HomeMy WebLinkAboutCT 01-03; CALAVERA HILLS VILLAGE E; UPDATE OF GEOTECHNICAL REPORT; 2000-08-28UPDATE OF GEOTECHNICAL REPORT
(t:ALAVERA~HILLS, VILLAGE FY
CITY OF CARLSBAD, CALIFORNIA
FOR
MCMILLIN COMPANIES
2727 HOOVER AVENUE
NATIONAL CITY, CALIFORNIA 91950
W.O. 2789-A-SC AUGUST 28,2000
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Geotechnical • Geologic • Environmental
5741 PalmerWay • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915
August 28, 2000
W.O. 2789-A-SC
McMillin Communities
2727 Hoover Avenue
National City, Califomia 91950
Attention: Mr. Kevin Hearn and Mr. Don Mitchell
Subject: Update of Geotechnical Report, Calavera Hills. Village E-1, City of Carlsbad,
California
Gentlemen:
In accordance with your request, GeoSoils, Inc. (GSI) has perfonned a geotechnical
update evaluation ofthe subject site. The purpose ofthe 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 Unless specifically superceded in the text of this report,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 are considered valid and applicable.
SCOPE OF SERVICES
The scope of our services has included the following:
1. Reviewofthe referenced report.
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 August 24,2000,
indicated that site conditions have not substantialiy changed since the completion of the
referenced reports. It is our understanding that planned site development will consist of
site preparation for the construction of 13 single and/or multi-family approximately
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.
EARTHWORK RECOMMENDATIONS
Site grading should be performed in accordance with the minimum standards ofthe 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. Over excavation within parkways should also be considered with respect to
utility laterals.
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 Ny
Near Source Factor N, (per Table 16-S*) 1.0
Near Source Factor N^ (per Table 16-T*) 1.12
Seismic Source Type (per Table 16-U*) B
Distance to Seismic Source 6 mi. (9.7 km)
Upper Bound Earthquake M.,6.9
* Figure and table references from Chapter 16 of the Uniform Building Code (1997).
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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 constmcted in accordance with
the guidelines contained in the Unifomn 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 detemiined 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 Tabie 1, and for design of
isolated pad footings 24 inches square and 18 inches deep into properiy
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.
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 ofthe footing. The horizontal distance may
be calculated by using h/3, where (h) is the height of the slope. The horizontai
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.
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Flatwork, utilities or other improvements within a zone of h/3 from the top of slope
may be subject to lateral distortion. Footings, fiatwork, 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) of the
anticipated foundation settlement is expected to occur during construction.
Maximum settlement is not expected to exceed approximately y2-inch and should
occur below the heaviest loaded columns. Differential settlement is not anticipated
to exceed y4-inch between similar elements, in a 20 foot span.
Conventional Foundation/Concrete Slab Construction
The foilowing 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 properiy designed by the project structural engineer.
3. A grade beiam, reinforced as above, and at least 12 inches square, should be
provided across the garage entrances. The base of the reinforced grade beam
shouid be at the same elevation as base ofthe 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 underiain with a minimum of 4 inches of sand. In
addition, a vapor barrier consisting of a minimum of 10-mil. polyvinyl-chloride
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 supporiied to ensure proper mid-slab height
positioning during placement ofthe concrete. "Hooking" of reinforcement is not an
acceptable method of positioning.
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7. The moisture content of the subgrade soiis 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 oflice within 72 hours ofthe 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
fi-om 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 fairiy 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
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 sufflcient thickness to provide an
adequate separation of foundation fi'om soils (10-mil thick). The vapor barrier
should be lapped and adequately sealed to provide a continuous water-resistant
bam'er under the entire slab. The vapor ban-ier 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.
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5. Specific soil presaturation for slabs is not required for very low expansive soils;
however, the moisture content ofthe subgrade soiis shouid 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 altematives to PTI are
suggested bythe 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
y2-inch and should occur below the heaviest loaded columns. Differential
settlement is not anticipated to exceed y4-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.
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 of 125 psi in their evaluation.
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,
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 ft-om 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 fl-om any
proposed lower foundation system. This recommendation may not be considered
valid, if the additionai surcharge imparted by the upper foundation on the lower
foundation has been incorporated into the design ofthe lower foundation.
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Additionai setbacks, not discussed or superseded herein, and presented in the UBC
are considered valid.
DEVELOPMENT CRITERIA
i-andscape Maintenance and Planting
Water has been shown to weaken the inherent strength of soiJ and slope stability is
significantly reduced by overly wet conditions. Positive suriace drainage away ft-om graded
slopes should be maintained and only the amount of irrigation necessary to sustain plant
life should be provided for planted slopes. Ovenwatering should be avoided.
Graded slopes consftucted 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 surviving 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 (i.e. jute matting) shouid 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 fiatwork 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 couid
be provided upon request.
Trenching
All footing trench excavations for structures and walls should be obsen/ed and approved
by a representative of this office prior to placing reinforcement. Footing trench spoil and
any excess soiis generated ft-om utility trench excavations should be compacted to a
minimum relative compaction of 90 percent if not removed fl-om 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
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proposed footing trench, they should be removed, which couid 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 ft-om the proposed structure or into a subsuri'ace drainage system. We would
recommend that any proposed open bottom planters adjacent to proposed stmctures 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 ft-om stmctures or any exterior concrete flatwork.
LIMITATIONS
The materials obsen/ed on the project site and the referenced reports revieved are
believed to be generally representative ofthe 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 liabiiity for wori<. 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 professionai
opinions. These opinions have been derived in accordance with cun-ent standards of
practice, and no warranty is expressed or implied. Standards of practice are subject to
change with time.
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The opportunity to be of service is sincerely appreciated. If you should have any
questions, piease do not hesitate to contact the undersigned at 760/438-3155.
Respectfully submitted,
GeoSoils, Inc.
Robert G. Crisman
Engineering Geologist, CEG 1934
RGC/ARK/JPF/mo
Albert R. Kleist
Geotechnical Engineer, GE 476
Attachment: Table 1 - Conventional Perimeter Footings, Slabs, and Exterior Flatwork for
Calavera Hills, Village E-1
Table 2 - Preliminary Post Tensioned Slab Foundation Recommendations
Appendix A - References
Appendix B - General Earthwork and Grading Guidelines
Distribution: (4) Addressee
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TABLE 1
Conventional Perimeter Footings. Slabs, and Exterior Flatwork for Calavera Hilis. Village E-1
FOUNDATION
CATECORY,
MINIMUM^
, FOOTING \.
-•\'' iSCE "sh.
;JNTERI0R4
SLAB
THICKNESS
REINFORCING
-t^'? STEEL-ij S'l
'4 INTERIOR SLAB.^
;i 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 IO-
MI! Polyvinyl
Membrane Over
2" Sand Base
6"x6"
(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-
Mll Polyvinyl
Membrane Over
2" Sand Base
6"X6"
(6/6)
WWF
6"x6"
(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-
Mll Polyvinyl
Membrane Over
2" Sand Base
Same as
Interior Slab
6"x6"
(6/6)
WWF
Categorv Criteria
Category I: 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. Rll Thickness is less than SO- and Expansion Index Is less than or equal to 90 or Differential Rll Thickness Is between 10 and 20' (see note 1).
Max. Rll Thickness exceeds 50'. or Expansion Index exceeds 90 but is less than 130. or Differential Rll 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.
Footing depth measured from lowest adjacent subgrade.
Allowable soil bearing pressure is 2.000 PSF.
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".
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.
Isolated footings shall be connected to foundations per soils engineer's recommendations (see report).
Sand used for basa under slabs shall be very low expansive, and have SE > 30.
Additional exterior flatwork recommendations are presented In the text of this report.
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.
Category 11:
Category III
Notes: 1.
2.
3.
4.
6.
7.
8.
9.
TABLE 2
PRELIMINARY POSTTENSION SLAB FOUNDATION RECOMMENDATIONS
1 Expansion Index
Foundation Category
1 Expansion Index
;::;'r;i(PT).:-vi;r
Very Low to
Low (0-50)
II (PT) c .
; , 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 pc^nch 75 pci/inch 75 pci/inch
Coefflcient of friction 0.35 0.35 0.35
Passive pressure 225 pcf 225 pcf 225 pcf
Soil suction (Pf) 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 AV2 inches 41/2 inches AVz inches
•Internal bearing values within the perimeter of the Post-tension slab may be increased by 20 percent (300 psf)
for each additional foot of embedment (beyond 6" surface subgrade for perimeter footings adjacent to
landscape areas) to a maximum value of 2000 psf.
APPENDIXA
REFERENCES
APPENDIXA
REFERENCES
International Conference of Building Officials, 1997, Uniform building code: Whitter,
California.
Southern California Soil and Testing. Inc.. 1992, Interim report of as built geology fleld
obsen/ations and relative compaction tests, proposed College Boulevard
improvements and Viilage El, Carlsbad, Califomia. W.O. 9121081. dated January 3.
^ . 1991. Report of geotechnical investigation. College Boulevard and Lot El, PE
2.91.33, College Boulevard. Carlsbad, Califomia, W.O. 9121081. dated
September 6.
. 1990. Interim report of geotechnical Investigation, Calavera Heights, Village L-2,
Hanwich Drive, Carisbad. Califomia. 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, California, W.O. 14112, Report No.
6., dated August 6.
GcoSoils, Inc.
APPENDIX B
GENERAL EARTHWORK AND GRADING GUIDELINES
GENERAL EARTHWORK AND GRADING GUIDELINES
General
These guidelines present general procedures and requirements for earthwori< and grading
as shown on the approved grading plans, including preparation of areas to fliled,
placement of flil. installation of subdrains and excavations. The recommendations
contained in the geotechnical report are part ofthe earthworic 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 forthe 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
obsen/ation and testing services, and geotechnical consultation during tiie duration of the
project.
EARTHWORK OBSERVATIONS AND TESTING
Geotechnical Consultant
Priorto 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 witii 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 tiiat tiie 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 bythe project engineering geologist and/or soil engineer prior
to placing and fill. It is the conti-actors'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 detemiine the degree of compaction should be performed
in accordance with American Standard Testing Materials test method ASTM designation
D-1557-78. Random fleld 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
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would vary depending on tiie soil conditions and the size ofthe project. The location and
ft-equency of testing would be at the discretion ofthe geotechnical consultant.
Contractor's Responsibility
Ail clearing, site preparation, and earthworic perfomied on the project should be conducted
by the contractor, with obsen/ation 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 tiie fill in accordance with the
recommendations oftiie soil engineer. The conft-actor should also remove ali major non-
earth material considered unsatisfactory by tiie soil engineer.
It is the sole responsibility oftiie conti-actor 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 witii 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 tiiat is not acceptable, the consultant will inform' the
contractor, and the contractor is expected to recti'fy the conditions, and if necessary, stop
work until conditions are satisfactory.
During construction, the contractor shall properiy 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
detemiined 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
materiais may be reused as compacted fills. Any materials incorporated as part of the
compacted fills should be approved by the soil engineer.
Any underground stmctures 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 othenwise unsuitable ground extending to such a depth that surface
processing cannot adequately improve the condition should be overexcavated down to
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flrm ground and approved by the soii engineer before compaction and filling operations
coritinue. Overexcavated and processed soiis 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
overexcavated 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 fi-ee of large lumps or clods
until tiie working surface is reasonably uniform and fi-ee ft-om 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 (horizonfal 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 ajpproved by the soil engineer and/or engineering geologist, in fill over cut slope
conditions, the recommended minimum width ofthe lowest bench or key is aiso 15 feet
with the key founded on firm material, as designated by the Geotechnical Consultant. As
a general rule, unless specifically recommended othenwise by the Soil Engineer, the
minimum width of fill keys should be approximately equal to yz the height of the slope.
Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable
material. Benching may be used to remove unsuifable materials, although it is understood
that the vertical height ofthe 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 obsen/ed and approved by the soil engineer and/or engineering
geologist prior to placement of fill. Fills may then be properiy placed and compacted until
design grades (eievations) 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 shouid be free of roots, tree branches, other organic matter or other
deleterious materials. All unsuitable materials should be removed from the fill as directed
McMillin Companies ' Appendix B
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GcoSoils, Inc.
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 sen/e as a satisfactory fill material.
Fill materiais derived fi-om 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
ft-om 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 fljture 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 ofthis 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 horizontai
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 unifomiity 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
unifomnly 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.
McMillin Companies Appendix B
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GcoSoils, Inc.
Where tests indicate that tiie 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 shali be placed in an area until the last placed lift of fill has been
tested and found to meet tiie density and moisture requirements, and is approved by the
soii engineer.
Compaction of slopes should be accomplished by over-building a minimum of 3 feet
horizontally, and subsequently trimming back to the design siope 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 perfonned by trimming and removing loose
materials with appropriate equipment. Afinal detennination of fill slope compaction shouid
be based on olDservation 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 tiie 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) paraiiel 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-roiling.
3. Field compaction tests wiil 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-roiled to
achieve compaction to the slope face. Final testing shouid be used to conflrm
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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GcoSoils, Inc.
6. Erosion control and drainage devices should be designed by the project civii
engineer in compliance with ordinances ofthe controlling governmental agencies,
and/or in accordance with the recommendation ofthe soii 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 constmcted 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 othenwise
approved, the cut portion of the slope should be observed by the engineering geologist
prior to placement of materials for construction of tiie 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, tiie 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 othenwise specified in soii 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 consti-ucted in compliance with tiie ordinances ofthe controlling governmental
agencies, and/or in accordance with the recommendations of the soil engineer or
engineering geologist.
McMillin Companies Appendix B
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GcoSoils, Inc.
COMPLETiON
Obsen/ation, testing and consultation bythe 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 soii engineer and engineering geologist have
finished their obsen/ations of the work, final reports shouid 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 flnished cut and flil slopes should be protected ft-om erosion and/or be planted in
accordance with the project specifications and/or as recommended by a landscape
architect. Such protection and/or planning shouid 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 concem. The following is
the company's safety considerations for use by all employees on multi-employer
constmction sites. On ground personnel are at highest risk of injury and possible fatality
on grading and constiuction projects. GSI recognizes that constmction activities will vary
on each site and that site safely 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
ail 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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GcoSoils, Inc.
Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing
amber beacon, or strobe lights, on tiie vehicle during all fleld testing.
While operating a vehicle in the grading area, the emergency flasher
on the vehicle shall be activated.
In the event that the conti-actor'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 Ciearance
The technician is responsible for selecting test pit locations. A primary concem 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 pattem, preferably outside of current traffic. The contractors authorized
representative (dump man, operator, supen/isor, grade checker, etc.) should direct
excavation oftiie pit and safety during the test period. Of paramount concern should be
the soii technicians safety and obtaining enough tests to represent the till.
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 flil be maintained in a driveable condition.
Altematively, the conti'actor may wish to park a piece of equipment in ft-ont of the test
holes, particularly in small flil areas or those with limited access.
A zone of non-encroachment should be established for ail test pits. No grading equipment
shouid enter this zone during the testing procedure. The zone should extend
approximately 50 feet outward ft-om 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 siope tests the technician should park the vehicle directly above or below tiie
test location. \f 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 ft-om the slope during this testing.
The technician is directed to withdraw fi-om the active portion oftiie 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 fi-om the equipment traffic pattern.
The contractor should infonn 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 ofthe above, tiie 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
McMillin Companies ' Appendix B
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GcoSoils, 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 tiiat 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 immediateiy correct the situation. If corrective steps are not taken, GSI tlien
has an obligation to notify CAL-OSHA and/or the proper authorities.
McMillin Companies Appendix B
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GcoSoils, Inc.
CANYON SUBDRAIN DETAIL
TYPE A
PROPOSED COMPACTEO FILL
NATURAL GROUND
COLLUVIUM AND ALLUVIUM (REMOVE)
TYPICAL BENCHING '^^'^^^
•SEE ALTERNATIVES
TYPE B
PROPOSED COMPACTED RLL
NATURAL GROUND
^COLLUVIUM AND ALLUVIUM (REMOVE)
\
s
1=N
Ir
TYPICAL BENCHING
SEE ALTERNATIVES
NOTE: ALTERNATIVES, LOCATICN 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-1
12" MINIMUM
FILTER MATERIAL MINIMUM VOLUME OF 9 FT.
/LINEAR FT. 6' i ABS OR PVC PIPE OR APPROVED 1I'".VH%V.
SUBSTITUTE WITH MINIMUM 8 Wk'ii PERFS.
LINEAR FT. IN BOTTOM HALF OF PIPE.
ASTM D2751. SDR 35 OR ASTM D1527. SCHD, 40
ASTM D3034, SDR 35 OR ASTM D1785. SCHD, 40
FOR CONTINUOUS RUN IN EXCESS OF 56Q FT.
USE 8'^f PIPE
6' MINIMUM
B-1
FILTER MATERIAL.
SIEVE SIZE PgRCSNT PA$?|N(?
IINCH :100
3/4 INCH 90T: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
ALTERNATE 2: PERFORATED PIPE, GRAVEL AND. FILTER FABRIC
^J^I^S-MTNIMUM OVERLAP S" MINIMUM OVERLAP
El6" MINIMUM COVER
= 4* MINIMUM BEDDING
A-2 B-2
4- MINIMUM BE00IN6=]
GRAVEL MATERIAL 9 FP/LINEAR FT.
PERFORATED PIPE: SEE ALTERNATE 1
GRAVEL CLEAN 3/4 INCH ROCK 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
BACKCUT\^ARIES. FOR DEEP REMOVALS.^
BACKCUT ^VKSHOULD BE MADE NO
STEEPER THAI^Slrl OR AS NECESSARY >JN
FOR SAFETY ^.^^ONSIDERATIONS^'^
COMPACTED RLL
ORIGINAL GROUND SURFACE
r ANTICIPATED ALLUVIAL REMOVAL
DEPTH PER SOIL ENGINEER.
1 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
COMPACTED RLL LIMITS LINE
Qaf
^TEMPORARY COMPACTED RLL
")^FOR DRAINAGE ONLY •
Qaf XQal (TO BE REMOVED).
lEXISTING COMPACTED RLL) ^\ / .. ^ ^^^^
LEGEND
BE REMOVED BEFORE
PLACING ADDITIONAL
COMPACTED RLL
Qaf ARTIRCIAL RLL
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 RLL IF RECOMMENDED
BY THE SOIL ENGINEER
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15' TYPICAL BUTTRESS OR SIDEHILL FILL f \ 4' DIAMETER NON-PERFORATED OUTLET PIPE
AND BACKDRAIN (SEE ALTERNATIVESI
• 2% GRADIENT
HEEL
W=15'MINIMUM OR H/2
3'MINIMUM KEY DEPTH
TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL
4* MINIMUM 2* MINIMUM
PIPE
4* MINIMUM
PIPE
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2' MINIMUM
RLTER MATERIAL MINIMUM OF FIVE FP/UNEAR Fl OF PIPF
OR FOUR FI'/LINEAR Ft OF PIPE WHEN PLACED IN SQUARE
CUT TRENCH.
ALTERNATIVE IN LIEU OF RLTER MATERIAL: GRAVEL MAY BE
EMCASED IN APPROVED FILTER FABRIC. FILTER FABRIC
SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC
SHIALL 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
STRENOTH 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.
RRST 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-AO
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 l:1 MINIMUM PROJECTION FROM
DESIGN TOE OF SLOPE TO TOE OF KEY
AS SHOWN ON AS BUILT
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NATURAL SLOPE TO
BE RESTORED WITH
COMPACTED FILL
BACKCUT VARIES
I^W^-MINIMUM
15'MINIMUM KEY WIDTH
2'X 3'MINIMUM KEY DEPTH
2'MINIMUM IN BEOROCK OR
APPROVED MATERIAL.
^^VA\'/A^W BENCH WIDTH MAY VARY
"^'.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 DISPOSl.TION OF DRAINS WOULD BE DETERMINED
BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS.
FILL OVER CUT DETAIL
nilT/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
LOWEST BENCH WIDTH
15'MINIMUM OR H/2
BENCH WIDTH MAY VARY
\v BEDROCK OR APPROVED MATERIAL
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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.
STABILIZATION FILL FOR UNSTABLE MATERIAL
EXPOSED IN PORTION OF CUT SLOPE
^^.^^PqSED RNISHED GRADE
'^^^/^^/ UNWEATHERED BEDROCK
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OR APPROVED MATERIAL
COMPACTED STABILIZATION RLL
V 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 RLL
NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENOINEER AND/OR ENGINEERING GEOLOGIST,
2. -W- SHALL BE EQUIPMENT WIDTH (15'l FOR SLOPE HEIOHTS LESS THAN 25 FEET. FOR SLOPES GREATER
THAN 25 FEET "W SHALL BE DETERMINED BY THE PROJECT SOILS ENOINEER AND /OR ENGINEERING
GEOLOGIST. AT NO TIME SHALL 'W BE LESS THAN H/2.
SKIN RLL OF NATURAL GROUND
ORIGINAL SLOPE
15'MINIMUM TO BE MAINTAINED FROM
PROPOSED FINISH SLOPE FACE TO BACKCUT
PROPOSED FINISH
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ROPOSED FINISH GRADE
33'MINIMUM
r> BEDROCK OR APPROVED MATERIAL
/^X 2-MINIMUM
KEY DEPTH
KEY DEPTH
NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR
ENGINEERING GEOLOGIST BASED ON RELD CONDITIONS.
2. PAD OVEREXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE
NECESSARY BY THE SOILS ENGINEER AND/OR ENGINEERINO GEOLOGIST.
DAYLIGHT CUT LOT DETAIL
RECONSTRUCT COMPACTED RLL SLOPE AT 2:1 OR FLATTER
IMAY INCREASE OR DECREASE PAD AREA).
OVEREXCAVATE AND RECOMPACT
REPLACEMENT FILL
NATURAL GRADE
AVOID AND/OR CLEAN UP SPILLAGE OF
MATERIALS ON THE NATURAL SLOPE
ff TVPII
ILANKET FILL
BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
GRADOITi,^
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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
COMPACTED RLL
OVEREXCAVATE AND RECOMPACT
'^^^^^^^^7^^^^:WW/^'^^X^^W^^^' MINIMUM"
^ UNWEATHERED BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
CUT-FILL LOT (DAYUGHT TRANSITION)
COMPACTED RLL ^^SSS^'^^^ 3- 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
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.
RNAL GRADE
T -Mr-
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5'
I
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5' 5*
MAINTAIN 5*CLEARANCE OF HEAVY EOUIPMENT.
MECHANICALLY HAND COMPACT IN 2'VERTICAL
-rV LIFTS OR ALTERNATIVE SUITABLE TO AND
J ACCEPTED BY THE SOILS ENGINEER.
MECHANICALLY HAND COMPACT THE INITIAL 5"
VERTICAL WITHIN A 5'RADIUS OF PLATE BASE.
' n llll I
BOTTOM OF CLEANOUT
PROVIDE A MINIMUM 1'BEDDING OF COMPACTED SAND
NOTE:
1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY
2 »A^TOR iiH^'uLD^IlNfJlN c"i^^^^^^ OF PLATE BASE AND ^
WITHIN 5-(VERTICAL)^^^ EQUIPMENT. RLL WITHIN CLEARANCE AREA SHOULD
BE HAND COMPACTED^T^ PROJECT SPECIRCATIONS OR COMPACTED BY ALTERNATIVE
3 AFTER^I'°fvlST^2fuOF^RLU^ CONTRACTOR SHOULD MAINTAIN A 5'RADIUS
EQUIPMENT CLEARANCE FROM RISER. CCTADI ICWINR
4. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2'OF RLL PRIOR TO ESTABLISHING
THE INITIAL READING.
5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESMLTING
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
TYPICAL SURFACE SETTLEMENT MONUMENT
RNISH GRADE
•3*-6-
•-6" DIAMETER X 3 1/2* LENGTH HOLE
3/8- DIAMETER X 6' LENGTH
CARRIAGE BOLT OR EQUIVALENT
CONCRETE BACKRLL
PLATE EG-15
TEST PIT SAFETY DIAGRAM
SIDE VIEW
( NOT TO SCALE 1
TOP VIEW
IOO FEET
SO FEET
SPOIL jjaTEST PIT;
iii
u. a to 50 FEET
VB«CL£
PILE •5
APPROXIMATE CENTER
QF TEST PIT
lii
u.
a
FLAG
in
±
1 NOT TO SCALE 1
PLATE EG-16
OVERSIZE ROCK DISPOSAL
VIEW NORMAL TO SLOPE FACE
OO
20'MINIMUM
^J5-MINIMUM(A)^ ^
^5'MINIMUM (C)
PROPOSED RNISH GRADE
MINIMUM IE)
CO
15'MINIMUM (A)
o—^
oo CO
ao
(G)
BEDROCK OR APPROVED MATERIAL
VIEW PARALLEL TO SLOPE FACE
PROPOSED RNISH GRADE
FROM CA
BEDROCK OR APPROVED MATERIAL
NOTE: (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET,
(B) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF
EQUIPMENT. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM.
(C) IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST.
WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERiAL OR BEDROCK
PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTiON.
ID) ORIENTATION OF WINDROWS MAY VARY BUT SHOULD 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.
(R ALL RLL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90%
RELATIVE COMPACTION OR AS RECOMMENDED.
IGI AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF
FILL COVERING WINDROW SHOULD BE PROOF ROLLED WITH A
D-9 DOZER OR EQUIVALENT.
VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH p^, . _ on ^ AND VOIDS SHOULD BE COMPLETELY RLLED IN. PLATE RD —1
ROCK DISPOSAL PITS
VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH
AND VOIDS SHOULD BE COMPLETELY RLLED IN.
RLL LIFTS COMPACTED OVER
ROCK AFTER EMBEDMENT
/ V GRANULAR MATERIAL
1 ^^^^
• 1 1 ^
j COMPACTED RLL
SIZE OF EXCAVATION TO BE ,
!
COMMENSURATE WITH ROCK SIZE |
ROCK DISPOSAL LAYERS
GRANULAR SOIL TO RLL VOIDS.
DENSIRED BY FLOODING ^ .
LAYER ONE ROCK HIGH
COMPACTED RLL
------
PROPOSED RNISH GRADE
10'MINIMUM OR BELOW LOWEST UTIU
PROFILE ALONG LAYER
(XX300GC3CQ3ClOOCX
OVERSIZE LAYER
COMPACTED RLL ^
OOCPOCX»OOCODCOCOOOCOSCOCX3<=^ ^
13'MINIMUM
-i- , , ^ , I , III Kill frrr-i-yy^-"-''^
CLEAR ZONE 20'MINIMUM
LAYER ONE ROCK HIGH
PLATE RD-2