sewer 323.0 10.8 113.7
Fire Service 324.0 13.1 105.7
Fire Service 322.0 13.5 104.3
Fire Service 324.0 14.6 107.4
Fire Service 324.0 14.2 106.8
Fire Service 323.0 9.2 105.9
Fire Service 323.0 10.9 111.8
Fire Service 324.0 10.5 114.0
Fire Service 324.0 11.1 122.2
Fire Service 324.0 11.4 122.0
Fire Service 324.0 10.9 121.4
Fire Service 324.0 10.3 119.7
Fire Service 324.0 10.8 121.8
Fire Service 324.0 11.3 112.3
Fire Service 324.0 10.7 110.2
Fire Service 323.0 11.1 110.7
Fire Service 324.0 10.4 112.1
Fire Service 325.0 11.1 110.7
Fire Service 324.0 13.1 104.2
Fire Service 325.0 13.6 104.8
Fire Service 326.0 13.1 106.9
Sewer 272.0 11.1 109.8
Sewer 275.0 10.7 110.6
Sewer 276.0 11.3 112.3
Sewer 277.0 10.9 110.9
Fire Service 325.0 9.7 118.5
Relative Soil Test
ompaction IY2
92 VI S
94 VI D
92 VI D
94 VI S
93 VI D
94 VI D
91 VI. S
94 VI D
92 VII S
91 VII D
93 VII 5,
93 VII S
88 VI D
93 VI D
95 VI D
94 V S
94 V S
93 V S
92 V D
94 V D
93 VIII S
91 VIII S
92 VI D
93 VI D
92 VI D
91 VII S
91 VII D
93. VII D
91 VI D
92 VI S
93 VI D
92 VI S
91 V D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorC al Engineering
O September 8, 2006 Project Number 9623-01
Page 27
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs/cuff Compaction Type S/D
7/8/05 549 Sewer 281.0 11.2 110.0 91 VI S
7/8/05 550 Sewer 284.0 11.5 110.3 92 VI D
7/8/05 551 Sewer 288.0 13.1 105.2 91 VII D
• 7/8/05 552 Sewer 269.0 11.3 110.5 92 VI S
7/8/05 553 Sewer 268.0 11.5 112.1 93 VI D
7/8/05 554 Sewer 272.0 11.0 111.1 92 VI S
7/12/05 555 Sewer 289.0 11.5 114.4 92 III D
7/12/05 556 Sewer 293.0 11.9 115.8 93 III D
7/12105 557 Sewer 270.0 12.0 114.4 92 III D
7/12/05 558 Sewer 272.0 12.2 112.3 91 III D
7/12/05 559 Sewer 273.0 11.8 110.0 94 I S
7/12/05 560 Sewer 285.0 13.9 104.5 91 VII D
• 7/12/05 561 Sewer 287.0 13.1 106.9 93 VII D
7/12/05 562 Sewer 289.0 13.5 109.3 95 VII D
7/12/05 563 Sewer 297.0 13.7 108.0 94 VII S
7/12/05 564 Sewer 297.0 13.3 105.9 92 VII D
7/14/05 565 Sewer 297.0 11.1 113.1 93 II D
7/14/05 566 Sewer 299.0 11.5 116.6 91 IV S 0 7/14/05 567 Sewer 300.0 14.9 115.8 95 II D
7/14/05 568 Sewer 296.5 13.8 108.3 94 VII D
7/14/05 569 Sewer 303.0 10.2 101.4 88 VII D
7/14/05 569A** Sewer 303.0 15.8 103.6 90 VII S
7/14/05 570 Sewer 304.0 13.6 108.8 93 I 0
• 7/14/05 571 Sewer 302.0 12.5 115.6 95 II D
7/14/05 572 Sewer 305.0 10.5 108.6 90 VI D
7/14/05 573 Sewer 308.0 11.5 113.9 93 II S
7/15/05 574 Sewer 307.0 11.9 116.2 94 III D
7/15/05 575 Sewer 311.0 11.3 114.1 92 III D
• 7/15/05 576 Sewer 316.0 11.7 117.3 95 III D
7/15/05 577 Sewer 318.0 13.2 108.5 94 VII S
7/15/05 578 Sewer 312.0 13.9 106.7 93 VII D
7/15/05 579 Sewer 314.0 13.2 107.7 94 VII S
7/15/05 580 Sewer 319.0 13.5 104.8 91 VII D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
.
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 28
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs./cu.ft. Compaction Type S/D
7/21/05 581 Sewer 314.0 13.0 108.8 95 VII D
7/21/05 582 Sewer 314.0 13.7 103.8 90 VII D
7/21/05 583 Sewer 317.0 13.4 107.6 94 VII D
7/21/05 584 Sewer 320.0 13.2 106.0 92 VII S
7/21/05 585 Sewer 322.0 13.7 108.2 94 VII S
8/8/05 586 Storm Drain 308.0 11.7 110.1 91 VIII S
8/8/05 587 Storm Drain 300.0 11.3 109.6 91 VI D
8/8/05 588 Storm Drain 302.0 11.6 111.1 . 92 VI D
8/8/05 589 Storm Drain 294.0 11.2 114.2 95 VI D
8/8/05 590 Storm Drain 296.0 10.7 111.7 93 VI S
8/8/05 591 Storm Drain 300.0 11.1 113.4 94 VI D
8/8/05 592 Storm Drain 295.0 10.4 112.3 93 VI D
• 8/9/05 593 Storm Drain 297.0 10.9 109.0 90 VI D
8/9/05 594 Storm Drain 289.0 11.3 111.1 92 VI S
8/9/05 595 Storm Drain 288.0 11.7 112.2 93 VI S
8/9/05 596 Storm Drain 305.0 10.9 113.6 94 VI D
8/9/05 597 Storm Drain 311.0 11.2 109.7 91 VI D
8/10/05 598 Electrical 322.0 9.8 117.5 93 X S
• 8/10/05 599 Electrical 323.0 10.8 110.1 91 VI D
8/10/05 600 Storm Drain 310.0 10.6 111.9 93 VI D
8/10/05 601 Electrical 324.0 11.1 109.9 91 VI S
8/10/05 602 Sewer 313.0 8.2 97.9 85 VII D
8/10/05 602A** Sewer 313.0 15.8 105.2 91 VII D
• 8/10/05 603 Sewer 320.0 14.9 107.9 94 VII S
8/10/05 604 Sewer 315.0 15.1 106.9 93 VII D
8/10/05 605 Sewer 323.0 14.5 105.7 92 VII D
8/10/05 606 Sewer 317.0 13.9 107.9 94 VII D
8/11/05 607 Sewer 325.0 14.0 109.6 95 VII S
8/11/05 608 Electrical 324.0 11.3 111.4 92 VI D
8/12/05 609 Electrical 322.0 9.4 114.9 91 X D
8/12/05 610 Storm Drain 264.0 11.2 111.1 92 VI S
8/12/05 611 Storm Drain 301.0 12.8 109.6 88 III D
S .
**Retest of failing tests after area reworked
S= Sand Cone Method .
D= Drive Tube Method
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 29
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs./cu.ft. Compaction Type
8/12/05 611A** Storm Drain 301.0 12.6 111.9 90 III D
8/12/05 612 Electrical 324.0 9.4 114.2 93 IX D
8/12/05 613 Sewer 303.0 10.9 111.6 93 V1 S
• 8/12/05 614 Sewer 305.0 12.2 112.2 90 III D
8/15/05 615 Storm Drain 254.0 10.3 112.4 93 VI D
8/15/05 616 Storm Drain 255.5 10.6 110.3 92 VI D
8/15/05 617 Storm Drain 257.0 11.4 118.2 92 IV S
8/15/05 618 Storm Drain 259.0 10.4 112.3 93 VI D
.
8/15/05 619 Storm Drain 261.0 11.8 117.2 92 IV D
8/15/05 620 Storm Drain 263.0 • 11.9 117.9 92 IV D
8/15/05 621 Storm Drain 265.0 11.4 117.4 92 IV S
8/15/05 622 Storm Drain 254.0 10.7 120.1 94 IV D
8/15/05 623 Storm Drain 256.0 10.9 117.2 92 IV D
8/15/05 624 Storm Drain 257.5 11.5 115.7 90 IV D
8/15/05 625 Storm Drain 259.0 11.9 118.1 92 IV S
8/15/05 626 Storm Drain 261.0 10.3 116.0 91 IV D
8/15/05 627 Storm Drain 263.0 10.8 118.2 92 IV S
8/15/05 628 Storm Drain 262.5 12.6 118.1 95 III D
• 8/15/05 629 Storm Drain 264.5 12.4 118.3 95 III S
8/15/05 630 Storm Drain 265.5 11.8 116.3 94 III D
8/23/05 631 Water 324.5 13.9 107.4 93 VII S
8/23/05 632 Water 324.0 13.3 107.6 94 VII D
8/23/05 633 Water 315.0 13.1 106.1 92 VII D
:0 8/24/05 634 Water 323.0 13.9 107.1 93 VII S
8/24/05 635 Water 312.0 11.2 101.3 88 VII D
8/24/05 635A** Water 312.0 13.6 107.4 93 VII D
8/24/05 636 Water 311.0 13.0 106.2 92 VII D
8/24/05 637 Water 308.0 13.4 109.3 95 VII S
• 8/24/05 638 Water 299.0 14.5 107.0 93 VII D
8/25/05 639 Water 296.0 13.1 107.3 93 VII S
8/25/05 640 Water 287.0 13.9 108.1 94 VII D
8/25/05 641 Water 283.0 14.4 107.5 93 VII D
8/25/05 642 Water 276.0 11.1 114.6 95 VI D
I ..
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
0
NorCal Engineering
U
U
September 8, 2006 Project Number 9623-01
Page 30
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs./cu.ft. Compaction Tvpe S/D
8/25/05 643 Water 275.0 10.7 110.9 92 VI S
8/25/05 644 Water 271.0 12.7 117.1 94 III D
8/25/05 645 Water 264.0 12.2 115.9 93 III D.
8/25/05 646 Water 266.0 11.5 113.9 92 III D
8/25/05 647 Water 266.0 12.5 112.0 90 II! S
8/25/05 648 Water 269.0 11.9 116.2 94 III D
9/2/05 649 Fire Service 325.0 13.1 107.9 94 VII S
9/2/05 650 Fire Service 323.5 13.4 105.8 92 VII D
9/2/05 651 Fire Service 325.0 13.7 106.9 93 VII S
9/2/05 652 Fire Service 322.5 13.0 108.1 94 VII D
9/2/05 653 Fire Service 314.0 12.9 110.7 9,1 II S
9/2/05 654 Fire Service 306.5 12.0 109.8 90 II D
9/2/05 655 Fire Service 300.0 10.3 104.9 87 VI D
9/2/05 655A** Fire Service 300.0 11.6 111.2 92 VI S
9/2/05 656 Fire Service 284.5 11.9 111.7 93 VI D
9/6/05 657 Fire Service 281.0 10.7 111.9 93 VI S
9/6/05 658 Fire Service 273.0 10.1 112.6 93 VI D
9/6/05 659 Fire Service 270.0 11.1 110.6 92 VIII S
9/6/05 660 Fire Service 267.0 10.2 110.7 92 VIII D
9/6/05 661 Water 325.0 13.7 107.3 93 VII D
9/6/05 662 Water 323.5 13.1 105.2 91 VII D
9/8/05 663 Water 325.0 13.5 108.2 94 VII S
9/8/05 664 Water 309.0 10.7 112.9 94 VI D
9/8/05 665 Water 311.0 10.2 111.6 93 VI D
9/8/05 666 Water 312.0 10.6 115.2 90 IV S
9/8/05 667 Water 313.0 10.9 111.8 93 VI D
9/13/05 668 Sewer/College Blvd. 1.0-1.5* 11.2 118.5 93 IV S
9/21/05 669 Sewer/College Blvd. 3.03.5* 10.7 120.6 94 IV S
9/22/05 670 Sewer/College Blvd. 1.0-1.5* 10.3 119.2 93 IV S
9/28/05 671 Sewer/College Blvd. 3.03.5* 10.5 118.7 93 IV S
9/29/05 672 Sewer/College Blvd. 1.0-1.5* 10.1 110.6 92 VI S
9/29/05 673 Drive App. Sg. 323.0 15.0 109.6 88 III 0
10/3/05 673A** Drive App. Sg. 323.0 10.9 115.4 93 III D
*Depth below proposed grade (in feet)
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorCal Engineering
September 8, 2006 Project Number 9623-01
Page 31
L.1ZIIII*1A*II1
Date of Test Percent Unit Wt. Relative Soil Test
Test No Location Elevations Moisture lbs./cu.ft. Compaction Type LP
9/30/05 674 Sewer/College Blvd. 4.0-4.5* 10.5 112.8 94 VI D
10/3/05 675 Sewer/College Blvd. 6.0-6.5* 12.4 118.3 95 III S
10/3/05 676 Sewer/College Blvd. 2.0-2.5* 13.1 116.6 94 III D
10/4/05 677 Sewer/College Blvd. 4.0-4.5* 12.6 114.1 92 III D
10/5/05 678 Sewer/College Blvd. 3.03.5* 12.3 115.4 93 III S
10/5/05 679 Sewer/College Blvd. 1.0-1.5* 13.3 112.8 91 III D
10/7/05 680 Sewer/College Blvd. 0.00.5* 12.7 115.4 93 III D
10/7/05 681 Gas/Electric 337.0 10.7 110.4 92 VI S
10/7/05 682 Gas/Electric 318.0 10.2 109.8 91 VI D
10/7/05 683 Gas/Electric 305.0 10.6 111.2 92 VI D
10/7/05 684 Gas/Electric 289.0 9.9 109.4 91 VI D
10/7/05 685 Gas/Electric 275.0 9.3 111.0 92 VI S
10/7/05 686 Storm Drain 308.0 10.1 115.3 90 IV D
10/7/05 687 Storm Drain 316.0 10.3 117.0 91 IV D
10/7/05 688 Sewer 259.0 10.7 112.9 92 IX D
10/7/05 689 Sewer 264.0 11.4 115.1 94 IX S-
10/7/05 690 Sewer 267.0 11.2 115.4 94 IX D
10/7/05 691 Sewer 267.0 10.3 112.4 91 IX D
10/27/05 692 Parking Subgrade 324.5 12.0 105.4 92 VII S
10/27/05 693 Parking Subgrade 324.0 11.7 106.5 91 I D
10/27/05 694 Parking Subgrade 323.0 9.4 107.3 88 II D
10/27/05 694A** Parking Subgrade 323.0 11.3 113.2 93 II D
10/27/05 695 Parking Subgrade 323.5 12.2 110.4 90 II S
10/27/05 696 Parking Subgrade 324.0 12.3 107.7 92 I D
10/27/05 697 Street Subgrade 303.0 11.4 105.9 90 I D
10/31/05 698 Curb/GutterSg. 322.0 13.2 110.6 96 VII S
10/31/05 699 Curb/GutterSg. 309.0 10.9 115.4 96 VI D
10/31/05 700 Curb/GutterSg. 291.0 11.2 116.9 97 VI D
10/31/05 701 Curb/Gutter Sg. 275.0 10.4 122.0 95 IV S
10/31/05 702 Curb/GutterSg. 272.0 10.8 115.5 96 VIII D
10/31/05 703 Curb/GutterSg. 276.0 11.4 118.5 96 III D
10/31/05 704 Curb/GutterSg. 285.0 10.7 1•169 97 VI D
10/31/05 705 Curb/GutterSg. 293.0 10.1 122.6 96 IV S
*Depth below proposed grade (in feet)
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
NorC al Engineering
S September 8, 2006 Project Number 9623-01
Page 32
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs./cu.ft. Compaction Iy
10/31/05 706 Street Subgrade 272.0 11.1 112.5 93 VIII D
10/31/05 707 Street Subgrade 285.0 10.1 119.9 94 IV D
10/31/05 708 Street Subgrade 316.0 10.3 120.6 94 IV D
• 11/1/05 709 Curb/Gutter Base 272.0 10.2 122.2 95 Xl S
11/1/05 710 Curb/Gutter Base 287.0 10.9 123.3 96 XI S
11/1/05 711 Curb/Gutter Base 311.0 10.6 122.2 95 XI S
11/1/05 712 Curb/Gutter Base 311.0 10.4 124.3 97 XI S
11/1/05 713 Curb/Gutter Base 289.0 10.0 122.7 95 XI S
11/1/05 714 Curb/Gutter Base 272.0 10.8 122.5 95 XI S
11/7/05 715 Sidewalk Sg. 320.0 11.7 118.2 95 III D
11/7/05 716 Sidewalk Sg. 320.0 12.2 116.9 94 III S
11/7/05 717 Sidewalk Sg. 320.0 12.0 117.9 95 III D
11/7/05 718 Sidewalk Sg. 320.0 10.1 106.7 86 III D
11/7/05 718A** Sidewalk Sg. 320.0 11.7 115.3 93 III D
11/11/05 719 Parking Subgrade 325.0 9.6 124.1 95 V S
11/11/05 720 Parking Subgrade 325.0 9.9 124.0 95 V S
11/11/05 721 Parking Subgrade 325.0 10.5 116.1 96 VIII S
11/14/05 722 Parking Subgrade 325.0 9.3 124.4 96 V D
11/14/05 723 Parking Subgrade 325.0 9.9 124.8 96 V S
11/14/05 724 Parking Subgrade 325.0 . 10.7 115.2 96 VIII S
11/14/05 725 Parking Subgrade 325.0 9.6 123.5 95 V S
11/14/05 726 Parking Subgrade 325.0 9.8 115.8 96 VIII S
11/14/05 727 Parking Subgrade 325.0 9.4 125.5 97 V S
• 11/14/05 728 Drive App. Sg. 324.0 9.5 124.8 96 V S
11/14/05 729 Street Subgrade 309.0 9.7 124.2 96 V S
11/14/05 730 Street Subgrade 287.0 9.9 123.7 95 V S
11/18/05 731 Parking Base 325.5 10.2 127.8 97 XII S
11/18/05 732 Parking Base 325.5 10.4 127.0 97 XII S
• 11/18/05 733 Parking Base 325.5 9.7 125.3 95 XII S
11/18/05 734 Parking Base 325.5 10.5 126.2 96 XII S
11/18/05 735 Parking Base 325.5 9.9 125.1 95 XII S
11/18/05 736 StreetSubgrade 277.0 10.3 123.8 95 V D
11/18/05 737 Street Subgrade 269.0 10.1 124.4 96 V D
**Retest of failing tests after area reworked
S= Sand Cone Method
D= Drive Tube Method
e
NorCal Engineering
.
September 8, 2006 Project Number 9623-01
Page 33
SUMMARY OF COMPACTION TEST RESULTS
Date of Test Percent Unit Wt. Relative Soil Test
Test No. Location Elevations Moisture lbs./cu.ft. Compaction IY LQ
11/18/05 738 Parking Base 325.5 10.4 126.2 96 . XII S
11/18/05 739 Parking Base 325.5 9.7 125.4 95 XII S
11/21/05 740 Parking Base 325.5 9.9 127.0 97 XII S
• 11/21/05 741 Parking Base 325.5 10.4 125.1 95 XII S
11/21/05 742 Parking Base 323.5 9.7 125.8 96 XII S
11/21/05 743 Parking Base 306.5 10.3 126.2 96 XII S
11/21/05 744 Parking Base 281.5 10.5 125.2 95 XII S
11/21/05 745 Parking Base 273.5 10.4 125.0 95 XII S
11/21/05 746 Gas/Electric 1.0-1.5 10.2 124.4 96 V D
11/28/05 747 Gas/Electric 1.01.5* 13.5 109.4 95 VII D
11/28/05 748 Street Base 0.00.5* 10.3 126.2 96 XII S
11/28/05 749 Street Base 0.00.5 10.0 127.2 97 XII S
12/5/05 750 Sidewalk Sg. 325.0 10.7 115.6 96 VIII D
12/5/05 751 Sidewalk Sg. 325.0 10.9 121.6 95 IV D
12/5/05 752 Sidewalk Sg. 310.0 11.2 116.9 95 IX D
12/5/05 753 Sidewalk Sg. 277.0 10.8 117.2 95 IX S
12/6/05 754 Water 267.0 9.5 112.3 88 IV D
12/6/05 754A** Water 267.0 11.7 122.6 96 IV D
• 12/6/05 755 Water 266.0 11.9 121.6 95 IV S
12/9/05 756 Water 266.0 10.5 116.1 91 IV D
12/9/05 757 Water 265.0 10.9 119.2 93 IV S
12/9/05 758 Water 264.0 10.6 118.4 93 IV D
12/13/05 759 Curb/GutterSg. 264.0 10.8 121.8 95 IV D
• 12/13/05 760 Curb/GutterSg. 264.0 11.1 123.3 96 IV D
12/14/05 761 Curb/Gutter Base 264.5 7.9 125.2 95 XII S
12/20/05 762 Sidewalk Sg. 264.0 11.5 118.4 95 III D
12/27/05 763 Sewer/College Blvd. 0.00.5* 10.4 123.5 95 V S
12/27/05 764 Sewer/College Blvd. 0.0-0.5* 10.1 126.3 96 XII S
• 12/28/05 765 Sewer 0.00.5 11.7 124.1 95 V S
12/28/05 766 Base/College Blvd. 0.00.5 9.9 126.1 96 XII S
12/29/05 767 Drive App. Sg. 264.0 11.3 124.7 96 V S
12/29/05 768 Sewer/College Blvd. 0.00.5* 10.7 123.8 95 V D
12/29/05 769 Drive App. Base 264.5 10.5 126.2 96 XII S
12/29/05 770 Base/College Blvd. 264.5 9.4 125.1 95 XII S
12/30/05 771 Sbgd./College Blvd. 264.0 11.5 124.8 96 V D
12/30/05 772 Base/College Blvd. 266.0 9.9 125.6 96 XII S
*Depth below proposed grade (in feet)
• **Retest of failing tests after area reworked
S=* Sand Cone Method
D= Drive Tube Method
NorCal Engineering
Appendix C
I.
i•
I.
10
I.
NorCal Engineering
cl?4&
2860 WALNUT AVE. - SIGNAL HILL, CALIF. 90755 . PHONE 562/426-7990 - FAX 562/426.1842
SOILS ENGINEERING, INC. . Consu8ng Geotechnical Engineers
January 23, 2006
Project No. 05-15240
NorCal Engineering
10641 Humbolt Street
Los Alamitos, California 90720
Attention: Mr. Walt Mott
Subject: Asphalt Laydown Observation and Testing
Lanikai Corporation
1930 Palomar Point Way
Carlsbad, California
Gentlemen:
In accordance with your request, we have provided a field technician to observe a
s
p
h
a
l
t
laydown operations for the subject project on November 21 and 22, 2005 and Janu
a
r
y
9
,
2006. Our observation included the parking bays, drive access and City street porti
o
n
l
e
a
d
i
n
g
to the project site. The paving contractor was Southland Paving.
1/2" AR-4000 and 3/4" Class B AR-4000 asphaltic concrete mixes were delivere
d
f
r
o
m
t
h
e
California Commercial Asphalt Corporation located in San Diego to the site. T
e
m
p
e
r
a
t
u
r
e
checks were observed between 2860 and 3060 Fahrenheit for the surface course. Thickness
checks were measured behind the paving machine and 3 inches was placed and c
o
m
p
a
c
t
e
d
,
in the parking bays, 4 inches was placed and compacted in the drive access area
a
n
d
a
1
1
/
2
inch surface cap was placed on the street surface. After rolling was compl
e
t
e
d
,
n
u
c
l
e
a
r
.density tests (ASTM D2922) were performed by our technician at random locations
t
o
c
h
e
c
k
relative compaction. Test results indicate that the density tests met the minimum r
e
q
u
i
r
e
m
e
n
t
of at least 95 percent relative compaction.
The results of field and laboratory tests are presented on Table 1 (Pages T-1 throug
h
T
-
3
)
,
S . . attached hereto. Locations of tests are plotted on Plate A, also attached. The
I
n
s
p
e
c
t
o
r
'
s
Daily Report is presented as Plates B-i through B-3.
Samples of the delivered asphaltic concrete pavement were obtained for laboratory testing.
Laboratory tests were conducted, as needed' to establish an average maximum density
result in accordance with California Test Method 304. The City of Carlsbad required ASE to
run extraction/gradation tests and stability tests on the asphaltic concrete. Laboratory test
results are presented in Table 1
This report presents the results of tests only at the locations tested by our firm through the
date of our last observation and does not imply a guarantee or warranty of the contractor's
work nor the performance of the area paved, only that our testing work rendered meets the
standard of care of our profession at this time.
Our testing services have been performed in accordance with currently accepted ASTM and
Caltrans testing procedures in the field and in the laboratory.
We thank you for the opportunity of being of service to you on this project and look forward to
working with you in the future.
Respectfully submitted,
ASSOCIATED SOILS ENGINEERING, INC.
Edward . (Ted) Riddell
President
ECR:cmc
Distribution: (1) Addressee
Attachments: Field Density and Laboratory Tests - Table 1 - Pages T-1 through T-3
Test Location Plan - Plate A
Job Inspector's Daily Reports - Plates B-i through B-3
NorCal Engineering January 23, 2006
05-15240 Page 2
SOILS ENGINEERING, INC.
PROJECT NAME: 1930 Palomar Point Way, Carlsbad PROJECT NO.: 05-15240
TABLE I
ASPHALT FIELD DENSITY TEST RESULTS
ALL TESTS PERFORMED BY NUCLEAR GAUGE (ASTM D2922)
Field Maximum
Test Density, Density, Relative
Date No. Location (pcf) (pcf) Compaction, (%) Lift
11/21/05 1 Parking Lot 138.9 146.2 95 AC Surface
' 2 1396 1462 95 11
If 3 " 138.9 146.2 95 to
4 1396 1462 95 It
5 " 1400 1462 96
6 139.2 1462 95 to
" 7 1395 1462 95 It
8 ' 140.3 146.2 96 11
9 " 1407 1462 96 It
I t 10 If 1396 1462 95
11 1387 1462 95
" 12 " 1394 1462 95 of
13 If 140.1 146.2 96
14 If 1390 1462 95 it
15 it 1389 1462 95 if
It 16 11 1393 1462 95 If
" 17 If 1386 1462 95 It
18 1394 1462 95
it 19 " 140.4 146.2 96 to
1.1/22/05 20 139.7 146.2 96
21 " 1394 1462 95 it
22 138.6 146.2 95 1.
23 . ' 138.9 146.2 95 If
it 24 of
. 139.4 146.2 95
25 140.0 1462 96 of
26 1405 1462 96
27 " 1394 1462 95
it 28 " 1386 1462 95
29 It 1388 1462 95 if
30 " 140.1 146.2 It 96
31 1394 1462 95
.
" 32 of 138.6 146.2 95
33 139.9 146.2 96
T-1
SOILS ENGINEERING, INC.
PROJECT NAME: 1930 Palomar Point Way, Carlsbad PROJECT NO.: 05-15240
• TABLE I
ASPHALT FIELD DENSITY TEST RESULTS
ALL TESTS PERFORMED BY NUCLEAR GAUGE (ASTM 02922)
• 11/22/05 34 Parking Lot 139.3 146.2 95 AC Surface
35 of 1396 1462 95
36 ' 1392 1462 95
/ 37 " 139.9 146.2 96
38 City Street 139.0 145.5 96
• " 39 " 1409 1455 97
40 " 1397 1455 96 It
to 41 " 1404 1455 96 IT
42 " 140.9 145.5 97
01/09/06 43 City St. Access Rd 139.9 143.0 98
• " 44 II 1387 1426 97
II 45 IT 1402 1426 98
46 TI 1414 1426 99
47 " 1396 1426 98 'I
II 48 It 1390 1426 97
It 49 TI 138.8 142.6 97 IT
LABORATORY TEST RESULTS .
• MAXIMUM DENSITY — California Test Method 304
DATE CLASSIFICATION PCF
11/22/05 1/2" Class 2 AR-4000 146.2
11/23/05 3/4"Class B AR-4000 145.5
01/09/06 1/2" AR-4000 142.6
•
fl\ T-2
SOILS ENGINEERING, INC.
PROJECT NAME: 1930 Palomar Point Way, Carlsbad
LABORATORY TEST RESULTS - continued
EXTRACTION/GRADATION - ASTM 02172
PROJECT NO.: 05-15420
3/4" 100 100
1/2" 990 95-100
3/8" 89.1 80-95
#4 61.1 55-72
#8 45.1 38-55
#30 23.7 18-33
#200 7.2 4-8
% Bitumen by
Wt. of
Aggregate: 6.0
Sample Date: 01/09/05
AC STABILITY VALUE - CA TEST METHOD 366
STABILITY VALUE = 39
S
St_
SOILS ENGINEERING, INC.
T-3
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JOB NUMBER PLATE
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.
ASSOCIATED SOILS ENGINEERING, INC.
ASPHALTIC CONCRETE PAVING
JOB INSPECTOR'S DAILY REPORT
Date Job No. /'Lf 0
Job Location _ Contractor
Type Mix __________________ Type Asphalt A'YO Plant
Courses Laid / 3" I /
Temperature of Mix - Measured Thickness as_ Spread, _Inches
Load
No.
Temp. Load
No.
Temp.
_____
Load
No.
Temp.
____
Binder Surface Binder
_____
Surface Binder Surface
c' a .
/1
3
f(•7(
-:'
f ?5
2:3 2
470
'( Z3',
'9
Number and Description of Equipment/-
US n., .i/tc f-Ai.- 9- Sl'
Description of the Base Material
Description of Prime Coat
— __L 4c,7L( - "o '(- d - s -JcJ .4.'—
Description of Joints and Feathered Areas +1-t- w4 i4 -I- -/ck s
Description of Areas Laid (Street Names, Station No., Sketch) S
TOTAL TONS LAID: Binder: ___Surface: /2",o.'
SQUARE YARDS LAID: Binder: Surface:
MIX ADJUSTMENT (Note Changes of Amounts)
Sand: Coarse Aggregates: Asphalt:
INSPECTOR'S REMARKS: -LL- 3;'(-
I
hspector
PLATE B-i
ASSOCIATED SOILS ENGINEERING, INC.
ASPHALTIC CONCRETE PAVING
JOB INSPECTOR'S DAILY REPORT
Date )/-2_ Job No.
Job Location Contractor ........
Type Mix Type Asphalt 4 Plant
Courses Laid
Temperature of Mix - °F Measured Thickness as_ Spread, _Inches
Load
No.
Temp. Load
No.
Temp. Load Temp. Binder
No.
Surface Binder Surface Binder Surface
• . _______ _______ _______ _______
it? 2-4
I
:r:. ______ ______ ______ ______
;••,_.•
______ ______ ______ ______ ? ........______
Number and Description of Eq,uipment Ct . .1
I $'..L.- ... 1•-. u '4..,
Description of the Base Material -.
Description of Prime Coat
Description of Joints and Feathered Areas 4 •.. .:
Description of Areas Laid (Street Names, Station No., Sketch)
TOTAL TONS LAID: BindW4'/I,' c' Surfacer.!1O .Z
SQUARE YARDS LAID: Binder: Surface:
MIX ADJUSTMENT (Note Changes of Amounts)
Sand: Coarse Aggregates: Asphalt:
INSPECTOR'S REMARKS: ', ../ ...
____
Inspector
0 PLATE B-2
ASSOCIATED SOILS ENGINEERING, INC.
ASPHALTIC CONCRETE PAVING
JOB INSPECTOR'S DAILY REPORT
Date / - - cC, Job No.
Job Location c(( A4 Contractor
Type Mix Type Asphalt 4e Plant pL/
5"
Courses Laid /— I
Temperature of Mix - °F Measured Thickness as_ Spread, _Inches
Load
No.
Temp. Load
No.
Temp. Load Temp. Binder
No.
Surface Binder Surface Binder Surface
C,
/ 2 c3
Number and Description of Equipment (- &•. -
(- /L-J- .. ..
Description of the Base Material /4
Description of Prime Coat A1.14
Description of Joints and Feathered Areas
Description of Areas Laid (Street Names, Station No., Sketch)
TOTAL TONS LAID: Binder: Surface:
SQUARE YARDS LAID: Binder: Surface:
MIX ADJUSTMENT (Note Changes of Amounts)
Sand: Coarse Aggregates: Asphalt:
INSPECTOR'S REMARKS: c' /' 'i -:--,- Acre c5 (o
-4 —
I nspector spector
PLATE B-3