Grading & Drainage __7
American Soil Testing, Inc.
Soil, Foundation and Environmental Engineers
UNDER ALL IS THE SOIL 2734 Bascom Avenue,San Jose,CA 95124 • (408)559-6400 • Fax(408)559-6688
File No. 05-2602-S'
July 26, 2006
06
AA
�0
Mr. Hamid Adelparvar
650 Los Altos Rancho
Los Altos, CA 95024
Subject: Proposed two single family residence
1819 West Hacienda Avenue, APN: 403-12-027
Campbell, California...
Grading & Drainage Plan Review
Gentlemen
Per your request, we are presenting herein our comments regarding the Grading and
Drainage Plan for the above-mentioned project.
The following plan was submitted to our office for our review and comments:
Grading and Drainage Plan Sheets 1 through 8 prepared by the office of SMP Company
of Los Altos, California. Job No. 2450 dated 6-8-2006.
We have determined that the above-mentioned plan substantially complies with the
recommendations contained in our soil and foundation investigation report File No. 05-
2602-S dated December 27, 2005
`File No. 05-2602-5 Amer; Soil Testing, Inc.
Our Firm should be notified at least 48 hours prior to commencement of any grading
operations in order that our Project Engineer can coordinate the work in the field with
your grading contractor. We highly recommend that our firm representative be present
during foundation excavation to ensure that the foundation complies with the
recommendations contained in Soil and Foundation Investigation report prepared for
this project.
Upon satisfactory completion of work, a letter of compliance will be issued.
We are pleased to have been of service to you in this matter. Should you have any
question or require additional information, please feel free to call our office at your
convenience.
Very truly yours,
AMERICAN SOIL TESTING, INC.
Ben Rahimi, C.E.S.
,�DFESS/p
REA 1- 03 843 �04 . .M�l<
DREW A.
Project Engineer ' OFRANI
dNO. 38159
D EXR 3/31/0 7
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�,9T�OF CAL�F�2`
Andrew A. Ghofrani, P.
R.C.E. # 38159
Expire: 3-31-07
2
CITY OF CAMPBELL N0.
DEPARTMENT OF PUBLIC WORDS IN
A,.
DIVISION
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WA
APPLICATION NO(S):
ADDRESS: 1 P51 q N-a e I to cLo- ke
Instructions: This checklist provides advance notification to applicants of the City of Campbell's final
on-site grading and drainage plans and submittal requirements. Using this checklist will expedite your
application through the City's review process.
Prior to submitting a final on-site grading and drainage plan list to the City Engineer, please place an
"X" .in the space to the right of each item below to indicate you have complied,place "N/A" to indicate
that the particular item does not apply. Review applicable sections, which are referenced in
parentheses,before checking off each item.
SEAL AND SIGNATURE OF ENGINEER OF WORK.
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I
HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AND
COMPLETION OF THIS CHECKLIST AS DEFINED IN SECTION 6703 OF THE BUSINESS AND
PROFESSION CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT
STANDARDS.
QsofES60
SIpNq
Signature Date 2
c� No 52124 m
6mrwrJ �l3
PrintedQ'
C- -�
RCE# G272
Expiration Date 171/ 3( /o P
(SEAL)
CITY
ITEMS OIL N/A COMMENTS
L GENERAL
1. City standard on-site title sheet with applicable notes.
2. 24"X 36" sheet size used, including City standard \/
borders an lueprint) r a clean bay plan sheet.
JALandDev\Forms\G&D\GD checklist.doc 1
CITY
ITEMS OK N/A COMMENTS
3 Title Block/scale/north arrow shown. ✓
4. Plans must be clearly readable before and after
microfilm reproductions. V
5. Engineer's name, number, expiration date and j 1
signature included on all sheets. V /
6. Vicinity Map shown(must be microfilmable). V ✓
7. Sheet Index and key map included for 3 or more /
sheets. ✓ Y
8. Cross sections as needed for clarity. ✓
9. All adjacent streets labeled correctly. ✓ a%
10. Reference to City benchmark. Iv
11. Existing and proposed property easement lines. 1/ V/
12. Streets dimensioned(existing right-of-way, pavement,
curb, gutter, sidewalk and parkways).
13. Adjacent properties labeled as to use.
II. GIIADING
14. 1' contour lines (existing and proposed). ✓ (`� �tlC.'
15. Existing and proposed building locations and pad /
elevations.
16. Proposed elevations at high points,grade breaks, and ✓ /
other significant locations. t/
17. Finished grade elevations at building corners.
18. Lot corner elevations and the elevation at the high /
point in the yard.
19. Side and rear yard topography extending a sufficient
distance beyond property line(20'minimum)to
determine that proposed grading will not impede
existing drainage patterns.
20. Existing and proposed fences or retaining walls. ✓ `�
21. Quantities of cut and fill in cubic yards. `
22. Lots numbered and dimensioned per final map.
J:\LandDev\Fonns\G&D\GD checklist.doc 2
CITY
ITEMS OK N/A [COMMENTS
23. Grading conforms to approved preliminary plans. ✓ ✓ .
24. Sufficient elevations on adjacent parcels must be
indicated to demonstrate that proposed grading will
not impede existing drainage patterns.
III. DRAINAGE
25. Location and elevation of overland release to public ✓ -
storm system shown.
26. Roof drainage outlets shown.
27. Interior drainage facilities identified(catch basin,
pipes, swales, etc.). V✓
28. Size, grate elevation and invert elevation of all inlets
shown an cross section of drainage swa es s
29. Pipe materials, slopes and sizes shown.
30. Channelization of flows to adjacent properties will not VI/
be allowed. ✓
31. Construction of french drains will not be allowed.
32. Sheet flow across public property will not be allowed. ✓
33. Runoff from impervious areas should be channeled to
pervious areas.Direction of flow from impervious to
pervious areas shown.
34. Amount of proposed pervious area and proposed
impervious area (in square feet).
35. Drainage calculations using the numeric sizing
criteria,if applicable.
36. Calculations sizing the selected BMP based on results
from the numeric sizing criteria,if applicable.
37. Dimensions,cross sections and slopes, if applicable, /
of the selected BMP to treat the site shown.
38. Vegetated drainage swales, filter strips and/or other
treatment devices shall be designed to store runoff and
drain when at capacity.Elevations of swale features
(i.e. top of swale, basin of swale, top of overflow
grate, etc.) shown.
JALandDev\Forms\G&D\GD checklist.doc 3
V
IV. NOTES
30. City of Campbell GENERAL GRADING AND ✓
DRAINAGE NOTES are included on the plans.
V. SEAL OF ENGINEER OF WORK
40. Seal of Engineer of Work shown on plans as follows:
SEAL OF ENGINEER OF WORK:
I hereby declare that I am the Engineer of Work for
this project, that I have exercised responsible charge
over the design of the project as defined in Section
6703 of the Business and Professions Code, and that
the design is consistent with current standards.
The design shown hereon is necessary and reasonable
and does not restrict any historic drainage flows from
adjacent properties nor increase drainage to adjacent
properties.
I understand that the check of project drawings and
specifications by the City of Campbell is confined to a
review only and does not relieve me, as Engineer of
Work, of my responsibilities for project design.
Engineer of Work, P.E. Date
(Firm)
(Address)
(Telephone)
RCE# Exp.
Rev 5/04
JALandDev\Forms\G&D\GD checklist.doc 4
American Soil Testing, Inc.
Soil, Foundation and Environmental Engineers
UNDER ALL IS THE SOIL 2734 Bascom Avenue,San Jose,CA 95124 • (408)559.6400 • Fax(408)559-6668
File No. 05-2602-5 �M e 1?006
Mi tti®
December 27, 2005
Mr. Hamid Adelparvar
650 Los Altos Rancho
Los Altos, CA 95024
Subject: Proposed two single family residence
1819 West Hacienda Avenue, APN: 403-12-027
Campbell, California.
SOIL AND FOUNDATION INVESTIGATION
Gentlemen
In response to your authorization, our firm has performed a Soil and Foundation
Investigation for the above-mentioned project. The site is located at .1819 West
Hacienda Avenue in Campbell, California.
Our findings indicated that the proposed two wood framed single-family residences may
be constructed on the above-mentioned property provided the recommendations
contained in this report are carefully followed and implemented during construction.
This report presents our findings on the surface and subsurface soil investigation,
laboratory test results, field and office studies.
File No. 05-2602-S American Soil Testing, Inc.
We are pleased to have been of service to you in this matter. Should you have any
question or require additional information, please feel free to call our office at your
convenience.
Very truly yours,
American Soil Testing, Inc.
2
Ben Rahimi, C.E.S.
REA 1- 03843
Project Engineer
h. FEs S
...
'MDREW A.
Andrew A. Ghofrani, P.E. GH®FFIANI
w NO.38159
R.C.E. # 38159 EXP. 3/31/07
CIVIL
Expire: 3-31-07 ��gTFOF Cf1�1For�'��
2
Soil and Foundation Investigation of
Proposed two Single Family Residence
1819 Hacienda Avenue
Campbell, California
Prepared for
Mr. Hamid Adlparvar
630 Los Altos Rancho
Los Altos, CA 94024
American Soil Testing, Inc.
2734 S. Bascom Avenue
San Jose, CA 95124
(408) 559-6400
File No. 05-2602-S American Soft Testing, Inc.
TABLE OF CONTENT
DESCRIPTION PAGE
Introduction 4
Site Description and Location of Project 4
Field Investigation 4
Laboratory Investigation 5
Subsurface Conditions 5
Liquefaction 5
Seismic Design Criteria 6
Secondary Seismic Hazards 7
Recommendations, Grading Specifications 8
Trench Backfill & Water Wells 10
Foundations Design Criteria 11
Concrete Slabs-on-Grade Construction 13
Garage Slab Construction 14
Retaining Walls 15
General Construction Requirements 16
Plan Review, Observation and Conclusions 17
Limitations and Uniformity of Conditions 18
Appendix A , Physiography 19
Vicinity Map F-1
Site Plan F-2
Appendix B , Subsurface Data 20
Logs of Borings F-1-2
Plasticity Index F-3
Key to Exploratory Borings Logs F-4
Appendix C , Guide Specifications for Grading & Rock under Floor Slabs 21-26
3
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File No. 05-2602-S American Soil Testing, Inc.
SOIL INVESTIGATION
Introduction
The purpose of the soil investigation was to gather sufficient . data to provide
recommendations for foundation engineering. This report presents an explanation of
how we conducted that investigation, the results of the testing program, our conclusions
based upon their results, and our recommendations for earthwork and foundation design
to best suit the proposed development to the existing natural conditions.
Our investigation did not include an environmental assessment or any field or
laboratory testing for hazardous materials in the soil, air or groundwater at the project
site.
Site Description and Location of Project
The site is located at the site is located at 1819 West Hacienda Avenue in Campbell,
California. APN: 403-12-027
At the time of our investigation the subject property was a vacant lot. The structure was
demolished previously. The lot was approximately 19,200 sq. ft., rectangular shaped
parcel of land, flat and almost level with the adjacent street.
The proposed two single family residences will be constructed at designated area,
which will be located at the later date. At the time of our site visit, the property access
was through Hacienda Avenue venue.
Field Investigation
After consideration of the nature of the proposed development, review of available data
on the area, and discussion with the client, a field investigation was conducted at the
project site. It included a surface site reconnaissance to detect any unusual surface
features and drilling of two borings on 12-13-2005 to determine subsurface soil
characteristics.
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File No. 05-2602-S American Sou Testing, Inc.
The approximate boring location is shown on Appendix A, Figure 2. The soil
encountered was logged in the field. The boring logs, Figures 1 and 2 (Appendix B) are
graphic representation of,the soil profile, showing the depths at which the samples were
obtained.
Laboratory Investigation
A Laboratory testing program was performed to determine the physical and engineering
properties of the soil underlying the site. Moisture content and dry density tests were
performed on all the relatively undisturbed soil samples in order to determine their
consistencies, and the moisture variation throughout the explored soil profile, the
laboratory testing performed in accordance with the ASTM (American Society for
Testing and Materials) procedure. The expansion characteristics of the near-surface
soils were evaluated by means of Atterberg Limits Test performed in accordance with
ASTM D-423 and D-424. The results of laboratory tests are summarized on Appendix
"B"
Subsurface Conditions
After reviewing the laboratory test data, boring logs and examination of the soil
samples collected in different depths, the subsurface soils underlying the project site
appears to be relatively uniform throughout the area. The upper clayey silt has low to
moderate expansion potential. The surface and near surface soils consist of very stiff
dark brown Clayey Silt with gravel.
Liquefaction
Liquefaction is saturation of loose sands with less than 15% clay content (cohesionless
material) from a solid state to a semi liquid state. This occur under vibratory condition
such as those induced by earthquake, the soil tendency to compact is accompanied by
5
File No. 05-2602-S American Soil Testing, Inc.
RECOMMENDATIONS
Grading Specifications
1. The placement of fill and control of any grading operations at the site shall be done
in accordance with the recommendations of this report prepared by American Soil
Testing Inc. These recommendations set forth the minimum standards to satisfy all
requirements of this report.
2. All existing surface and subsurface structures that will not be incorporated in the
final development shall be removed prior to any grading operations. These objects shall
be accurately located on the grading plans (prepared by the project Civil Engineer) to
assist the Field Engineer in establishing proper control over their removal. This is to
include but not be limited to any basements, utility lines, underground tanks, and any
other improvements. A representative of American Soil Testing Inc. shall be present
during the demolition operation.
3. All organic surface material and debris, including organically rich top soil estimated
to be 2-4 inches deep, shall be stripped prior to any other grading operations and
transported away from all areas that are to receive improvements or structural fill.
These organically contaminated soils may be stockpiled for later use in landscaping
areas. This material is not suitable for use as structural fill. In addition, any trees that
are not being included in the final development.must be removed. This removal is to
include a thorough cleaning of all underground roots.
4. The depressions left by the removal of any surface and subsurface structures shall
be cleaned of all debris and backfilled with clean, native, on-site soil. This backfill
shall be compacted to not less than 90% relative compaction in accordance with ASTM
test procedure D 1557-78.
5. Following the stripping operations, the exposed surface shall be scarified to a depth
of not less than 12 inches, conditioned as necessary (3 to 4 percent above optimum
8
File No. 05-2602-S American Soii Testing, Inc.
moisture content) and compacted to 90% relative compaction according to ASTM test
procedure D1557-78. At this point, the pad area will be in condition to receive
compacted fill. Based on exposed field condition if deemed necessary, Soil Engineer
may provide additional recommendation in the field.
6. All structural fill whether imported or native soil shall be placed in uniform
horizontal lifts of not more than 6 to 8 inches in uncompacted thickness and compacted
to not less than 90% relative compaction using the ASTM D 1557-78 procedure. Five
feet around the entire perimeter of the building pad shall also be compacted to not less
than 90% relative compaction using the above-mentioned procedure. Before compaction
begins, the fill shall be brought to a water content that will permit proper compaction
by either: 1) Aerating the material if it is too wet, or 2) spraying the material with
water if it is too dry. Each lift shall be thoroughly mixed before compaction to assure a
uniform distribution of water content. When fill material includes rocks, nesting of
rocks will not be permitted, and all voids shall be carefully filled and properly
compacted, No rocks larger than 4 inches in diameter shall be used in the construction
of the building pad.
7. The Soil Engineer shall be notified at least 48 hours prior to commencement of any
grading operations so that he may coordinate the work in the field with the Grading
Contractor.
8. All imported fill material must be sampled, tested and approved by the Soil
Engineer prior to being brought to the site. Import soil must have a plasticity
index no greater than (12) and an "R" value greater than (25).
9. All grading work shall be observed and approved by a Soil Engineer from American
Soil Testing Inc.
10. In the event that any unusual condition not covered by the special provisions is
encountered during the grading operations, the Soil Engineer shall be immediately
notified for further recommendation.
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File No. 05-2602-S American Sou Testing, Inc.
Trench Backfill
Utility and pipeline trenches should be backfilled with compacted structural fill. If on-
site soil is used, the material should be placed in lifts not exceeding 8 inches in
uncompacted thickness and compacted to at least 90 percent relative compaction by
mechanical means only. Imported sand may also be used for backfilling trenches
provided the sand is compacted to at list 90 percent relative compaction. In all Building
pad areas and pavements, the upper 3 feet of trench backfill should be compacted to at
least 95 percent relative compaction where imported sand backfill is used.
In addition the upper 8 inches of all trench backfill in pavement area should be
compacted to at least 95 percent relative compaction (ASTM D1557, latest edition).
All grading and site preparation should be performed in accordance with the "
Recommended Grading Specifications" See Appendix "C. Without compliance with
these standards, the design criteria in this report will not be valid.
Water Wells
All water wells (if any) on the site, which are to be abandoned, shall be capped
according to the requirements of the Santa Clara Valley Water District. The final
elevation of the top of the well casing must be a minimum of 3 feet below any adjacent
grade prior to any grading operations. In no case shall a building foundation be placed
over a capped well.
10
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File No. 05-2602-S American Safi Testing, Inc.
an increase in water pressure within the soil, which results in movement of water from
the voids. The resulting upward flow of water will often turn sand into a liquefied
condition (loss of density). We consider the liquefaction potential at the site to be low
due to the dense nature of the soil.
Based on our laboratory and field-testing of the soil, the site is in a "confined state" and
it is our opinion that there is a low potential for liquefaction to occur at the site.
Seismic Design Criteria
The subject site is located in the seismically active San Francisco Bay region, therefore
any structure within this area will most likely be subjected to strong ground shaking
sometime during its actual lifetime. Major Faults like San Andreas Faults and Hayward
Faults have produced large magnitude earthquake in the past and can be expected to do
so within the next 50 years. It is reasonable to assume that the proposed building will
be subjected to at least one moderate to severe earthquake during the 50 years period
following construction. During such an earthquake, severe ground shaking will be
occurred at the site.
The proposed residence is to be designed in accordance with the applicable provisions
set forth in the current edition of the Uniform Building Code (UBC).
Design of the proposed structure should consider the potential for severe ground
shaking that could result from the maximum probable earthquake generated along the
potentially active Monte Vista fault zone (approximately 0.1 kilometers southwest) of
the captioned site. The structural engineer is to design the proposed building in
accordance with Chapter 16 of the 1997 Uniform Building Code.
The following may be used from the UBC, Volume 2, 1997 edition:
Soil Profile Type = Sd (stiff soils)
Near Source Factor Na = 1.3 Seismic Source Type = B
Near Source Factor Nv = 1.6 Seismic Zone Factor Z =0.4 (Zone 4)
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File No. 05-2602-S American S6ja Testing, Inc.
Seismic Coefficient Cv = 0.64 Nv
Seismic Coefficient Ca = 0.44 Na
Consideration should also be given to anchoring or otherwise stabilizing free-standing
appliances or home furnishings, which may be prone to toppling during seismic
vibrations. The structure engineer for this project should make his own independent
evaluation as to the applicability of the seismic design criteria presented in the UBC.
Secondary Seismic hazards
Secondary effects of seismic activity, which are normally considered as potential hazard
site, include several types of ground failure. Various general types of ground failures,
which might occur as a consequence of several ground shaking including land sliding,
ground subsidence, ground lurching, shallow ground rupture, and liquefaction. The
probability of occurrence of each type of these ground failures depends on the severity
of the earthquake, distance from faults, topography, subsurface conditions, ground
water elevation, and other factors.
File No. 05-2602-5 _ American Soil Testing, Inc.
FOUNDATION DESIGN CRITERIA
The proposed structures may be supported on continuous perimeter footings with
isolated interior spread footings or piers and grade beam type of foundation.
1. All continuous perimeter, and isolated interior spread footings shall be founded a
minimum 24 inches below the exterior pad grade. For the above conditions, the
footings may be designed for an .allowable bearing value of 2000 p.s.f. For both
continuous strip footing and isolated interior spread footings. This bearing value is for
dead plus live loads and may be increased by one-third to include short-term seismic
and wind effects. All footing located adjacent to utility trenches should have their
bearing surfaces below an imaginary 2:1 (horizontal to vertical) plane projected upward
from the bottom of the trench. All continuous footing should be designed with adequate
top and bottom reinforcement to provide structural continuity and to permit spanning of
local irregularities.
The final design of the foundations and reinforcing required shall be determined by the
project Structural Engineer responsible for the foundation design.
It is suggested that American Soil Testing Inc review the foundation design. Prior
to construction.
2. Friction piers and grade beam construction is another type of foundation. The
friction piers should be at least 12 inches in diameter and should penetrate a minimum
of 6 feet below the exterior grade. The upper 24 inches should be ignored when
computing pier depth, this is due to seasonal moisture changes in the top layer. The
allowable friction value for this.type of foundation is 500 p.s.f. This value is for dead
plus live loads and may be increased by one-third to include short-term seismic and
wind effects. The .depth and spacing of piers will depend on the structural loads
transmitted to the piers.
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File No. 05-2602-S American Sbu Testing, Inc.
The grade beam should be found a minimum depth of 12 inches below adjacent pad
grade and should be reinforced with a minimum of four # 4 bars; two near the top and
two near bottom.
3. If the grade beam to be cast directly on the compacted pad, grade beams should be
constructed on a firm, moist sub grade and all drying cracks in the sub grade must be
closed by sprinkling, flooding, or other methods.
4. All pier holes should be inspected by Soil Engineer to ascertain that proper
penetration has been achieved, and supporting soils should not be allowed to dry
before the hole is filled with concrete.
5. We do not anticipate any appreciable settlement; however slight settlements should
considered in the design of foundations and proposed structures.
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File No. 05-2602-5 American SO-11 Testing, Inc.
CONCRETE SLABS-ON-GRADE CONSTRUCTION
We recommend the following for all slab-on-grade construction:
All slab-on-grade shall be supported on a minimum of 6 inches thick capillary break
material such,as 3/4" clean crushed rock or permeable aggregate and 2 inches of sand
should be used between the finished Subgrade and concrete slab for all interior slabs
along with a minimum of 10 mil thick polyethylene or its equivalent vapor membrane
which shall be placed between the crushed rock and the sand.
Minimum reinforcement should consist of at least #4 rebar, 18 inches on center both
ways for shrinkage control to minimize the impact of expansion. However, slab
reinforcing could exceed the minimum requirements depending on the anticipated usage
and loading conditions. Proper expansion and contraction joints shall be provided in the
slab every 20 feet, to minimize the cracks in the slab.
Concrete slabs around the landscaping area should be protected from water seepage.
The water seepage from these areas usually creates over-saturation of the base rock and
the subgrade, thereby causing unstable conditions. Henceforth, we recommend the
following:
Provide vertical cut-off or a deep vertical curb section all along the landscaping areas.
The vertical cut-off should extend through the base rock and a minimum of six inches
into the subgrade. This will limit the water seepage into the adjacent concrete slabs.
Positive surface drainage (minimum 2%) shall provided at all times adjacent to the
building to direct water away from the foundations and slabs to suitable discharge
facility, during and after the construction phase of the project.
If deemed necessary by the Soil Engineer, prior to placing the vapor membrane or
pouring concrete, the sub grade shall be moistened with water to reduce the swell
potential. The sub grade soils under the slabs area should be water conditioned to raise
the water content; spraying the water at least a day prior the concrete is poured can do
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File No. 05-2602-S American Soil Testing, Inc.
this. Minor cracking of the concrete slabs on grade should be anticipated due to long-
term differential movement of any underlying fill or natural soil. The project
Structural Engineer shall determine the exact thickness and reinforcements based
on the design live load and dead load.
Garage slab Construction
Garage slab shall be supported on a minimum of. 6 inches thick Class II Base Rock,
crushed rock or permeable aggregate complying with Caltrans Standard Specifications.
Slab should be poured structurally independent of the foundations or any fixed
members. Expansion joints shall be constructed in the slab at least 10 feet from the
interior face of the walls.
If deemed necessary by the Soil Engineer, prior to pouring concrete, the sub grade
shall be moistened with water to reduce the swell potential. The sub grade soils under
the slabs area should be water conditioned to raise the water content; spraying water at
least one prior to pouring the concrete may accomplish this. Minor cracking of the
concrete slabs on grade should be anticipated due to long-term differential movement of
any underlying fill or natural soil. The project Structural Engineer shall determine
the exact thickness and reinforcements based on the design live load and dead
load.
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File No. 05-2602-S American S6fi Testing, Inc.
RETAINING WALLS
LRetaining walls should be designed for a lateral earth pressure (active) of 50 pounds
equivalent fluid pressure, plus surcharge loads for sloping surfaces flatter than 4:1. If
the retaining walls are restrained from free movement at both ends, or have 2:1 back
slopes, they shall be designed for the earth pressure resulting from 65 pounds
equivalent fluid pressure, to which shall be added any surcharge loads.
2. For retaining wall design, a coefficient of friction of 0.3 may be used between
concrete and sub grade.
3. For design purposes for allowable resistive lateral earth pressure (passive) 250
pounds equivalent fluid pressure may be used with the result acting at the third point.
The top foot of native soil shall be neglected for the computation of passive resistance.
Gradient of the Unrestrained Passive Coefficient of
back slope Equivalent fluid pressure (p.c.f) Resistance friction
Flat to 4:1 50 250 0.30
2:1 or 65 250 0.30
Restrained
4. The above values assume a drained condition, and a moisture content compatible
with those encountered during our investigation. To promote proper drainage, a layer
of at least 12 inches of permeable material or drain rock should be placed between the
facility and the retained material. Either weep holes or perforated pipes (perforation
down) shall be included in the design to conduct excess water from behind the retaining
structure. The recommended allowable bearing capacity in native firm material or
compacted fill is 2000 p.s.f.
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File No. 05-2602-S American.SI6A)Testing, Inc.
5. Sub drain placed behind retaining walls should be approved by American Soil testing
representative prior to the placement of fill.
6. We should have the opportunity for a general review of all designs pertaining to
facilities retaining a soil mass prepared for this project.
General Construction Requirements
1. Where utility lines cross under or through perimeter footings and sand is used as
backfill material, the trench shall be completely sealed by at least 3' concrete plug, to
prevent moisture intrusion into the areas under the slabs and/or by compacting soil
material for 5 feet on both sides of the exterior footings.
2. Rain water discharge at down spouts must be directed into solid pipe to carry away
the excess water and prevent water from collecting in the soil adjacent to the
foundation. The connection could be in a closed conduit which discharges at an
approved location away from the structure.
3. If utility trenches are parallel to the sides of the building, they should not extend
below a line sloping down and away at a 2 to 1(horizontal to vertical) slope from the
bottom outside edge of all footings
4. All trenches may be backfilled with the native material provided they are free of
organic material and rocks over 4 inches in diameter or with approved imported
granular material with the soil compacted to a 95% minimum relative compaction in
paved areas and a 90% in other area.
16
File No. 05-2602-S V American Soil Testing, Inc.
Plan Review and Observation
We should have the opportunity for a general review of the final grading and
foundation plans prepared for this project. Our firm should also be retained to
provide testing and inspection services during the grading and foundation
installation portion of the work. American Soil Testing, Inc. is not responsible for
compliance with design recommendations for grading or foundation plans
controlled, inspected and approved by others.
CONCLUSIONS
1. The Site covered by this investigation is suitable for the proposed two single family
residence, provided the recommendations set forth in this report are incorporated into
the design considerations and the project plans and specifications.
2. The native soil with the exception of the organically contaminated surface soil, are
suitable for engineered fill. The organically contaminated soil may be used for
landscaping only.
3. The native surface and near surface soil at the project site has been found to have
low to moderate expansion potential when subjected to fluctuations in moisture.
4. On the bases of our experience during this investigation, it is our opinion that
trenches to 5 feet below the existing ground surface do not need shoring; below 5 feet
shoring will be required.
17
File No. 05-2602-5 American So-u Testing, Inc.
LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations presented in this report are based on the soil conditions
revealed by our test borings and evaluated for the proposed construction planned at the
present time
If any unusual soil conditions are encountered during the construction, or if the
proposed construction will differ from that planned at the present time, American Soil
Testing, Inc. should be notified immediately for the supplemental recommendations.
2. This report is issued with the understanding that it is the responsibility of the owner,
or his representative, to ensure that the recommendations and information contained
herein are called to the attention of the Architect, Structural Engineer and Civil
Engineer for the project and are incorporated into the Plans and Specifications of
project. Also to ensure that the necessary steps are taken to see that the contractors
carries out the recommendations of this report in the field.
3. The findings of this report are valid as of the present time. However, the passing of
the time will change the conditions of the existing property due to natural processes, or
works of man. In addition, legislation or the broadening of knowledge may require
other recommendations. Accordingly, the findings of this report may be invalid, wholly
or partly, by changes outside of our control. Therefore, this report is subjected to
review and should not be relied upon after a period of three years.
4.This report has been prepared solely for the purpose of Geotechnical investigation
and our firm did not perform toxic contamination studies
5. This report is not a recommendation to purchase or not to purchase the property and
shall be for the exclusive use of the client whose name appears above.
6. The conclusions and recommendations contained herein are professional opinions
derived in accordance with the current standards of professional practice and no
warranty is intended, expressed or implied.
18
File No. 05-2602-5 American S Testing, Inc.
APPENDIX " A "
PHYSIOGRAPHY
VICINITY MAP FIGURE I
SITE PLAN FIGURE 2
19
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File No. 05-2602-S American Soil Testing, Inc.
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Figure: 1 Vicinity Map
File No. 05-2602-S J American soil Testing, Inc.
i
NORTH
B-2
SHED
v
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co B-1
O
4J
4j
O
Z
1819
WEST HACIENDA AVENUE
Figure: 2 Site Plan
File No. 05-2602-S American Soii Testing, Inc.
APPENDIX " B "
SUBSURFACE DATA
FIGURE 1-2 Log of test boring
FIGURE 3 Plasticity Index
FIGURE 4 Key to exploratory boring logs
20
File No. 05-2602-5 American Soil Testing, Inc.
EXPLORATORY BORING LOG
Dated Drilled: 12-13-2005 Hole No. B -1 Figure No. 1
Project Name: 1819 W Hacienda Boring
Ave. Campbell, California Diameter: 4" Logged by: BR
L �
CL
J U. M Q 0
SOIL DESCRIPTION °� Z U V C U
O Q
m E Q. N 'o A
Clayey Silt, dark brown, some 1
organic, fine gravel, damp, firm
2 1-1 2.4 CL 13.5 102.3
Clayey Silt, Brown, Fine gravel, "``" 3
damp, very stiff x 4
1-2 2.8 CL 14.7 110.5
Silty clay, reddish brown larger 5
gravel, damp, very stiff 6
7
Dark brown Silty Clay, larger 8
gravel and cobbles, damp, very 9
stiff
10
Boring terminated @ 10' 11
12
13
14
15
16
17
18
No groundwater encountered 19
20
21
22
23
24
21
File No. 05-2602-S American Soil Testing, Inc.
EXPLORATORY BORING LOG
Dated Drilled: 12-13-2005 Hole No. B -2 Figure No. 2
Project Name: 1819 W Hacienda Boring
Ave. Campbell, California Diameter: 4" Logged by: BR
a�
E o
LL ._
cc
SOIL DESCRIPTION z o
o a) U) s A
a
a
E a � 0 A
0
Clayey sandy Silt, reddish brown,
1
damp, stiff
2 2-1 2.6 CL 13.5 1107.2
Clayey Silt, reddish brown large 3
gravel, damp, very stiff 4
2-2 3.0 CL/SC 14.5 112.5
Silty clay, Dark brown, 1-2" 5
dia., cobbles, damp, very dense 6
7
Silty Clay, Dark Brown, gravel, 8
damp, very stiff 9
10
Boring terminated @ 10 11
12
13
14
15
16
17
18
No groundwater encountered 19
20
21
22
23
24
25
File No. 05-2602-5 American Soii Testing, Inc.
PLASTICITY CHART
60
`-' 50
W CH
z40
CL "A" Line
E� 30
HMH
20 Or
a • OH
a
10
7 CL-ML ML/OL
4 ML
0
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (%)
Key Hole Depth . Liquid Plasticity Unified Soil
Symbol P Limit Index Classification
No. (ft) (ft) M Symbol*
BAG A 0 - 1 35 17 CL
Figure 3
American,c ail Testing,Inc.
MAJOR DIVIS�j: SYMBOLS JNS GROUP S(.__,'L DESCRIPTION
GW Well Graded Gravels, Gravel-Sand
COARSE GRAVELS CLEAN Mixtures,little or Fines
GRAVEL GP Poorly Graded Gravels or Gravel-
GRAINED Less than 5%fines Sand Mixtures,little or No Fines
(More than 50% GRAVEL GM Silty Gravels, Gravel-Sand-Silt
material larger Mixtures Non-Plastic Fines.
SOILS than#4 sieve) With Fines(More �
than 12%fines) GC Clayey Gravels,Gravel-Sand-Clay
More than half Mixtures,Plastic Fines.
material is larger SANDS CLEAN SAND Sw Well Graded Sands, Gravelly Sands,
than#200 sieve (Less than Little or No Fines.
5%fines) SP Poorly Graded Sands or Gravelly
(More than 50% Sands,Little or No Fines.
material smaller SAND SM Salty Sands,Sand-Silt Mixtures,Non-
than#4 sieve) with Fines(More than Plastic Fines.
12%fines) SC Clayey Sands, Sand-Clay Mixtures,
Plastic Fines.
ML Inorganic Silts,Sandy or Clayey Silts,
FINE Low to no Plasticity.
GRAINED SILTS & CLAYS CL Inorganic Clay, Sandy or Silty Clay,
SOILS Liquid Limit is less than 50% Low to Medium Plasticity.
More than half OL Organic Silt or Organic Silty Clay,
material is Low to Medium Plasticity.
smaller than the MH Inorganic Silts, Diatomaceous or
#200 sieve Micaceous,Fine Sandy or Silty Soils.
SILTS & CLAYS CH Inorganic Clays of High Plasticity,
Liquid limit is greater than Fat Clays.
50% OH Organic Clays of Medium to High
Plasticity,Organic Silts.
HIGHLY ORGANIC SOILS PT Peat and Other Highly Organic Soils.
PARTICLE SIZE LIMITS
(Sieve Openings in mm.) .074 .425 2.00 4.17 19.0 75.0 300.0
SAND I GRAVEL
SILT OR CLAY FINE I MEDIUM COARSE I FINE I COARSE COBBLES BOULDERS
(U.S. Standard sieve Sizes) #200 #40 #10 #4 .75 in 3 in I 12 in
RELATIVE DENSITY CONSISTENCY
SANDS, GRAVELS BLOWS/
AND NON- PLASTIC FOOT * CLAYS AND BLOWS /
SILTS PLASTIC SILTS STRENGTH+ FOOT *
VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0-2
LOOSE 4 - 10 SOFT 1/4 - 1/2 2-4
MEDIUM DENSE 10 - 30 FIRM 1/2- 1 4- 8
DENSE - 30 - 50 STIFF 1 - 2 8— 16
VERY DENSE OVER 50 VERY STIFF 2-4 16— 32
HARD OVER 4 OVER 32
*Numbers of blows of 140 pound hammer falling 30 inches to drive a 2-inch O.D. (1—3/8 inch I.D.) split spoon
(ASTM D-1586).
+Unconfined compressive strength in tons/sq.ft. as determined by laboratory testing or approximated by the Standard
Penetration test(ASTM D—1586),pocket penetrometer,torvane or visual observation.
FIGURE NO. 4 KEY TO EXPLORATORY BORING UNIFIED SOIL CLASSIFICATION
LOGS SYSTEM(ASTM D-2487)
File No. 05-2602-S American Sou Testing, Inc.
APPENDIX " C "
GUIDE SPECIFICATIONS FOR
GRADING & ROCK UNDER FLOOR SLAPS
21
File No. 05-2602-5 American S'61i"Testing, Inc.
GRADING SPECIFICATIONS
General Description:
These specifications have been prepared for grading and site development of the subject
project hereinafter described as the Soil Engineer, shall be consulted prior to any site
work connected with site development to insure compliance with these specifications.
These specifications shall only be used in conjunction with the soil report of which they
are a part.
This item shall consist of all clearing and grubbing, preparation of land to be filled,
filling of the land, spreading, compaction and control of the fill, and all subsidiary
work necessary to complete the grading of the filled areas to confirm with the lines,
grades, and slopes as shown on the accepted plans.
Tests
The standard test used to define maximum densities of all compaction work shall be the
ASTM test procedure D1557-78, Method C. All densities shall be expressed as a
relative density in terms of the maximum density obtained in the laboratory by the
foregoing standard procedure.
Clearing, Grubbing and Preparing Areas to be filled
All existing structures, trees, brush and other rubbish shall be removed, pilled or
otherwise disposed of so as to leave the areas that have been disturbed with a neat and
finished appearance free from unsightly debris. All depressions resulting from the
removal of trees or other existing surface and subsurface structures shall be cleaned,
backfilled and recompacted.
All existing septic fields (if encountered), and debris must be removed from the site
prior to any grading or fill operations. Septic tanks including all connecting drain
22
File No. 05-2602-5 American Soii'Testing, Inc.
fields and other lines must be totally removed and the resulting depressions properly
reconstructed and filled to the complete satisfaction of the supervising Soil Engineer.
All water wells (if encountered in the field) shall be capped according to the
requirements of the Santa Clara Valley water District. The final elevation of top of the
well casing must be a minimum of 36 inches below any adjacent grade prior to any
grading or fill operation. In no case should any structural foundation be placed over
the capped well.
Organically rich top soil estimated to be 2 to 4 inches deep shall be stripped upon
which the structural fill is to be placed, and the surface shall then be scarified to a
depth of at least 12 inches, and until the surface is free from roots, hummocks or other
uneven features which tend to prevent uniform compaction by the equipment to be
used. After the foundation for the fill has been cleared and scarified to a depth of 8 to
12 inches, it shall be bladed until it is uniform and free from large clods, brought to the
proper moistures content by adding water or aerating and compaction to a relative
compaction of not less that ninety percent (90%).
Materials
The materials for structural fill shall be approval by the Soil Engineer before
commencement of grading operations. Any imported material must be approved for
use before being brought the site. The materials used must be free from vegetable
matter and other deleterious material. Import soils must have a plasticity index of no
greater than 12 and have an "R" value greater than 25.
Placing, Spreading and Compacting Fill Material
The selected fill material includes rocks, no large rocks will be allowed to nest and all
voids must be carefully filled and properly compacted. No large rocks shall be
permitted closer than twenty-four (24) inches below the finished grade.
23
File No. 05-2602-S American Son Testing, Inc.
When fill material includes rocks, no large rocks will be allowed to nest and all voids
must be carefully filled and properly compacted. No large rocks shall be permitted
closer than twenty-four (24) inches below the finished grade.
When the moisture content of the fill material is below that specified by the Soil
Engineer, water shall be added until the moisture content is as specified to insure
thorough bonding during the compaction process. When the moisture content of the fill
material is above that specified by the Soil Engineer, the fill material shall be aerated
by blading or other satisfactory methods until the moisture content are as specified.
After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to a relative compaction of not less than 90% relative compaction.
Compaction shall be by sheepsfoot rollers, multiple wheel pneumatic tired rollers or
other types of acceptable compacting rollers. Rollers shall be of such design that they
will enable to compact the fill to the specified compaction. Rolling shall be
accomplished while the fill material is within the specified moisture content range.
Rolling of each layer shall be continuous over its entire area and the roller shall make
sufficient passes to insure that the required density has been obtained.
Field density tests shall be made by the Soil Engineer of each compacted layer. At
least one test shall be made for each 500 cubic yard or fractions thereof placed with a
minimum of two tests per layer in isolated areas. Where sheepsfoot rollers are used,
the soil may be disturbed to a depth of several inches. Density tests shall be taken in
compacting materials below the disturbed surface. When these tests indicate that the
density of any layer of fill or portion thereof is below the required 90% density, the
particular layer or portion shall be reworked until the required density has been.
obtained.
The fill operation shall be continued in 8-inch compacted layers, as specified above,
until the fill has been brought to the finished slopes and grades as shown on the
accepted plans.
24
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r
File No. 05-2602-5 American So11 Testing, Inc.
All earth moving and working operations shall be controlled to prevent water from
running into excavated areas. All water shall be promptly removed and the site kept
dry.
Supervision
Supervision by the Soil Engineer shall be made during the fill and compaction
operations so that he can certify that the fill was made in accordance with the
recommended specifications.
Seasonal Limits
No, fill material shall be placed, spread or rolled during unfavorable weather
conditions. When the work is interrupted by heavy rain, fill operations shall not be
resumed until field tests by the Soil Engineer indicate that the moisture content and the
density of the fill are previously specified.
Irrigation Line Removal (if encountered in field)
The methods of removal will be designated by the Soil Engineer in the field depending
upon the depth and location of the line. One of the following methods will be used:
A. Remove the pipe and fill and compact the soil in the trench according to previously
mentioned recommendations.
B. Cap the ends of the line with concrete to prevent entrance of water. The length of
cap shall not be less than five feet. The concrete mix shall have a minimum shrinkage.
Unusual Conditions
In the event that any unusual conditions, not covered by the special provisions, are
encountered during grading operations, the Soil Engineer shall be immediately notified
for directions.
25
File No. 05-2602-5 American Sou °Testing, Inc.
GUIDE SPECIFICATIONS FOR ROCK UNDER FLOOR SLABS
Definition
Graded gravel crushed rock for the use under floor slabs shall consist of a minimum
thickness of mineral aggregate placed in accordance with theses specifications and in
conformity with the dimensions shown on the plans. The minimum thickness is
specified in the accompany report.
Material
The mineral aggregate for use under floor slabs shall consist of broken stone, crushed
or uncrushed gravel, quarries waste or a combination thereof. The aggregate shall be
free from adobe, vegetable matter, loam, volcanic tuff and other deleterious substances.
It shall be of such quality that the absorption of water at a saturated dry condition does
not exceed 3% of the oven dry weight of the sample.
Grading
The mineral aggregate shall be of such size that the percentage composition by dry
weight as determined by laboratory sieves (US. Sieves) will conform to the following
grading:
Sieve Size Percentage Passim Sieve
3/4 100
No. 4 0-100
No. 200 0-2
Placing
Sub grade, upon which gravel or crushed rock is to be placed, shall be prepared as
outlined in the "Recommended Grading Specifications."
END
26