HomeMy WebLinkAboutW.O. 2541-A-SC; Hadley Property Spectrum Communities; Hadley Property; 1998-09-10c
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GEOTECHNICAL RECONNAISSANCE
C HADLEY PROPERTY
CITY OF CARLSBAD, CALIFORNIA
[ FOR
SPECTRUM COMMUNITIES
r 15375 BARRANCA PARKWAY, SUITE B-211
" IRVINE, CALIFORNIA 92618
£ W.0.2541-A-SC SEPTEMBER 10,1998
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Geotechnical • Geologic • Environmental
5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915
September 10,1998
W.O. 2541-A-SC
Spectrum Communities
15375 Barranca Parkway, Suite B-211
Irvine, California 92618
Attention: Mr. David Saiene
Subject; Geotechnical Reconnaissance, Hadley Property, City of Carlsbad, California
Dear Sir:
In accordance with your request, this report has been prepared by GeoSoils, Inc. (GSI) in
order to present a summary of our visual reconnaissance and literature review regarding
geotechnical conditions at the subject site.
SITE DESCRIPTION
The site is an irregular shaped property located east of the future alignment of Blackrail
Road, in the City of Carlsbad, California (Figure 1). The site is bounded on the north, south
and west by agricultural properties and on the east by a undeveloped, east facing natural
slope. Access to the site is from the future alignment of Black Rail Road. Topographically,
the westernmost quarter of the property slopes gently westward at approximate gradients
on the order of 7 to 8 percent. The remaining eastern three quarters slopes eastward at
approximate gradients on the order of 5 to 8 percent to the top of the descending, east
facing natural slope. This natural slope descends offsite at approximate gradients on the
order of 50 percent (2:1 h/v) with locally flatter and steeper areas. Overall relief across the
site is on the order of 110 feet. The existing natural slope appears to vary up to
approximately 50 feet in height. Site drainage appears to be directed westward and
eastward to either side of a topographic high located within the wester half of the property.
Gently sloping portions of the site were recently disced and are therefore relatively free of
vegetation. Natural slope areas support a growth of shrub thickets and grasses.
PROPOSED DEVELOPMENT
It is our understanding, from a review of the tentative map, prepared by Hunsaker &
Associates, San Diego, Inc., for the Hadley property, that the site will be developed into 38
residential building pads. Graded slopes associated with the building pads are proposed
Base Map: Encinitas Quadrangle, California—San Diego Co., 7.5 Minute Series (Topographic),
1968 (photo revised 1975), by USGS, 1"=2000'
^^^^^^^^^•^^^•^^•••^••^•^^^^^^^•^^^^^l^^VIIV^^^^^^^^^^^^^^^^^^^^^^^ ^^^^^^^^^^^^^iH^^^^^^^^^^^^HWWV^H^H^^^WBI^^^^^^^B^^^^^^^H
Base Map: The Thomas Guide, San Diego County Street Guide and Directory, 1998 Edition, by
Thomas Bros. Maps, page 1127,1"=1/2 mile
Rwroductd with p*rmiMion_grant«d by Thomas Bro*. Map*. .
TM* map to copyrighted by Thomas Bros. Maps. It ta unlawful
to copy or reproduce aH or any part th*r*of, whvttwr forpersonal u«a or r*sal*, without p«rmi«s)on. All rights reserved.
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W.O.
2541-A-SC
SITE LOCATION MAP
Figure 1
to heights up to approximately 20 feet, at gradients of 2:1 (h:v) or flatter. The tentative map
for this project is included in this report as Plate 1.
ENGINEERING GEOLOGY
Earth Materials
Earth materials onsite predominantly consist of Quaternary-age terrace deposits. These
deposits typically consists of silty sand and are generally suitable for support of fills and
structures. A relatively loose zone of soil (colluvium and weathered terrace deposits) is
typically developed in the terrace deposits to an approximate depth of 2 to 4 feet below
existing natural grades. While not observed in the field, terrace deposits in this area are
typically underlain by sedimentary bedrock belonging to the Eocene-age Scripps
Formation. The Scripps Formation, typically consists of variable amounts of sandstone,
siltstone and lesser amounts of claystone, and is generally suitable for the support of fills
and structures. The general distribution of earth materials onsite is presented on the
enclosed geotechnical map (Plate 1).
Based on a review of Eisenberg (1985), the base of the terrace deposits appears to occur
at elevations ranging from 300 feet to 315 feet MSL. Sedimentary bedrock belonging to
the Scripps Formation would be exposed in the existing east facing natural slope below
these elevations (see Plate 1). A review of Eisenberg (1985) and our experience in the
vicinity indicate that sedimentary bedrock dips very gently to the west and southwest,
generally less than 10 degrees.
All earth materials exposed near existing surface grades will exhibit a degree of soil
development and weathering. These surficial weathered zones are not considered suitable
for structural support and will likely require removal and recompaction. Sandy formational
materials are typically considered to be erosive and have a relatively low expansion
potential.
Groundwater
Based on the relatively high topographic position of the site and the apparent absence of
riparian habitat onsite, it is anticipated that groundwater should not significantly affect site
development. However, perched groundwater conditions could develop in the future due
to over irrigation, storm runoff and/or broken utilities. This potential is considered to be no
greater than for other similar project in the vicinity.
Engineering Geologic Hazards
Based on a review of available publications and our experience in the vicinity, geologic
hazards (liquefaction, fault rupture, landslides, etc.) are not anticipated to significantly
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Hadley Property September 10, 1998
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impact this site. The presence of faulting onsite was not indicated from a review of
available literature.
Developmental Considerations
Grading:
Grading could likely be performed with conventional grading equipment. Remedial
earthwork anticipated onsite will include, but may not be limited to shear key construction
for fill slopes, removal and recompaction of colluvial topsoils and overexcavation of
transition pads or cut pads exposing bedrock transitions or expansive soil. Buttresses
and/or stabilization fills do not appear to be necessary at this time, however, this should
be determined after an analysis of slope stability has been performed.
Removal depths on the order of 2 to 4 feet (locally deeper) below existing grades may be
anticipated at this time. However, these depths should be verified with subsurface
exploration. Guidelines for conventional grading operations are presented in Appendix B
for your review.
Expansive Soils:
Site soils observed at the surface within a majority of the proposed limits of grading were
observed to be relatively sandy and are anticipated to be relatively low in expansive
potential. However, the presence of medium to highly expansive soils should not be
precluded from occurring onsite.
Slopes:
Graded slopes constructed with site soils should perform adequately, assuming proper
construction. However, these soils would be considered erosive are mitigative measures
(i.e., jute, hydroseed, etc.) Should be considered and likely recommended.
The existing natural slopes located within the eastern half of the property appear to be
relatively stable. However, based on the relative height and locally steep gradients, a
formal analysis of slope stability should be performed.
Foundations:
Post-tensioned and/or conventional foundation systems may be considered for this site.
Post-tensioned foundations should be considered for structures overlying proposed fills
greater than 30 feet in thickness. Based on a review of Plate 1, maximum fill thicknesses
appear to be on the order of 10 to 15 feet.
Spectrum Communities W.O. 2541-A-SC
Hadley Property September 10, 1998
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PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
Development of this site appears to be feasible from a geotechnical viewpoint. It is
recommended that a preliminary geotechnical evaluation of the site is completed, with
emphasis on, but not necessarily limited to, the following:
Site geology and groundwater.
Stability of natural slopes.
Stability of proposed graded slopes.
Site seismicity.
Earthwork recommendations.
Foundation design-and construction.
LIMITATIONS
Since our study is based upon visual observation and a review of available publications,
the conclusion and recommendations presented 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. GSI assumes
no responsibility or liability for work, testing or recommendations performed or provided
by others.
The opportunity to be of service is greatly appreciated. If you have any questions
concerning this report or if we may be of further assistance, please do not hesitate to
contact any of the undersigned.
Respectfully submitted,
GeoSoils, Inc.Reviewed by,
avid W. Skelly
ivil Engineer, R
Robert G. Crisman
Engineering Geologist, CEG 19
RGC/DWS/JPF/mo
Attachments: Appendix A - References
Appendix B - General Earthwork and Grading Guidelines
Plate 1 - Geotechnical Map
Distribution: (4) Addressee
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APPENDIX A
REFERENCES
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APPENDIX A
REFERENCES
<M
Eisenberg, LI., 1985, Depositional Processes in the Landward Part of an Eocene Tidal
'"" Lagoon, Northern San Diego County: in Abbott, P.L. ed., On the Manner of
<«• Deposition of Eocene Strata in Northern San Diego County, San Diego Association
of Geologists Guidebook, 98pp.
'*• Hunsaker & Associates, San Diego, Inc., 1998, Tentative map, Hadley Property, City of
,_ Carlsbad, California, undated.•^™
"" Jennings, Charles W., 1994, Fault Activity Map of California; California Division of Mines
m and Geology, Map No. 6,1 to 750,000 scale.
<M United States Department of Agriculture, 1973, Soil Survey, San Diego Area, California,
Part 1 and Part 2.
GeoSofls, Inc.
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APPENDIX B
GENERAL EARTHWORK AND GRADING GUIDELINES
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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 of the 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 geotechnica! report.
The contractor is responsible for the satisfactory completion of ali 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
observed and documented by the project engineering geologist and/or soil engineer prior
to placing and fill. It is the contractors^ 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 intervals of
approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria
GeoSoils, Inc.
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 of the 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
observed and documented by the project engineering geologist and/or soil engineer prior
to placing and fill. It is the contractors^ 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 intervals of
approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria
GeoSoils, Inc.
would vary depending on the soil conditions and the size of the project. The location and
frequency of testing would be at the discretion of the geotechnical consultant
Contractor's Responsibility
All clearing, site preparation, and earthwork performed on the project should be conducted
by the contractor, with observation by geotechnicai 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 of the soil engineer. The contractor should also remove all major non-
earth material considered unsatisfactory by the soil engineer.
It is the sole responsibility of the 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 over-excavated down to
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firm ground and approved by the soil engineer before compaction and filling operations
continue. Overexcavated and processed soils which have been properly mixed and
moisture conditioned should be re-compacted to the minimum relative compaction as
specified in these guidelines.
Existing ground which is determined to be satisfactory for support of the fills should be
scarified to a minimum depth of 6 inches or as directed 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 excess and place the material in lifts
restricted to about 6 inches in compacted thickness.
Existing ground which is not satisfactory to support compacted fill should be over-
excavated as required in the geotechnical report or by the on-site soils engineer and/or
engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing
should continue until the soils are broken down and free of large lumps or clods, until the
working surface is reasonably uniform and free 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 lowest 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 engineering 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 equal to V& the height of the slope.
Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable
material. Benching may be used to remove unsuitable materials, although it is understood
that the vertical height of the bench may exceed 4 feet. 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 properly 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 branches, other organic matter or other
deleterious materials. All unsuitable materials should be removed from the fill as directed
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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
of the 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 otherwise 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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Where tests indicate that the density of any layer of fill, or portion thereof, is below the
required relative compaction, or improper moisture is in evidence, the particular layer or
portion shall be re-worked until the required density and/or moisture content has been
attained. No additional fill shall be placed in an area until the last placed lift of fill has been
tested and found to meet the density and moisture requirements, and is approved by the
soil engineer.
Compaction of slopes should be accomplished by over-building a minimum of 3 feet
horizontally, and subsequently trimming back to the design slope configuration. Testing
shall be performed as the fill is elevated to evaluate compaction as the fill core is being
developed. Special efforts may be necessary to attain the specified compaction in the fill
slope zone. Final slope shaping should be performed by trimming and removing loose
materials with appropriate-equipment. A final determination of fill slope compaction should
be based on observation and/or testing of the finished slope face. Where compacted fill
slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a
higher minimum relative compaction, and special grading procedures, may be
recommended.
If an alternative to over-building and cutting back the compacted fill slopes is selected,
then special effort should be made to achieve the required compaction in the outer 10 feet
of each lift of fill by undertaking the following:
1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should
be 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
extend out over the slope to provide adequate compaction to the face of the slope.
2. Loose fill should not be spilled out over the face of the slope as each lift is
compacted. Any loose fill spilled over a previously completed slope face should be
trimmed off or be subject to re-rolling.
3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope
at appropriate vertical intervals, subsequent to compaction operations.
4. After completion of the slope, the slope face should be shaped with a small tractor
and then re-roiled with a sheepsfoot to achieve 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. Where testing indicates less than adequate compaction, the contractor will be
responsible to rip, water, mix and re-compact the slope material as necessary to
achieve compaction. Additional testing should be performed to verify compaction.
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6. Erosion control and drainage devices should be designed by the project civil
engineer in compliance with ordinances of the controlling governmental agencies,
and/or in accordance with the recommendation of the soi! engineer or engineering
geologist.
SUBDRAIN INSTALLATION
Subdrains should be installed in approved ground in accordance with the approximate
alignment and details indicated by the geotechnical consultant. Subdrain locations or
materials should not be changed or modified without approval of the geotechnical
consultant. The soil engineer and/or engineering geologist may recommend and direct
changes in subdrain line, grade and drain material in the field, pending exposed
conditions. The location of constructed subdrains should be recorded by the project civil
engineer.
EXCAVATIONS
Excavations and cut slopes should be examined during grading by the engineering
geologist. If directed by the engineering geologist, further excavations or overexcavation
and re-filling 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
approved, 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 engineering geologist should observe all cut slopes and should be notified by the
contractor 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
investigate, evaluate and make recommendations to treat these problems. The need for
cut slope buttressing or stabilizing should be based on in-grading evaluation by the
engineering geologist, whether anticipated or not.
Unless otherwise specified in soil and geological reports, no cut slopes should be
excavated higher or steeper than that allowed by the ordinances of controlling
governmental agencies. Additionally, short-term stability of temporary cut slopes is the
contractors responsibility.
Erosion control and drainage devices should be designed by the project civil engineer and
should be constructed in compliance with the ordinances of the controlling governmental
agencies, and/or in accordance with the recommendations of the soil engineer or
engineering geologist.
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COMPLETION
Observation, 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 engineering geologist have
finished their observations of the work, final reports should be submitted subject to review
by the controlling governmental agencies. No further excavation or filling should be
undertaken without prior notification of the soil engineer and/or engineering geologist.
All finished cut and fill slopes should be protected from erosion and/or be planted in
accordance with the project specifications and/or as recommended by a landscape
architect. Such protection and/or planning should be undertaken as 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 employees on multi-employer
construction sites. On ground personnel are at highest risk of injury 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 observation, 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 meetings.
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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Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing
amber beacon, or strobe lights, on the vehicle during all field testing.
While operating a vehicle in the grading area, the emergency flasher
on the vehicle shall be activated.
In the event that the contractor's representative observes any of our personnel not
following the above, we request that it be brought to the attention of our office.
Test Pits Location. Orientation and Clearance
The technician is responsible for selecting test pit locations. A primary concern should be
the technicians's safety. Efforts will be made to coordinate locations with the grading
contractors authorized representative, and to select locations following or behind the
established traffic pattern, preferably outside of current traffic. The contractors authorized
representative (dump man, operator, supervisor, grade checker, etc.) should direct
excavation of the pit and safety during the test period. 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 pile is placed away form oncoming traffic,
whenever possible. The technician's vehicle is to 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 a 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 established for all test pits. No grading equipment
should enter this zone during the testing procedure. The zone should extend
approximately 50 feet outward from the center of the test pit. This zone is established for
safety and to avoid excessive ground vibration which typically decreased test results.
When taking slope tests the technician should park the vehicle directly above or below the
test location. If this is not possible, a prominent 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 slope during this testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible
following testing. The technician's vehicle should be parked at the perimeter of the fill in
a highly visible location, well away from the equipment traffic pattern.
The contractor should inform our personnel of all changes to haul roads, cut and fill areas
or other factors that may affect site access and site safety.
In the event that the technicians safety is jeopardized or compromised as a result of the
contractors failure to comply with any of the above, the technician is required, by company
policy, to immediately withdraw and notify his/her supervisor. The grading contractors
representative will eventually be contacted in an effort to effect a solution. However, in the
Spectrum Communities Appendix B
File:e:\wp7\2500\2541a.grh Page 8
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 'Yiding
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.
Spectrum Communities Appendix B
File:e:\wp7\2500\2541a.grh Page 9
GeoSoils, Inc.
N\
\\
\ \
CANYON SUBDRAIN DETAIL
TYPE A
PROPOSED COMPACTED FILL
GROUND xx'
XX
COLLUVIUM AND ALLUVIUM (REMOVE) ,''
'// BEDROCK
TYPICAL
SEE ALTERNATIVES
TYPE B
\
N
-N\
r^X
PROPOSED COMPACTED FILL
NATURAL GROUND
COLLUVIUM AND ALLUVIUM (REMOVE) /'
S/fftis _Xi4S-
BEDROCK
TYPICAL BENCHING
SEE ALTERNATIVES
NOTE-ALTERNATIVES. LOCAT.ON AND EXTENT OK SUBORAINS SHOULD BE DETERM.NEO
BY THE SOILS ENGINEER AND/OR ENG.NEER.NG GEOLOG.ST DURING GRADING.
PLATE EG-1
CANYON SUBDRAIN ALTERNATE DETAILS
ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL
A-1
MINIMUM
FILTER MATERIAL'MINIMUM VOLUME OF 9 FT.'
/LINEAR FT. 6* I ABS OR PVC PIPE OR APPROVED
SUBSTITUTE WITH MINIMUM 8 H/4'fl PERFS,
LINEAR FT. IN BOTTOM HALF OF PIPE.
ASTM D2751.SDR 35 OR ASTM D1527. SCHD, 40
-ASTM 03034, SDR 35 OR ASTM D1785. SCHD. 40
' FOR CONTINUOUS RUN IN EXCESS OF 5&Q FT.
USE 8"tf PIPE
12' MINIMUM
B-1
MINIMUM
FILTER MATERIAL
SIEVE SIZE PPRCENT PASSING.
1 INCH1 VII W* t
3/4 INCH
3/8 INCH
NO 4
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. FILTER FABRIC
6'MINIMUM OVERLAP 6' MINIMUM OVERLAP
A-2
6B MINIMUM COVER
— 4- MINIMUM BEDDING *" MINIMUM
GRAVEL MATERIAL 9 FTVL1NEAR FT,
PERFORATED PIPE: SEE ALTERNATE 1
B-2
GRAVEL: CLEAN 3/4 INCH ROCX OR APPROVED SUBSTITUTE
FILTER FABRIC MIRAFI 140 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 FILL
ORIGINAL GROUND SURFACE
BACKCUT^ARIES. FOR DEEP REMOVALS
BACKCUT ^SHOULD BE MADE NO
STEEPER THAN\j:1 OR AS'"NECESSARY <£
FOR *5AFFTY i+mirmco A TlrtklC *
ANTICIPATED ALLUVIAL REMOVAL
DEPTH PER SOIL ENGINEER.
, ., -PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF
SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED
REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS ANO/OR
LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS.
REMOVAL ADJACENT TO EXISTING FILL
ADJOINING CANYON FILL
PROPOSED ADDITIONAL COMPACTED FILL
COMPACTED FILL LIMITS LINE
x TEMPORARY COMPACTED FILL
FOR DRAINAGE ONLY
Oaf ^ Qaf
(EXISTING COMPACTED FILL)
Qal (TO BE REMOVED)
BE REMOVED BEFORE
PLACING ADDITIONAL
COMPACTED FILL
LEGEND
Qai ARTIFICIAL FILL
Qal ALLUVIUM
PLATE EG-3
I « I I t J F I 1 I I I ! I 1 f ! I 1 I i I I I I I 1 I
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
T)
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mo
I
15'MINIMUM
DESIGN FINISH SLOPE
10'MINIMUM
25'MAXIMUMJ--XV.'
BUTTRESS OR SIDEHILL FILLi*
•*<
\
,2%GRADJENT
TYPICAL BENCHING
- DIAMETER NON-PERFORATED OUTLET PIPE
AND BACKDRAIN (SEE ALTERNATtVESJ
3EMINIMUM KEY DEPTH
W = 15'M1NIMUM OR H/2
i i r r i i i t i i i i i f i i i i i fiii
TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL
4' MINIMUM
PIPE
2" MINIMUM
4' MINIMUM
PIPE
2" MINIMUM
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FILTER MATERIAL: MINIMUM OF FIVE FP/LINEAR Ft OF PIPF
OR FOUR FtVLINEAR Ft OF PIPE WHEN PLACED IN SQUARE
CUT TRENCH.
ALTERNATIVE IN LIEU OF FILTER MATERIAL: GRAVEL MAY BE
ENCASED IN APPROVED FILTER FABRIC. FILTER FABRIC
SHALL BE MIRAFI UO 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 0-3034.
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
3/4 INCH
3/8 INCH
NO. 4
NO. 8
NO. 30
NO. 50
NO. 200
100
90-100
40-100
25-40
18-33
5-15
0-7
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
] I J I I 1 f f I I I I f a i I I i
FILL OVER NATURAL DETAIL
SIDEHILL FILL
PROPOSED GRADE
TOE OF SLOPE AS SHOWN ON GRADING PLAN
PROVIDE A 1M MINIMUM PROJECTION FROM
DESIGN TOE OF SLOPE TO TOE OF KEY
AS SHOWN ON AS BUILT
T)
m
rno
COMPACTED FILL
MAINTAIN MINIMUM 15' WIDTH
SLOPE TO'feENCH/BACKCUT
NATURAL SLOPE TO
BE RESTORED WITH
COMPACTED FILL
BACKCUT VARIES
MINIMUM
BENCH WIDTH MAY VARY
NOTE: 1. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE
15'MINIMUM KEY WIDT
2'X 3"MINIMUM KEY DEPTH
2'MSNIMUM IN BEDROCK OR
APPROVED MATERIAL.
DESIGN SLOPE RATIO. SPECIAL RECOMMENDATIONS WOULD BE
PROVIDED BY THE SOILS ENGINEER.
THE NEED FOR AND DISPOSITION OF DRAINS WOULD BE DETERMINED
BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS.
e s r i i i f j r i f i i r i i r i f i i i i i
FILL OVER CUT DETAIL
H
CUT/FILL 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
PROPOSED GRADE
ORIGINAL TOPOGRAPHY
BENCH WIDTH MAY VARY
LOWEST BENCH WIDTH
15'MINIMUM OR H/2OR APPROVED MATERIAL
"D
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mo
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.
r I i i f i i i i i f 1 I ! f c i r i r f i r ! r r i i
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STABILIZATION FILL FOR UNSTABLE MATERIAL
EXPOSED IN PORTION OF CUT SLOPE
REMOVE: UliNSTABLE MATERIAL
REMOVE: UNSTABLE
MATERIAL
PROPOSED FINISHED GRADE
f^\
UNWEATHERED BEDROCK
OR APPROVED MATERIAL
COMPACTED STABILIZATION FILL
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.
i j i i t i i i i i i i
SKIN FILL OF NATURAL GROUND
ORIGINAL SLOPE
•ROPOSED FINISH GRADE
15'MINIMUM TO BE MAINTAINED FROM
PROPOSED FINISH SLOPE FACE TO BACKCUT
PROPOSED FINISH BEDROCK OR APPROVED MATERIAL
MINIMUM KEY DEPTH
15lMfNIMNIMUM KEY WIDTH
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ID
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.
I t « 1 f f }' t I I I 1 I I I I I 1 I I 1)1}
DAYLIGHT CUT LOT DETAIL
PROPOSED FINISH GRADE
T3' MINIMUM BLANKET FILL
TYPICAL BENCHING
RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER
(MAY INCREASE OR DECREASE PAD AREA).
OVEREXCAVATE AND RECOMPACT
REPLACEMENT FILL
AVOID AND/OR CLEAN UP SPILLAGE OF
MATERIALS ON THE NATURAL SLOPE
^ BEDROCK OR APPROVED MATERIAL
~or~>—tm
m
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.
O
TRANSITION LOT DETAIL
CUT LOT (MATERIAL TYPE TRANSITION)
NATURAL GRADE
5'MINIMUMK-IMJJ:
OVEREXCAVATE AND RECOMPACT
COMPACTED FILL xS
3'MINIMUM*
UNWEATHERED BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
CUT-FILL LOT (DAYLIGHT TRANSITION)
PAD GRADE
NATURAL GRADE
^
, -^ \^P^L_1 J «^^^ 'OVEREXCAVATE ~~ ^^
• AND RECOMPACT y^^4
3'MINIMUM*
ff UNWEATHERED BEDROCK OR APPROVED MATERIAL
- TYPICAL BENCHING
NOTE' .DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SO.LS ENGINEER
AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS.
PLATE EG-11
OVERSIZE ROCK DISPOSAL
VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH
AND VOIDS SHOULD BE COMPLETELY FILLED IN.
VIEW NORMAL TO SLOPE FACE
PROPOSED FINISH GRADE
10'MINIMUM IE)
do co CO
IINIMUM (A)
00 CO
(Fl
CO
(Gt
CO
5* MINIMUM (ciw^\v^\v^^
BEDROCK OR APPROVED MATERIAL
VIEW PARALLEL TO SLOPE FACE
PROPOSED RNISH GRADE
1 1 t
irv uitJiuiiu fFl L.1 00_
cjLr.^ •.» .^Trxx* — >OO*2C
MAXIMUM (B)o
"
-_— --- 1.— . ->aOO OOC^A.,*=r_* J.*— - r
3* MINIMUM
^ AsccOccO J
EOOoCTj *"i iiTtf
•^ (G); cfxo
10' MINIMUM JO*MINIMIW
(C)
\w/y^x\v^>v^^^
BEDROCK OR APPROVED MATERIAL
NOTE: (AJ ONE EQUIPMENT WIDTH OR A MINIMUM OF is FEET.
IB) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF
EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100*
MAXIMUM.
1C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNG GEOLOGIST..
WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK
PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION.
(0) 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.
(EJ CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS AND SWIMMING POOLS.
IF) VOIDS IN WINDROW SHALL BE FILLED BY FLOODING GRANULAR SOIL INTO PLACE.
GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIFIED SOIL CLASSIFICATION
SYSTEM IUBC 29-11 DESIGNATION OF SM. SP. SW. GP. OR GW. ALL RLL OVER
AND AROUND ROCK WINDROW SHALL 89 COMPACTED TO 90% RELATIVE
'COMPACTION.
(G) AFTER RLL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT
OF RLL COVERING WINDROW. WINDROW SHALL BE PROOF ROLLED WITH A 0-9
DOZER OR EQUIVALENT.
(H) OVERSIZED ROCK IS DEFINED AS LARGER THAN 12; AND LESS THAN L FEET
IN SIZE. PLATE EG-12
ROCK DISPOSAL PITS
FILL LIFTS COMPACTED OVER
ROCK AFTER EMBEDMENT
GRANULAR MATERIAL
COMPACTED FILL
SEE OF EXCAVATION TO BE COMMENSURATE
WITH ROCK SEE.
NOTE: 1. LARGE ROCK IS DEFINED AS ROCK LARGER THAN i FEET IN MAXIMUM SEE.
2. PIT IS EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 1/2 OF
ROCK SIZE.
3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT AND DENSIRED BY FLOODING.
USE A SHEEPSFOOT AROUND ROCK TO AID IN COMPACTION.
A. A MINIMUM OF A FEET OF REGULAR COMPACTED FILL SHOULD OVERLIE
EACH PIT.
5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HOREONTALLY.
6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY FILL SLOPE.
7. PITS SHOULD ONLY BE USED IN DEEP FILL AREAS.
PLATE EG-13
SETTLEMENT PLATE AND RISER DETAIL
2'X 2'X Ml.' 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 AO PVC PIPE SLEEVE. ADO IN
5'INCREMENTS WITH GLUE JOINTS.
FINAL GRADE
j MAINTAIN 5"CLEARANCE OF HEAVY EQUIPMENT.
_LJ^MECHANICALLY HAND COMPACT IN 2'VERTICAL
-T-V LIFTS OR ALTERNATIVE SUITABLE TO AND
ACCEPTED BY THE SOILS ENGINEER.
MECHANICALLY HAND COMPACT THE INITIAL 5*
VERTICAL WITHIN A 5* RADIUS OF PLATE BASE.
BOTTOM OF CLEANOUT
PROVIDE A MINIMUM V BEDDING OF COMPACTED SAND
«; r^AT,nwc nc ccTTi PMENT PLATES SHOULD BE CLEARLY MARKED AND READILY1. LOCATIONS OF SETTLEMtN ' .L.V.pLpwT OPERATORS
VISIBLE (RED FLAGGED TC ' fQU|PcMLf% ^£^^5- RADlus 0F PLATE BASE AND
2. CONTRACTOR SHOULD 'MAINTAIN ' c™C\Uh A s CLEARANCE AREA SHOULD
ECIRCATIONS OR COMPACTED BY ALTERNATIVE
3 5 CONTRACTOR SHOULD MAINTAIN A 5' RADIUS
4* PTCS SC^ «.TlAL 2- OF FILL PR.OR TO ESTABLISHING
THE INITIAL READING. _ „_„,,, -...-
BE RESPONSBE
TE6 "NRALTESTRNATHDES,GNO METHOD OF INSTALLAT.ON MAY BE PROV.OEO AT THE
DISCRETION OF THE SOILS ENGINEER.PLATE EG— K
TYPICAL SURFACE SETTLEMENT MONUMENT
I
-"*
•3'-
1
'
-6*
t
— — — •— i
••
^— 3/3 DIAMETER X o LENGTH
CARRIAGE BOLT OR EQUIVALENT
«-6" DIAMETER X 3 1/2' LENGTH HOLE
- CONCRETE BACKFILL
PLATE EG-15
TEST PIT SAFETY DIAGRAM
SIDE VIEW
VEHICLE Q
m TEST PIT jig?
( NOT TO SCALE )
TOP VEW
100 FE5T
APPROXIMATE CENTES
CF TE3TP1T
1 NOT TO SCALE )
PLATE EG-16
OVERSIZE ROCK DISPOSAL
VIEW NORMAL TO SLOPE FACE
PROPOSED FINISH GRADE
10'MINIMUM (EJ
^° CO oo
151MINIMUM (A)
<O >fl°
CO
(G)
oo
colFl
BEDROCK OR APPROVED MATERIAL
VIEW PARALLEL TO SLOPE FACE
PROPOSED FINISH GRADE
i
<
,
10'
1
^ c*bcx
vfow
MINIMUM
Toccx.?«=e*
(E)
acx=>«
15'
.100
!*"
MINIMUM
'MAXIMUM
1 — \
3OOOC
|B1H
-X70
-i
h .MINIMUM
15' MINIMUM
FROM
BEDROCK OR APPROVED MATERIAL
AND/OR EGNEERING GEOLOGIST. STAGGERING OF
B 'SNOT NECESSARY "N^^
(Fl ALL" F^.L OVER ANC ^ AROuVo "wCK WINDROW SHALL BE COMPACTED TO 90%
RELATIVE COMPACTION OF 1 AS CpMMENDED COMpACTEQ w,Ty TH£ L|FT QF
SHOULD BE PROOF ROLLED WITH A
. ROCK SHOULD NOT TOUCH
SHOULD BE COMPLETELY FILLED IN. PLATE RD" 1
ROCK DISPOSAL PITS
V,EWS ARE OIAOKAMMA
SHOULD NOT TOUCH
AND VOIDS SHOULD E£ COMPLETELY RLLtu in
RLL LIFTS COMPACTED OVER
ROCK AFTER_EMBEDME^T_
I
1
\ COMPACTED FILL
GRANULAR MATERIAL
I
SIZE OF EXCAVATION TO BE I
COMMENSURATE WITH ROCK SIZE |
I
ROCK DISPOSAL LAYERS
GRANULAR SOIL TO RLL VOIDS.
DENS1RED BY FLOODING
LAYER ONE ROCK HIGH \\ )V
,COMPACTED RLL
-/ ,
PROPOSED FINISH MADE
MINIMUM OR BELOW LOWEST UTIUTlO'MINIMUf
OVERSIZE LAYER
t7=
COMPACTED FILL
PROFILE ALONG LAYER
iLOPE FACE
CLEAR ZONE 20'MINIMUM
LAYER ONE ROCK HIGH
PLATE RD-2