HomeMy WebLinkAboutCT 01-01; CALAVERA HILLS VILLAGE L2; GEOTECHNICAL; 9999-10-15UPDATE OF GEOTECHNICAL REPORT
CALAVERA HILLS, VILLAGE L-2
CITY OF CARLSBAD, CALIFORNIA
FOR
CYPRESS VALLEY, LLC
2727 HOOVER AVENUE
NATIONAL CITY, CALIFORNIA 91950
W.O. 2748-A-SC OCTOBER 15,1999
Geotechnical • Geologic • Environmental
5741 Palmer Way • Carlsbad, Califomia 92008 • (760)438-3155 • FAX (760) 931-0915
October 15, 1999
W.O. 2748-A-SC
Cypress Valley, LLC
2727 Hoover Avenue
National City, California 91950
Attention: Mr. Thom Fuller
Subject:
Gentlemen:
Update of Geotechnical Report, Calavera Hills, Village L-2, City of Carlsbad,
California
In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical
update evaluation of the subject site. The purpose of the study was to evaluate the onsite
soils and geologic conditions and their effects on the proposed site development from a
geotechnical viewpoint. Unless specifically superceded in the text of this report,
recommendations presented in the referenced reports (see Appendix A) are considered
valid and applicable.
SCOPE OF SERVICES
The scope of our services has included the following:
1. Review of the referenced reports.
2. Geologic site reconnaissance.
3. General areal seismicity update evaluation.
4. Engineering and geologic analysis and preparation of this report.
SITE CONDITIONS/PROPOSED DEVELOPMENT
A site reconnaissance, performed by a representative from this office on October 13,1999,
indicated that site conditions have not substantially changed since the completion of the
referenced reports by others (see Appendix A). It is our understanding that planned site
development will consist of site preparation for the construction of approximately 15 single
family residential structures. Foundation loads are anticipated to be typical for this type of
relatively light construction. Sewage disposal is anticipated to be tied into the regional
system. Proposed development is shown on the attached Tentative Site Plan (Plate 1),
prepared by O'Day Consultants.
EARTHWORK RECOMMENDATIONS
Site grading should be performed in accordance with the minimum standards of the City
of Carlsbad, the Uniform Building Code (1997 edition) and the grading guidelines
presented in Appendix B. Due to the anticipated rock hardness, consideration should be
given to over excavating street areas to at least 12 inches below lowest utility invert
elevation. Overexcavation within parkways should also be considered with respect to utility
laterals. This is not a geotechnical requirement, however.
SEISMIC DESIGN PARAMETERS
Based on the site conditions. Chapter 16 of the Uniform Building Code (International
Conference of Building Officials, 1997), the following seismic parameters are provided.
Seismic zone (per Figure 16-2*) 4
Seismic Zone Factor (per Table 16-1*) 0.40
Soil Profile Type (per Table 16-J*) SB
Seismic Coefficient C, (per Table 16-Q*) 0.40 N,
Seismic Coefficient C^ (per Table 16-R*) 0.40 N^
Near Source Factor (per Table 16-S*) 1.0
Near Source Factor N^ (per Table 16-T*) 1.0
Seismic Source Type (per Table 16-U*) B
Distance to Seismic Source 7.8 mi (12.5 km)
Upper Bound Earthquake M„ 6.9
* Figure and table references from Chapter 16 of the Uniform Building Code (1997).
SLOPE STABILITY
A review ofthe referenced reports (SCST, 1984,1990) indicates that cut and fill slopes are
considered grossly and surficially stable. However, due to the sometimes random nature
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of tactures in this type of bedrock, adverse conditions may be exposed during grading.
Such conditions, if present, should be evaluated by the geotechnical consultant as soon
as they are exposed and the appropriate recommendations should be provided. Such an
evaluation may consist of a formal slope stability analysis. Possible remedial
recommendations may include, but not necessarily limited to buttress fills, stability fills,
rock netting, and rock bolting.
FOUNDATION RECOMMENDATIONS
General
The foundation design and construction recommendations presented herein are
preliminary in nature and will be finalized at the completion of grading. Recommendations
for conventional foundation systems are provided in the following sections. The foundation
systems may be used to support the proposed structures, provided they are founded in
competent bearing material and should be designed and constructed in accordance with
the guidelines contained in the Uniform Building Code. All footing designs should be
reviewed by the project structural engineer. The use of conventional and/or post tensioned
slab foundations will be determined in accordance with the criteria presented in the
attached Table 1 and Table 2.
Conventional Foundation Design
1. Conventional spread and continuous footings may be used to support the proposed
residential structures provided they are founded entirely in properly compacted fill
or other competent bearing material (i.e., bedrock). Footings should not
simultaneously bear directly on bedrock and fill soils.
2. Analyses indicate that an allowable bearing value of 2000 pounds per square foot
may be used for design of continuous footings per Table 1, and for design of
isolated pad footings 24 inches square and 18 inches deep into properly
compacted fill or bedrock. The bearing value may be increased by one-third for
seismic or other temporary loads. This value may be increased by 20 percent for
each additional 12 inches in depth, to a maximum of 2500 pounds per square foot.
No increase, in bearing, for footing width is recommended.
3. For lateral sliding resistance, a 0.4 coefficient of friction may be utilized for a
concrete to soil contact when multiplied by the dead load.
4. Passive earth pressure may be computed as an equivalent fluid having a density of
300 pounds per cubic foot with a maximum earth pressure of 2500 pounds per
square foot.
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5. When combining passive pressure and frictional resistance, the passive pressure
component should be reduced by one-third.
6. Footings should maintain a horizontal distance or setback between any adjacent
slope face and the bottom outer edge of the footing. The horizontal distance may
be calculated by using h/3, where (h) is the height of the slope. The horizontal
setback should not be less than 7 feet, nor need not be greater than 40 feet (per
code). The setback may be maintained by simply deepening the footings.
Flatwork, utilities or other improvements within a zone of h/3 from the top of slope
may be subject to lateral distortion. Footings, flatwork, and utilities setbacks should
be constructed in accordance with distances indicated in this section, and/or the
approved plans.
7. Provided that the recommendations contained in this report are incorporated into
final design and construction phase of development, a majority (>50 percent) ofthe
anticipated foundation settlement is expected to occur during construction.
Maximum settlement is not expected to exceed approximately Vz-inch and should
occur below the heaviest loaded columns. Differential settlement is not anticipated
to exceed V4-inch between similar elements, in a 20 foot span.
Conventional Foundation/Concrete Slab Construction
The following construction recommendations are based on generally very low to low
expansive bearing soils and maximum fill thicknesses of less than approximately 50 feet.
1. Conventional continuous footings should be constructed in accordance with
recommendations presented in Table 1, and in accordance with Uniform Building
Code guidelines (1997 ed.). All footings should be reinforced per Table 1.
2. Detached isolated interior or exterior piers and columns should be founded at a
minimum depth of 18 inches below the lowest adjacent ground surface and tied to
the main foundation in at least one direction with a grade beam. Reinforcement
should be properly designed by the project structural engineer.
3. A grade beam, reinforced as above, and at least 12 inches square, should be
provided across the garage entrances. The base of the reinforced grade beam
should be at the same elevation as base of the adjoining footings.
4. The residential floor and garage slabs should have a minimum thickness of 4
inches, in accordance with Table 1. Concrete used in floor slab construction should
have a minimum compressive strength of 2000 psi.
5. Concrete slabs should be underlain with a minimum of 4 inches of sand. In
addition, a vapor barrier consisting of a minimum of 10-mil, polyvinyl-chloride
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membrane, with all laps sealed, should be provided at the mid-point of the sand
layer. The slab subgrade should be free of loose and uncompacted material prior
to placing concrete.
6. Concrete floor slabs (residence and garage) should be reinforced per Table 1. All
slab reinforcement should be supported to ensure proper mid-slab height
positioning during placement of the concrete. "Hooking" of reinforcement is not an
acceptable method of positioning.
7. The moisture content of the subgrade soils should be equal to or greater than
optimum moisture to a depth of 12 inches below the adjacent ground grade in the
slab areas, and verified by this office within 72 hours of the vapor barrier placement.
8. Soils generated from footing excavations to be used onsite should be compacted
to a minimum relative compaction 90 percent of the laboratory standard, whether
it is to be placed inside the foundation perimeter or in the yard/right-of-way areas.
This material must not alter positive drainage patterns that direct drainage away
from the structural areas and toward the street.
9. As an alternative, an engineered post-tension foundation system may be used.
Recommendations for post-tensioned slab design are presented in the following
Section.
Post-Tensioned Slab Foundation Systems
1. Post-tensioned (PT) slabs may be utilized for construction of typical one (1) and two
(2) story residential structures onsite. The information and recommendations
presented in this section are not meant to supersede design by a registered
structural engineer or civil engineer familiar with post-tensioned slab design or
corrosion engineering consultant.
2. From a soil expansion/shrinkage standpoint, a fairly common contributing factor to
distress of structures using post-tensioned slabs is a significant fluctuation in the
moisture content of soils underlying the perimeter of the slab, compared to the
center, causing a "dishing" or "arching" of the slabs. To mitigate this possible
phenomenon, a combination of soil presaturation (if necessary, or after the project
has been dormant for a period of time) and construction of a perimeter "cut off" wall
grade beam may be employed.
3. For very low to low (E.l.= 0 through 50) expansive soils, perimeter and mid span
beams should be a minimum 12 inches deep below lowest adjacent pad grade.
Perimeter beams should be a minimum of 18 inches deep for medium expansive
and 24 inches deep for highly expansive soil conditions. The perimeter foundations
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may be integrated Into the slab design or independent of the slab. The perimeter
beams should be a minimum of 12 inches in width.
A vapor barrier should be utilized and be of sufficient thickness to provide an
adequate separation of foundation from soils (10-mil thick). The vapor barrier
should be lapped and adequately sealed to provide a continuous water-resistant
barrier under the entire slab. The vapor barrier should be sandwiched between two
2-inch thick layers of sand (SE>30) for a total of 4 inches of sand.
4. Isolated piers should be incorporated into the post tension slab system.
5. Specific soil presaturation for slabs is not required for very low expansive soils;
however, the moisture content ofthe subgrade soils should be at or above the soils'
optimum moisture content to a minimum depth of 18 inches below grade
depending on the footing embedment.
6. Post-tensioned slabs should be designed using sound engineering practice and be
in accordance with the Post-Tension Institute (PTI), local and/or national code
criteria and the recommendations of a structural or civil engineer qualified in post-
tension slab design. Alternatives to PTI methodology may be used if equivalent
systems can be proposed which accommodate the angular distortions, expansion
parameters, and settlements noted for this project. If alternatives to PTI are
suggested by the structural consultant, consideration should be given for additional
review by a qualified structural PT-designer. Soil related parameters for post-
tensioned slab design, are presented in Table 2.
7. Provided that the recommendations contained in this report are incorporated into
final design and construction phase of development, a majority (>50 percent) ofthe
anticipated foundation settlement is expected to occur during construction.
Maximum settlement (preliminary estimate) is not expected to exceed approximately
Vz-inch and should occur below the heaviest loaded columns. Differential
settlement is not anticipated to exceed V4-inch between similar elements, in a 20
foot span for maximum fill thicknesses up to 30 feet. Deeper fills and/or differential
fill thicknesses greater than 3:1 will be evaluated on a lot by lot basis during
grading, and may result in more onerous design.
Designers of PT slabs should review the parameters provided for post-tensioned
slabs, and compare using a span distance of 5 feet, using a modules of subgrade
reaction, presented in Table 2.
8. In accordance with guidelines presented in the Uniform Building Code,
improvements and/or footings should maintain a horizontal distance, X, between
any adjacent descending slope face and the bottom outer edge ofthe improvement
and/or footing. The horizontal distance, X, may be calculated by using X = h/3.
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where h is the height of the slope. X should not be less than 7 feet, nor need not
be greater than 40 feet. X may be maintained by deepening the footings.
Improvements constructed within a distance of h/3 from the top of slope may be
subject to lateral distortion.
Foundations for any adjacent structures, including retaining walls, should be
deepened (as necessary) to below a 1:1 projection upward and away from any
proposed lower foundation system. This recommendation may not be considered
valid, if the additional surcharge imparted by the upper foundation on the lower
foundation has been incorporated into the design ofthe lower foundation.
Additional setbacks, not discussed or superseded herein, and presented in the UBC
are considered valid.
DEVELOPMENT CRITERIA
Landscape Maintenance and Piantina
Water has been shown to weaken the inherent strength of soil and slope stability is
significantly reduced by overly wet conditions. Positive surface drainage away from graded
slopes should be maintained and only the amount of irrigation necessary to sustain plant
life should be provided for planted slopes. OvenA/atering should be avoided.
Graded slopes constructed within and utilizing onsite materials would be erosive. Eroded
debris may be minimized and surficial slope stability enhanced by establishing and
maintaining a suitable vegetation cover soon after construction. Plants selected for
landscaping should be light weight, deep rooted types which require little water and are
capable of sun/iving the prevailing climate. Compaction to the face of fill slopes would
tend to minimize short term erosion until vegetation is established. In order to minimize
erosion on a slope face, an erosion control fabric should be considered.
From a geotechnical standpoint leaching is not recommended for establishing
landscaping. If the surface soils area processed for the purpose of adding amendments
they should be recompacted to 95 percent relative compaction.
Additional Site Improvements
Recommendations for additional grading, exterior concrete flatwork design and
construction, including driveways, can be provided upon request. If in the future, any
additional improvements are planned for the site, recommendations concerning the
geological or geotechnical aspects of design and construction of said improvements could
be provided upon request.
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Trenching
Ail footing trench excavations for structures and walls should be observed and approved
by a representative of this office prior to placing reinforcement. Footing trench spoil and
any excess soils generated from utility trench excavations should be compacted to a
minimum relative compaction of 90 percent if not removed from the site. All excavations
should be observed by one of our representatives and conform to CAL-OSHA and local
safety codes. GSI does not consult in the area of safety engineers.
In addition, the potential for encountering hard spots during footing and utility trench
excavations should be anticipated. If these concretions are encountered within the
proposed footing trench, they should be removed, which could produce larger excavated
areas within the footing or utility trenches.
Drainage
Positive site drainage should be maintained at all times. Drainage should not flow
uncontrolled down any descending slope. Water should be directed away from
foundations and not allowed to pond and/or seep into the ground. Pad drainage should
be directed toward the street or other approved area. Roof gutters and down spouts
should be considered to control roof drainage. Down spouts should outlet a minimum of
5 feet from the proposed structure or into a subsurface drainage system. We would
recommend that any proposed open bottom planters adjacent to proposed structures be
eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type
planters could be utilized. An outlet placed in the bottom ofthe planter, could be installed
to direct drainage away from structures or any exterior concrete flatwork.
PLAN REVIEW
Final site development and foundation plans should be submitted to this office for review
and comment, as the plans become available, for the purpose of minimizing any
misunderstandings between the plans and recommendations presented herein. In
addition, foundation excavations and any additional earthwork construction performed on
the site should be observed and tested by this office. If conditions are found to differ
substantially from those stated, appropriate recommendations would be offered at that
time.
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LIMITATIONS
The materials observed on the project site and the referenced reports reviewed are
believed to be generally representative of the area; however, soil and bedrock materials
vary in character between excavations and natural outcrops or conditions exposed during
mass grading. Site conditions may vary due to seasonal changes or other factors. GSI
assumes no responsibility or liability for work, testing or recommendations performed or
provided by others. The scope of work was performed within the limits of a budget,
inasmuch as our study is based upon the site materials observed, selective laboratory
testing and engineering analysis, the conclusion and recommendations are professional
opinions. These opinions have been derived in accordance with current standards of
practice, and no warranty is expressed or implied. Standards of practice are subject to
change with time.
The opportunity to be of service is sincerely appreciated. If you should have any
questions, please do not hesitate to contact the undersigned at (760) 438-3155.
Respectfully submitted,
GeoSoils, Inc.
Robert G. Crisman
Engineering Geologist, C
RGC/DWS/JPF/mo
Attachments:
David W. Skelly
Civil Engineer, RC
Table 1 - Conventional Foundation Recommendations
Table 2 - Post Tensioned Foundation Recommendations
Appendix A - References
Appendix B - General Earthwork and Grading Guidelines
Plate 1 - Geologic Map
Distribution: (4) Addressee
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TABLE 1
Conventional Perimeter Footings. Slabs, and Exterior Flatwork for Calavera Hills. Village L-2
FOUNDATION
CATEGORY
MINIMUM
FOOTING
INTERIOR
SLAB
THICKNESS
REINFORCING
:STEip::;S
INTERIOR SUB
REINFORCEMENT
UNDER-SLAB
TREATMENT
GARAGE SLAB
REINFORCEMENT
EXTERIOR
FLATWORK
REINFORCING
1 12" Wide
X
12" Deep
4" Thick 1-#4 Bar Top
and Bottom
#3 Bars
@
24" O.C.
Both Directions
2" Sand Over 10-
Mil Polyvinyl
Membrane Over
2" Sand Base
6" X 6"
(10/10)
WWF
none
II 12" Wide
X
18" Deep
4" Thick 2- #4 Bars Top
and Bottom
#3 Bars
@
18" O.C.
Both Directions
2" Sand Over 10-
Mil Polyvinyl
Membrane Over
2" Sand Base
6" X 6"
(6/6)
WWF
6" X 6"
(10/10)
WWF
III 12" Wide
X
24" Deep
4" Thick 2- #5 Bars Top
and Bottom
#3 Bars
@
18" O.C
Both Directions
2" Sand Over 10-
Mil Polyvinyl
Membrane Over
2" Sand Base
Same as
Interior Slab
6" X 6"
(6/6)
WWF
Category Criteria
Category I:
Category II:
Category III:
Notes: 1.
Max. Fill Thickness is less than 20' and Expansion Index is less than or equal to 50 and Differential Fill Thickness is less than 10' (see note 1).
Max. Fill Thickness is less than 50' and Expansion Index is less than or equal to 90 o£ Differential Fill Thickness is between 10 and 20' (see note 1)
Max. Fill Thickness exceeds 50', or Expansion Index exceeds 90 but is less than 130, or Differential Fill Thickness exceeds 20' (see note 1).
Post tension (PT) foundations are required where maximum fill exceeds 50', or the ratio of the maximum fill thickness to the minimum fill thickness
exceeds 3:1. Consideration should be given to using post tension foundations where the expansion index exceeds 90.
2. Footing depth measured from lowest adjacent subgrade.
3. Allowable soil bearing pressure is 2,000 PSF.
4. Concrete for slabs and footings shall have a minimum compressive strength of 2,000 PSI (2,500 PSI for exterior flatwork), or adopted UBC min.,
at 28 days, using 5 sacks of cement. Maximum Slump shall be 5".
5. Visqueen vapor barrier not required under garage slab. However, consideration should be given to future uses of the slab area, such as room
conversion and/or storage of moisture-sensitive materials.
6. Isolated footings shall be connected to foundations per soils engineer's recommendations (see report).
7. Sand used for base under slabs shall be very low expansive, and have SE > 30.
8. Additional exterior flatwork recommendations are presented in the text of this report.
9. All slabs should be provided with weakened plane joints to control cracking. Joint spacing should be in accordance with correct industry standards
and reviewed by the project structural engineer.
TABLE 2
PRELIMINARY POST TENSION SLAB FOUNDATION RECOMMENDATIONS
Expansion Index
Foundation Category
Expansion Index
KPT)
Very Low to
Low (0-50)
II (PT)
Medium (51-90)
lll(PT)
High (>90)
Perimeter footing embedment 12" 18" (w/premoistening) (24" (w/premoistening)
Allowable bearing value 1200 psf* 1200 psf* 1200 psf*
Modulus of subgrade reaction 100 pci/inch 75 pci/inch 75 pci/inch
Coefficient of friction 0.35 0.35 0.35
Passive pressure 225 pcf 225 pcf 225 pcf
Soil suction {PI) 3.6 3.6 3.6
Depth to constant soil suction 5 feet 5 feet 5 feet
Thornthwaite moisture -20.0 -20.0 -20.0
e„ edge 2.5 2.7 3.0
e,„ center 5.0 5.5 5.5
Vm edge 0.35 0.5 0.75
y„ center 1.1 2.0 2.5
Minimum slab thickness 5 inches 5 inches 5 inches
*lnternal bearing values for grade beams of the Post-tension slab may be designed per the criteria provided
for conventional foundations.
APPENDIX A
REFERENCES
APPENDIX A
REFERENCES
Southern California Soil and Testing, Inc., 1990, Interim report of geotechnical
Investigation, Calavera Heights, Village L-2, Hanwich Drive, Carlsbad, Californa,
W.O. 9021054, dated May 4.
, 1984, Summary of geotechnical investigation for Lake Calavera Hills, Villages E-1,
E-2, H, L-2, L-3, Q, R, S, T, U and W-X, Carlsbad, Califomia, W.O. 14112, Report No.
6., dated August 6.
International Conference of Building Officials, 1997, Uniform Building Code.
GeoSoils, Inc.
APPENDIX B
GENERAL EARTHWORK AND GRADING GUIDELINES
GENERAL EARTHWORK AND GRADING GUIDELINES
General
These guidelines present general procedures and requirements for earthwork and grading
as shown on the approved grading plans, including preparation of areas to filled,
placement of fill, installation of subdrains and excavations. The recommendations
contained in the geotechnical report are part ofthe earthwork and grading guidelines and
would supersede the provisions contained hereafter in the case of conflict. Evaluations
performed by the consultant during the course of grading may result in new
recommendations which could supersede these guidelines or the recommendations
contained in the geotechnical report.
The contractor is responsible for the satisfactory completion of all earthwork in accordance
with provisions of the project plans and specifications. The project soil engineer and
engineering geologist (geotechnical consultant) or their representatives should provide
observation and testing services, and geotechnical consultation during the duration of the
project.
EARTHWORK OBSERVATIONS AND TESTING
Geotechnical Consultant
Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer
and engineering geologist) should be employed for the purpose of observing earthwork
procedures and testing the fills for conformance with the recommendations of the
geotechnical report, the approved grading plans, and applicable grading codes and
ordinances.
The geotechnical consultant should provide testing and observation so that determination
may be made that the work is being accomplished as specified. It is the responsibility of
the contractor to assist the consultants and keep them apprised of anticipated work
schedules and changes, so that they may schedule their personnel accordingly.
All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be
obsen/ed and documented by the project engineering geologist and/or soil engineer prior
to placing and fill. It is the contractors's responsibility to notify the engineering geologist
and soil engineer when such areas are ready for observation.
Laboratory and Field Tests
Maximum dry density tests to determine the degree of compaction should be performed
in accordance with American Standard Testing Materials test method ASTM designation
D-1557-78. Random field compaction tests should be performed in accordance with test
method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at inten/als of
approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria
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would vary depending on the soil conditions and the size of the project. The location and
frequency of testing would be at the discretion ofthe geotechnical consultant.
Contractor's Responsibility
All clearing, site preparation, and earthwork performed on the project should be conducted
by the contractor, with observation by geotechnical consultants and staged approval by
the governing agencies, as applicable. It is the contractor's responsibility to prepare the
ground surface to receive the fill, to the satisfaction of the soil engineer, and to place,
spread, moisture condition, mix and compact the fill in accordance with the
recommendations ofthe soil engineer. The contractor should also remove all major non-
earth material considered unsatisfactory by the soil engineer.
It is the sole responsibility ofthe contractor to provide adequate equipment and methods
to accomplish the earthwork in accordance with applicable grading guidelines, codes or
agency ordinances, and approved grading plans. Sufficient watering apparatus and
compaction equipment should be provided by the contractor with due consideration for
the fill material, rate of placement, and climatic conditions. If, in the opinion of the
geotechnical consultant, unsatisfactory conditions such as questionable weather,
excessive oversized rock, or deleterious material, insufficient support equipment, etc., are
resulting in a quality of work that is not acceptable, the consultant will inform the
contractor, and the contractor is expected to rectify the conditions, and if necessary, stop
work until conditions are satisfactory.
During construction, the contractor shall properly grade all surfaces to maintain good
drainage and prevent ponding of water. The contractor shall take remedial measures to
control surface water and to prevent erosion of graded areas until such time as permanent
drainage and erosion control measures have been installed.
SITE PREPARATION
All major vegetation, including brush, trees, thick grasses, organic debris, and other
deleterious material should be removed and disposed of off-site. These removals must be
concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials
determined by the soil engineer or engineering geologist as being unsuitable in-place
should be removed prior to fill placement. Depending upon the soil conditions, these
materials may be reused as compacted fills. Any materials incorporated as part of the
compacted fills should be approved by the soil engineer.
Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipelines, or other structures not located prior to grading are to be removed
or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly
fractured, or otherwise unsuitable ground extending to such a depth that surface
processing cannot adequately improve the condition should be overexcavated down to
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firm ground and approved by the soil engineer befo e compaction and filling operations
continue. Overexcavated and processed soils wh ch have been properly mixed and
moisture conditioned should be re-compacted to tl le minimum relative compaction as
specified in these guidelines.
Existing ground which is determined to be satisfact )ry for support of the fills should be
scarified to a minimum depth of 6 inches or as dire :ted by the soil engineer. After the
scarified ground is brought to optimum moisture content or greater and mixed, the
materials should be compacted as specified herein. If the scarified zone is grater that 6
inches in depth, it may be necessary to remove the ixcess and place the material in lifts
restricted to about 6 inches in compacted thickness
Existing ground which is not satisfactory to sjpport compacted fill should be
overexcavated as required in the geotechnical rep Drt or by the on-site soils engineer
and/or engineering geologist. Scarification, disc ha rowing, or other acceptable form of
mixing should continue until the soils are broken do /vn and free of large lumps or clods,
until the working surface is reasonably uniform and f ee from ruts, hollow, hummocks, or
other uneven features which would inhibit compaction as described previously.
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical),
the ground should be stepped or benched. The lo /vest bench, which will act as a key,
should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material,
and approved by the soil engineer and/or enginee ing geologist. In fill over cut slope
conditions, the recommended minimum width of the lowest bench or key is also 15 feet
with the key founded on firm material, as designated by the Geotechnical Consultant. As
a general rule, unless specifically recommended otherwise by the Soil Engineer, the
minimum width of fill keys should be approximately aqual to Vz the height of the slope.
Standard benching is generally 4 feet (minimum) v ertically, exposing firm, acceptable
material. Benching may be used to remove unsuitabi 9 materials, although it is understood
that the vertical height ofthe bench may exceed 4 fe()t. Pre-stripping may be considered
for unsuitable materials in excess of 4 feet in thickness.
All areas to receive fill, including processed areas, removal areas, and the toe of fill
benches should be observed and approved by the soil engineer and/or engineering
geologist prior to placement of fill. Fills may then be oroperly placed and compacted until
design grades (elevations) are attained.
COMPACTED FILLS
Any earth materials imported or excavated on the property may be utilized in the fill
provided that each material has been determined to be suitable by the soil engineer.
These materials should be free of roots, tree bran zhes, other organic matter or other
deleterious materials. All unsuitable materials shoulc be removed from the fill as directed
Cypress Valley, LLC Appendix B
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GeoSoils, In s.
by the soil engineer. Soils of poor gradation, undesirable expansion potential, or
substandard strength characteristics may be designated by the consultant as unsuitable
and may require blending with other soils to serve as a satisfactory fill material.
Fill materials derived from benching operations should be dispersed throughout the fill
area and blended with other bedrock derived material. Benching operations should not
result in the benched material being placed only within a single equipment width away
from the fill/bedrock contact.
Oversized materials defined as rock or other irreducible materials with a maximum
dimension greater than 12 inches should not be buried or placed in fills unless the location
of materials and disposal methods are specifically approved by the soil engineer.
Oversized material should be taken off-site or placed in accordance with recommendations
ofthe soil engineer in areas designated as suitable for rock disposal. Oversized material
should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet
horizontally of slope faces.
To facilitate future trenching, rock should not be placed within the range of foundation
excavations, future utilities, or underground construction unless specifically approved by
the soil engineer and/or the developers representative.
If import material is required for grading, representative samples of the materials to be
utilized as compacted fill should be analyzed in the laboratory by the soil engineer to
determine its physical properties. If any material other than that previously tested is
encountered during grading, an appropriate analysis of this material should be conducted
by the soil engineer as soon as possible.
Approved fill material should be placed in areas prepared to receive fill in near horizontal
layers that when compacted should not exceed 6 inches in thickness. The soil engineer
may approve thick lifts if testing indicates the grading procedures are such that adequate
compaction is being achieved with lifts of greater thickness. Each layer should be spread
evenly and blended to attain uniformity of material and moisture suitable for compaction.
Fill layers at a moisture content less than optimum should be watered and mixed, and wet
fill layers should be aerated by scarification or should be blended with drier material.
Moisture condition, blending, and mixing of the fill layer should continue until the fill
materials have a uniform moisture content at or above optimum moisture.
After each layer has been evenly spread, moisture conditioned and mixed, it should be
uniformly compacted to a minimum of 90 percent of maximum density as determined by
ASTM test designation, D-1557-78, or as othenwise recommended by the soil engineer.
Compaction equipment should be adequately sized and should be specifically designed
for soil compaction or of proven reliability to efficiently achieve the specified degree of
compaction.
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GeoSoils, Inc.
Where tests indicate that the density of any la er of fill, or portion thereof, is below the
required relative compaction, or improper mois :ure is in evidence, the particular layer or
portior shall be re-worked until the required d )nsity and/or moisture content has been
attaine i. No additional fill shall be placed in an -rea until the last placed lift of fill has been
tested ind found to meet the density and moist ire requirements, and is approved by the
soil en gineer.
Compj.ction of slopes should be accomplish* d by over-building a minimum of 3 feet
horizor tally, and subsequently trimming back t < the design slope configuration. Testing
shall b5 performed as the fill is elevated to eve uate compaction as the fill core is being
develo jed. Special efforts may be necessary tc attain the specified compaction in the fill
slope rone. Final slope shaping should be pe formed by trimming and removing loose
materia ls with appropriate equipment. A final de ermination of fill slope compaction should
be bas 3d on observation and/or testing of the f nished slope face. Where compacted fill
slopes are designed steeper than 2:1 (horizor tal to vertical), specific material types, a
higher minimum relative compaction, and special grading procedures, may be
recommended.
If an aiiernative to over-building and cutting bj ck the compacted fill slopes is selected,
then special effort should be made to achieve th 3 required compaction in the outer 10 feet
of each lift of fill by undertaking the following:
1. \n extra piece of equipment consisting ot a heavy short shanked sheepsfoot should
oe used to roll (horizontal) parallel to the slopes continuously as fill is placed. The
sheepsfoot roller should also be used to roll perpendicular to the slopes, and
axtend out over the slope to provide ade juate compaction to the face of the slope.
2. Loose fill should not be spilled out o- er the face of the slope as each lift is
compacted. Any loose fill spilled over a p reviously completed slope face should be
irimmed off or be subject to re-rolling.
3. =ield compaction tests will be made in th 3 outer (horizontal) 2 to 8 feet of the slope
at appropriate vertical inten/als, subseqi ent to compaction operations.
4. ^fter completion of the slope, the slope f. ice should be shaped with a small tractor
and then re-rolled with a sheepsfoot to ai hieve compaction to near the slope face.
Subsequent to testing to verify compaction, the slopes should be grid-rolled to
achieve compaction to the slope face. Final testing should be used to confirm
compaction after grid rolling.
5. i/Vhere testing indicates less than adec uate compaction, the contractor will be
responsible to rip, water, mix and re-co npact the slope material as necessary to
achieve compaction. Additional testing s lould be performed to verify compaction.
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GeoSoils, Inc.
Erosion control and drainage devices should be designed by the project civil
e igineer in compliance with ordinances of the controlling governmental agencies,
a id/or in accordance with the recommendation of the soil engineer or engineering
caologist.
SUBDRAIN INSTALLATION
Subdrai is should be installed in approved ground in accordance with the approximate
alignment and details indicated by the geotechnical consultant. Subdrain locations or
materia s should not be changed or modified without approval of the geotechnical
consult mt. The soil engineer and/or engineering geologist may recommend and direct
change; in subdrain line, grade and drain material in the field, pending exposed
conditio is. The location of constructed subdrains should be recorded by the project civil
engineer.
EXCAVATIONS
Excava ions and cut slopes should be examined during grading by the engineering
geologi st. If directed by the engineering geologist, further excavations or overexcavation
and re- tiling of cut areas should be performed and/or remedial grading of cut slopes
should be performed. When fill over cut slopes are to be graded, unless otherwise
approve d, the cut portion of the slope should be observed by the engineering geologist
prior to placement of materials for construction of the fill portion of the slope.
The entjineering geologist should observe all cut slopes and should be notified by the
contrac or when cut slopes are started.
If, during the course of grading, unforeseen adverse or potential adverse geologic
conditions are encountered, the engineering geologist and soil engineer should
investig ate, evaluate and make recommendations to treat these problems. The need for
cut sloue buttressing or stabilizing should be based on in-grading evaluation by the
enginee ring geologist, whether anticipated or not.
Unless othenwise specified in soil and geological reports, no cut slopes should be
excava ed higher or steeper than that allowed by the ordinances of controlling
governmental agencies. Additionally, short-term stability of temporary cut slopes is the
contrac :ors responsibility.
Erosion control and drainage devices should be designed by the project civil engineer and
should DO constructed in compliance with the ordinances of the controlling governmental
agenciefs, and/or in accordance with the recommendations of the soil engineer or
engineering geologist.
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GeoSoils, Inc.
COMPLETION
Obsen/ation, testing and consultation by the geotechnical consultant should be conducted
during the grading operations in order to state an opinion that all cut and filled areas are
graded in accordance with the approved project specifications.
After completion of grading and after the soil engineer and eng neering geologist have
finished their observations of the work, final reports should be sub Tiitted subject to review
by the controlling governmental agencies. No further excavat on or filling should be
undertaken without prior notification of the soil engineer and/or engineering geologist.
Ail finished cut and fill slopes should be protected from erosion and/or be planted in
accordance with the project specifications and/or as recomm snded by a landscape
architect. Such protection and/or planning should be undertaken f.s soon as practical after
completion of grading.
JOB SAFETY
General
At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is
the company's safety considerations for use by all employ ees on multi-employer
construction sites. On ground personnel are at highest risk of in] jry and possible fatality
on grading and construction projects. GSI recognizes that construction activities will vary
on each site and that site safety is the prime responsibility of the contractor; however,
everyone must be safety conscious and responsible at all times. To achieve our goal of
avoiding accidents, cooperation between the client, the contractor and GSI personnel must
be maintained.
In an effort to minimize risks associated with geotechnical testing and obsen/ation, the
following precautions are to be implemented for the safety of field personnel on grading
and construction projects:
Safety Meetings: GSI field personnel are directed to attend contractors regularly
scheduled and documented safety meeting:;.
Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at
all times when they are working in the field.
Safety Flags: Two safety flags are provided to GSI field technicians; one is to be
affixed to the vehicle when on site, the other is to be placed atop the
spoil pile on all test pits.
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GeoSoils, Inc,
Flashing Lights: All vehicles stationary in the jrading area shall use rotating or flashing
amber beacon, or strobe lights, on the vehicle during all field testing.
While operating a vehicle in he grading area, the emergency flasher
on the vehicle shall be activ ated.
In the event that the contractor's representati /e observes any of our personnel not
following the above, we request that it be broug it to the attention of our office.
Test Pits Location. Orientation and Clearance
The technician is responsible for selecting test pi locations. A primary concern should be
the technicians's safety. Efforts will be made t D coordinate locations with the grading
contractors authorized representative, and to J elect locations following or behind the
established traffic pattern, preferably outside of c jrrent traffic. The contractors authorized
representative (dump man, operator, supen/isor, grade checker, etc.) should direct
excavation ofthe pit and safety during the test p sriod. Of paramount concern should be
the soil technicians safety and obtaining enough tests to represent the fill.
Test pits should be excavated so that the spoil p le is placed away form oncoming traffic,
whenever possible. The technician's vehicle is 13 be placed next to the test pit, opposite
the spoil pile. This necessitates the fill be maintained in a driveable condition.
Alternatively, the contractor may wish to park v. piece of equipment in front of the test
holes, particularly in small fill areas or those with limited access.
A zone of non-encroachment should be establish ad for all test pits. No grading equipment
should enter this zone during the testing i)rocedure. The zone should extend
approximately 50 feet outward from the center ol the test pit. This zone is established for
safety and to avoid excessive ground vibration v/hich typically decreased test results.
When taking slope tests the technician should pa rk the vehicle directly above or below the
test location. If this is not possible, a prominerl flag should be placed at the top of the
slope. The contractor's representative should effectively keep all equipment at a safe
operation distance (e.g. 50 feet) away from the :;lope during this testing.
The technician is directed to withdraw from the a otive portion ofthe fill as soon as possible
following testing. The technician's vehicle shou d be parked at the perimeter of the fill in
a highly visible location, well away from the equ pment traffic pattern.
The contractor should inform our personnel of al changes to haul roads, cut and fill areas
or other factors that may affect site access and Jite safety.
In the event that the technicians safety is jeopa dized or compromised as a result of the
contractors failure to comply with any of the abov e, the technician is required, by company
policy, to immediately withdraw and notify his/iier supervisor. The grading contractors
representative will eventually be contacted in an sffort to effect a solution. However, in the
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GeoSoils, Inc.
interim, no further testing will be performed until the situation is rectified. Any fill place can
be considered unacceptable and subject to reprocessing, recompaction or removal.
In the event that the soil technician does not comply with the above or other established
safety guidelines, we request that the contractor brings this to his/her attention and notify
this office. Effective communication and coordination between the contractors
representative and the soils technician is strongly encouraged In order to implement the
above safety plan.
Trench and Vertical Excavation
It is the contractor's responsibility to provide safe access into trenches where compaction
testing is needed.
Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or
deeper unless shored or laid back, 2) displays any evidence of instability, has any loose
rock or other debris which could fall into the trench, or 3) displays any other evidence of
any unsafe conditions regardless of depth.
All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters,
should be shored or laid back.
Trench access should be provided in accordance with CAL-OSHA and/or state and local
standards. Our personnel are directed not to enter any trench by being lowered or "riding
down" on the equipment.
If the contractor fails to provide safe access to trenches for compaction testing, our
company policy requires that the soil technician withdraw and notify his/her supervisor.
The contractors representative will eventually be contacted in an effort to effect a solution.
All backfill not tested due to safety concerns or other reasons could be subject to
reprocessing and/or removal.
If GSI personnel become aware of anyone working beneath an unsafe trench wall or
vertical excavation, we have a legal obligation to put the contractor and owner/developer
on notice to immediately correct the situation. If corrective steps are not taken, GSI then
has an obligation to notify CAL-OSHA and/or the proper authorities.
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GeoSoils, Inc,
CANYON SUBDRAIN DETAIL
NATURAL GROUND
TYPE A
PROPOSED COMPACTED FILL
COLLUVIUM AND ALLUVIUM (REMOVE)
TYPICAL BENCHING '^J'^^^
^ y\\llf BEDROCK
SEE ALTERNATIVES
TYPE B
PROPOSED COMPACTED FILL
NATURAL GROUND
COLLUVIUM AND ALLUVIUM (REMOVE)
A
///=^\v
SEE ALTERNATIVES
NOTE: ALTERNATIVES. LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED
BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING.
PLATE EG-1
CANYON SUBDRAIN ALTERNATE DETAILS
ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL
MINIMUM
A-l
12* MINIMUM
FILTER MATERIAL-MINIMUM VOLUME OF 9 FT.* '^^V^:?^^
/LINEAR FT. 6' i ABS OR PVC PIPE OR APF ROVED >'<-Hv.-.* ^
SUBSTITUTE WITH MINIMUM 8 h/l,' rf) PERPS
LINEAR FT. IN BOTTOM HALF OF PIPE.
ASTM 02751. SDR 35 OR ASTM D1527. SCHD 40
ASTM D3034. SDR 35 OR ASTM 01785^ SCHD. 40
FOR CONTINUOUS RUN IN EXCESS OF56o FT.
USE PIPE
6" MINIMUM
8-1
FILTER MATERIAL
SIEVE SIZE PERCENT PASSING
1 INCH
3/A INCH
3/8 INCH
NO. i
NO. 8
NO. 30
'NO. 50
NO. 200
100
90-100
40-100
25-40.
18-33
.5-15
.0-7
0-3
ALTERNATE 2: PERFORATED PIPE. GRAVEL AND.FILTEi? FABRIC
MINIMUM OVERLAP 5-MINIMUM OVE RLAP
6- MINIMUM COVER
= 4- MINIMUM BE00IN6
A-2
4* MINIMUM BEDDIMGZ=j_-
GRAVEL MATERIAL 9 Fr/LINEAR FT.
PERFORATED PIPE: SEE ALTERNATE 1
GRAVEL CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE
FILTER FABRIC MIRAFI UO OR APPROVED SUBSTITUTE
PLATE EG-2
DETAIL FOR FILL SLOPE TOEING OUT
ON FLAT ALLUVIATED CANYON
TOE OF SLOPE AS SHOWN ON GRADING PLAN
ORIGINAL GROUND SURFACE TO BE
RESTORED WITH COMPACTED FILL
COMPACTED RLL
ORIGINAL GROUND SURFACE
r ANTICIPATED ALLUVIAL REMOVAL
DEPTH PER SOIL ENGINEER.
BAC)<CUT\^ARIES. FOR DEEP REMOVALS. ^
BACKCUT ^VKSHOULD BE MADE NO ^
STEEPER THAI>0:1 OR AS NECESSARY
FOR SAFETY ^^^^ONSIDERATIONS^
*^Vy7^1|^. PROVIDE A 1:1 MINIMUM PROJECTION FROM T06 OF
SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMCMOED
REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AMO/OR
LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS.
1
REMOVAL ADJACENT TO EXISTING FILL
ADJOINING CANYON RLL
COMPACTED RLL LIMITS UNE
Qaf "^^A^ • Qa' 'TO BE REMOVED)
(EXISTING COMPACTED FILL)
LEGEND
BE REMOVED BEFORE
PLACING ADDITIONAL
COMPACTED FILL
Qaf ARTIFICIAL FILL
Qal ALLUVIUM
PLATE EG-3
TYPICAL STABILIZATION / BUTTRESS FILL DETAIL
OUTLETS TO BE SPACED AT 100'MAXIMUM INTERVALS. AND SHALL EXTEND
12- BEYOND THE FACE OF SLOPE AT TIME OF.ROUGH GRADING COMPLETION.
BLANKET FILL IF RECOMMENDED
BY THE SOIL ENGINEER
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TYPICAL BENCHING
4- DIAMETER NON-PERFORATED OUTLET PIPE
AND BACKDRAIN (SEE ALTERNATIVES)
BEDROCK
3*MINIMUM KEY DEPTH
W = 15'MINIMUM OR H/2
TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL
4-MINIMUM 2'
PIPE
INIMUM
L- MINIMUM
PIPE
no
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2* MINIMUM
FILTER MATERIAL: MINIMUM OF FIVE FIVLINEAR Fl OF PIPF
OR FOUR FP/LINEAR Fl OF PIPE WHEN PLACED IN SQUARE
CUT TRENCH.
ALTERNATIVE IN LIEU OF RLTER MATERIAL: GRAVEL MAY BE
ENCASED IN APPROVED FILTER FABRIC. FILTER FABRIC
SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC
SHALL BE LAPPED A MINIMUM OF 12' ON ALL JOINTS.
MINIMUM 4- DIAMETER PIPE: ABS-ASTM D-2751. SDR 35
OR ASTM D-1527 SCHEDULE 40 PVC-ASTM D-3034.
SpR 35 OR ASTM D-1785 SCHEDULE 40 WITH A CRUSHING
STRENGTH OF 1.000 POUNDS MINIMUM. AND A MINIMUM OF
8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE
INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE.
PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2%
TO OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO
SUBDRAIN PIPE WITH TEE OR ELBOW.
NOTE: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED
WITH ON-SITE SOIL.
2. BACKDRAINS AND LATERAL DRAINS SHALL BE
LOCATED AT ELEVATION OF EVERY BENCH DRAIN,
FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE
LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE
REQUIRED AT THE DISCRETION OF THE SOILS
ENGINEER AND/OR ENGINEERING GEOLOGIST.
FILTER MATERIAL SHALL BE OF
THE FOLLOWING SPECIFICATION
OR AN APPROVED EQUIVALENT:
SIEVE SIZE PERCENT PASSING
1 INCH 100
3/4 INCH 90-100
3/8 INCH 40-100
NO. 4 25-40
NO. 8 18-33
NO. 30 5-15
NO. 50 0-7
NO. 200 0-3
GRAVEL SHALL BE OF THE
FOLLOWING SPECIFICATION OR
AN APPROVED EQUIVALENT:
SIEVE SIZE PERCENT PASSING
1 1/2 INCH
NO. 4
NO, 200
100
50
8
SAND EQUIVALENT: MINIMUM OF 50
FILL OVER NATURAL DETAIL
SIDEHILL FILL
PROPOSED GRADE
COMPACTED FILL
MAINTAIN MINIMUM 15* WIDTH
TOE OF SLOPE AS SHOWN ON GRADING PLAN
PROVIDE A 1:1 MINIMUM PROJECTION FROM
DESIGN TOE OF SLOPE TO TOE OF KEY
AS SHOWN ON AS BUILT
"U
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NATURAL SLOPE TO
BE RESTORED WITH
COMPACTED FILL
BACKCUT VARIES
LV^^i^^^-"'^ ^-^fW^-MINIMUM
BENCH WIDTH MAY VARY
15'MINIMUM KEY WIDT
2'X 3'MINIMUM KEY DEPTH
2'MINIMUM IN BEDROCK OR
APPROVED MATERIAL.
"^'.MINIMUM
NOTE: 1. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE
DESIGN SLOPE RATIO. SPECIAL RECOMMENDATIONS WOULD BE
PROVIDED BY THE SOILS ENGINEER.
2. THE NEED FOR AND DISPOSITION OF DRAINS WOULD BE DETERMINED
BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS.
FILL OVER CUT DETAIL
CUT/RLL CONTACT
1. AS SHOWN ON GRADING PLAN
2. AS SHOWN ON AS BUILT
MAINTAIN MINIMUM 15'FILL SECTION FROM
BACKCUT TO FACE OF FINISH SLOPE
/\V BEDROCK OR APPROVED MATERIAL
LOWEST BENCH WIDTH
15'MINIMUM OR H/2
BENCH WIDTH MAY VARY
T)
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NOTE: THE CUT PORTION OF THE SLOPE SHOULD BE EXCAVATED AND
EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING
GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION.
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STABILIZATION FILL FOR UNSTABLE MATERIAL
EXPOSED IN PORTION OF CUT SLOPE
POSED RNISHED GRADE
UNWEATHERED BEDROCK
OR APPROVED MATERIAL
COMPACTED STABILIZATION RLL
1'MINIMUM TILTED BACK
IF RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING
GEOLOGIST. THE REMAINING CUT PORTION OF THE SLOPE MAY
REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL
NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST,
2. -W- SHALL BE EQUIPMENT WIDTH l15*l FOR SLOPE HEIGHTS LESS THAN 25 FEET, FOR SLOPES GREATER
THAN 25 FEET 'W SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER AND /OR ENGINEERING
GEOLOGIST. AT NO TIME SHALL "W* BE LESS THAN H/2.
SKIN FILL OF NATURAL GROUND
ORIGINAL SLOPE
>ROPOSED FINISH GRADE
15'MINIMUM TO BE MAINTAINED FROM
PROPOSED FINISH SLOPE FACE TO BACKCUT
PROPOSED FINISH SLOPE
"0
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to
T3'MINIMUM
^ BEDROCK OR APPROVED MATERIAL
KEY DEPTH
NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR
ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS.
2. PAD OVEREXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE
NECESSARY BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST,
DAYLIGHT CUT LOT DETAIL
RECONSTRUCT COMPACTED RLL SLOPE AT 2:1 OR FLATTER
(MAY INCREASE OR DECREASE PAD AREA).
OVEREXCAVATE AND RECOMPACT
REPLACEMENT RLL
AVOID AND/OR CLEAN UP SPILLAGE OF
MATERIALS ON THE NATURAL SLOPE
NATURAL GRADE
<y^^< ^F'^*^
V TVPK
^^.^J>^ Ta'MINIMUM BLANKET FILL
BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
GRADIgNTixx.
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NOTE: 1. SUBDRAIN AND KEY WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN.
2. PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY
THE SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIST.
TRANSITION LOT DETAIL
CUT LOT (MATERIAL TYPE TRANSITION)
NATURAL GRADE
PAD GRADE
COMPACTED RLL
OVEREXCAVATE AND RECOMPACT
/;5\V^^ I-MINIMUM"
^ UNWEATHERED BEDROCK OR APPROVED MATERIAL
l7#
TYPICAL BENCHING
CUT-FILL LOT (DAYUGHT TRANSITION)
COMPACTED RLL
:.0N^
MINIMUM*
/ UNWEATHERED BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER
AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-RLL TRANSITION AREAS.
PLATE EG-11
OVERSIZE ROCK DISPOSAL
VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH
AND VOIDS SHOULD BE COMPLETELY RLLED IN.
VIEW NORMAL TO SLOPE FACE
PROPOSED RNISH GRADE
10' MINIMUM (E)
<53 OO CO
INIMUM (A)
OD
OO
IS- MINIMUM
cxa OO
CO
(Gl
OO
— 15 MINIMUM ICJ
BEDROCK OR APPROVED MATERIAL
VIEW PARALLEL TO SLOPE FACE
PROPOSED RNISH GRADE
10' MINIMUM IE) 1^100'MAXIMUM (B)^
ooopqi »i">r.r-i >iooc:
CxC/OOCCXSGCXX^
10'MINIMUM
3* MINIMUM
10'MINIMUM
IF)
Is'MINIMUM (C)
BEDROCK OR APPROVED MATERIAL
NOTE: lAJ ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET.
(B) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SEE AND TYPE OF
EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100
MAXIMUM.
(C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNG GEOLOGIST^^
WINDROWS M^^^ BE PUCED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK
PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION.
(D) ORIENTATION OF WINDROWS MAY VARY BUT SHALL BE AS RECOMMENDED BY
THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. STAGGERING OF
WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED.
(El CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS.
in VOIDS IN WINDROW SHALL BE RLLED BY FLOODING GRANULAR SOIL INTO PLACE.
GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIRED SOIL CLASSIRCATION
SYSTEM (UBC 29-1) DESIGNATION OF SM. SP. SW. GP. OR GW. ALL RLL OVER
AND AGROUND ROCK WINDROW SHALL B8 COMPACTED TO 90% RELATIVE
COMPACTION.
(G) AFTER RLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE UFT
OF RLL COVERING WINDROW. WINDROW SHALL BE PROOF ROLLED WITH A D-9
DOZER OR EQUIVALENT.
(H) OVERSIZED ROCK IS DERNED AS LARGER THAN 12'. AND LESS THAN 4 FEET
IN SIZE. • PLATE EG-12
ROCK DISPOSAL PITS
FILL LIFTS COMPACTED OVER
ROCK AFTER EMBEDMENT
GRANULAR MATERIAL
COMPACTED FILL
SIZE OF EXCAVATION TO BE COMMENSURATE
WITH ROCK SEE .
NOTE: 1. LARGE ROCK IS DERNED AS ROCK LARGE i THAN 4 FEET IN MAXIMUM SEE.
2. PIT IS EXCAVATED INTO COMPACTED RLL TO A DEPTH EQUAL TO 1/2 OF
ROCK SEE.
3. GRANULAR SOIL SHOULD BE PUSHED INTd PIT AND DENSIRED BY FLOODING.
USE A SHEEPSFOOT AROUND ROCK TO Al) IN COMPACTION.
4. A MINIMUM OF 4 FEET OF REGULAR COMP ^CTED RLL SHOULD OVERUE
EACH PIT.
5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HOREONTALLY.
6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY RLL SLOPE.
7. PITS SHOULD ONLY BE USED IN DEEP FIL . AREAS.
PLATE EG-13
SETTLEMENT PLATE AND RISER DETAIL
2'X 2'X 1/4- STEEL PLATE
STANDARD 3/4' PIPE NIPPLE WELDED TO TOP
OF PLATE.
3/4- X 5'GALVANIZED PIPE. STANDARD PIPE
THREADS TOP AND BOTTOM. EXTENSIONS
THREADED ON BOTH ENDS AND ADDED IN 5*
INCREMENTS.
3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN
5* INCREMENTS WITH GLUE JOINTS.
FINAL GRADE
T MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT.
MECHANICALLY HAND COMPACT IN 2'VERTICAL
LIFTS OR ALTERNATIVE SUITABLE TO AND
J ACCEPTED BY THE SOILS ENGINEER.
I
I
MECHANICALLY HAND COMPACT THE INITIAL 5*
VERTICAL WITHIN A 5'RADIUS OF PLATE BASE.
N
N
I • ... ^ . * * * . ,
\. . * *
BOTTOM OF CLEANOUT
PROVIDE A MINIMUM 1' BEDDING OF COMPACTED SAND
NOTE:
1. LOCATIONS OF SETTLEMENT PI^^ATES SHOULD BE MARKED AND READILY
2 Vili^T^l^foR ^[j^OulD°MlS^TATN C^E^^^^^^^^ RADIUS OF PLATE BASE AND ^ w??mN ?MS?RT^?AL) FOR HEAV EQUIPMENT. RLL WITHIN CLEARANCE AREA SHOULD
BE^SAND COMPACTE^^^^^ PROJECT SPECIRCATIONS OR COMPACTED BY ALTERNATIVE
3 AF?ER'5''°n/rRTl2A\)SV'FILU^^^^^^^^ CONTRACTOR SHOULD MAINTAIN A 5'RADIUS
4. Il'.'c7l^l S^^HAS H'^^^^ INITIAL 2" OF RLL PRIOR TO ESTABLISHING
THE INITIAL READING.
5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR fXTENSION RESULJING
FROM EQUIPMENT OPERATING WITHIN THE SPECIRED CLEARANCE AREA CONTRACTOR
SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE
FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER.
6 AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE
DISCRETION OF THE SOILS ENGINEER. PLATE EG-U A
TYPICAL SURFACE SETTLEMENT MONUMENT
RNISH GRADE
3--6'
•-6-DIAMETER X 3 1/2'LENGTH HOLE
3/8- DIAMETER X S* LENGTH
CARRIAGE BOLT OR EQUIVALENT
CONCRETE BACKFILL
PLATE EG-15 A
TEST PIT SAFETY DIAGRAM
SIDE VIEW
( NOT TO SCALE )
50 FEET
iii
a in 50 FEET
APPROXIMATE CENTER
OF TEST PIT
( NOT TO SCALE )
PLATE EG—16
OVERSIZE ROCK DISPOSAL
VIEW NORMAL TO SLOPE FACE
PROPOSED FINISH GRADE
BEDROCK OR APPROVED MATERIAL
VIEW PARALLEL TO SLOPE FACE
PRnPnSEO FINISH GRADE
10'MINIMUM (E) .100'MAXIMUM (B^i
15' MINIMUM Tr MINIMUM
r MINIMUM (Ci
FROM CARYOALWALL
15' MINIMUM
MINIMUM (C)
y/^VyA'^/yy\^'^y, BEDROCK OR APPROVED MATERIAL
wnTC- \s\ OMC eniiiPMFNT WIDTH OR A MINIMUM OF 15 FEET.
n SSfpH? AND VVIDT^I MAY VARY DEPENDING ON ROCK SEE AND TYPE OF
EOm^JENT TSlGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM.
(Cl fp APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST
wmnpnw<rMAY BE PLACE^ DIRECTLY ON COMPETENT MATERIAL OR BEDROCK
in il!Ftl%l?Tf-fSlf^muii^^i^^^^^ COMPACTEO WITH THE LIFT OF FILL &VER1NG W*NDROW SHOULD BE PROOF ROLLED WITH A
IND voras SHOULD BE COMPI£TELY FILLED IN. PLATE RO—1
ROCK DISPOSAL PITS
,S ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT
AND VOIDS SHOULD BE COMPLETELY ROED IN.
RLL LIFTS COMPACTED OVER
ROCK AFTER_EMBEDMENT
J \. GRANULAR MATERIAL
/ LARGE ROCK ly"^^ ^
j COMPACTED RLL SEE OF EXCAVATION TO BE |
COMMENSURATE WITH ROCK SIZE |
1
ROCK DISPOSAL LAYERS
3; GRANULAR SOIL TO RLL VOIDS.
DENSIRED BY FLOODING
.COMPACTED RLL
LAYER ONE ROCK HIGH
PROPOSED FINISH GRADE
hO'MINIMUM OR BELOW LOWEST UTILIT
-* rjz7L:zj=^ 2o;
PROFILE ALONG LAYER
5
MUM
FRtD^^LOPE FACE
C000OOOC5OCX
3'MINIMUM
^CLEAR ZONE 20'MINIMUM
LAYER ONE ROCK HIGH
PLATE RD-2