2000-6599 G ENGINEERING SERVICES DEPARTMENT
r City Of Capital Improvement Projects
District Support Services
Encinitas Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 22, 2002
Attn: Federal Insurance Company
John Burnham Insurance Services
750 B Street, Suite 2400
San Diego, California 92101
Attn: Dale Harshaw
RE: Grant, James and Kimberly
APN 264 - 091 -30
Grading Permit 6599 -G
3434 Lilac Summit
Final release of security -labor and materials
Permit 6599 -G authorized earthwork, storm drainage, and erosion control, all needed to
build the described project. The Field Operations Division has approved the rough
grading. Therefore, release of the security deposit is merited.
Performance Bond 8183- 30 -00, in the amount of $37,404.00, is hereby fully
exonerated. The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
Masih Maher L she Suelter
Senior Civil Engineer Financial Services Manager
Financial Services
Cc: Leslie Suelter, Financial Manager
Grant, James and Kimberly
file
enc.
TEI. 760- 633 -2000 FAX - 60- 633 - 2627 W5 S. Vulcan Avenue, Encinitas. California 92024 - 3633 TDD 7(i0 633 -2700 �� recycled paper
CITY OF ENCINITAS
APPLICANT SEC URI Y DEPOSIT RELEASE
Depositor Name � A r Vendor No.
Address: /% Phone N
State Zip
DEPOSIT DESCRIPTION:
L MEMO PROJECT NUMBER
2. RELEASED AMOUNT:
3. DEPOSIT BALANCE: $
Not
' /
AUTHORIZATION TO RELEASE: Project Coordinate r ate - Q�
Supervisor Date
Department Head Date
DEPOSIT BALANCE CONFIRMED: Finance Dept Date
GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT
LEDGER # (25 Characters limit)
101-0000-218.00-00 ------ Securi tY Deposit osit -
TOTAL $
I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT
JUST CHARGE AGAINST THE CITY OF ENCINITAS
PROCESSED BY
DEPARTMENTAL APPROVAL FINANCE
DATE OF REQUEST
DATE CHECK REQUIRED Next Warrant DATE
DEPRLSE.doc 8/19/98
ENGINEERING SERVICES DEPARTMENT
c ity of Capital Improvement Projects
Encinitas District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
November 7, 2000
James Edward Grant
Kimberly A. Grant
2514 La Golondrina St.
Carlsbad, CA 92009
Re: Tract 88 -183 (TM) "Wildflower Estates: Lot 7
Grading Application 6599GR
(Modify driveway @ 3434 Lilac Summit}
A.P.N. 264- 091 -30 -00
Permit issuance requirements
This letter shall serve to briefly summarize the Grading Permit process. Drawing 6599 -G has
been approved by the Director of Engineering Services, effective November 7, 2000, and will
remain valid for three years. In order to obtain a Grading Permit to construct per this Drawing,
you will need to satisfy the following requirements:
(1) Post a Security Deposit in the amount of $46,755.00 to guarantee performance of earthwork,
storm drainage, site retaining walls, surfacing, and erosion control. Up to eighty percent of the
amount may be in the form of a performance bond issued by a State of California licensed
surety company. Twenty percent has to be in the form of cash, certificates of deposit, a letter
of credit, or an assignment of account, any of which may be used for the full amount. Any
financial instrument's format is subject to approval.
Complete the Security Obligation Agreement.
(2) Pay a non - refundable Inspection Fee of $2,338.00 and a Flood Control Fee of $756.00
(3) Provide 4 blueline prints of the approved Drawing 6599 -G. Once a plan is approved, it
becomes public property and can be only released to the Engineer of Work for revisions or an
approved reprographics (i.e., blueprint) company for duplication.
(4) Provide the name, address, telephone number, and state license number of your construction
contractor.
(5) Provide a work schedule.
(6) Sign the Permit. Any authorized representative of the property owner may sign. Permits
typically expire no later than one year from the date of issuance.
Once the Grading Permit is issued, advance notice of 48 hours must be given prior to you or your
contractor scheduling the mandatory pre- construction conference. See Grading Note #9.
Construction changes, prepared by the Engineer of Work, should be submitted to the
Engineering Services Department as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to field implementation.
MM /dt/j sg /f: grading /grnew /gr65 99 i.doc 1
TEL 760-633-2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 � recycled paper
Received 9/ 8 /00 4:20PMJI ; GRANT GENERAL CONTRACIOR; flag'_ 2
Sent By: ADKAN ENGINEERS; 909 688 0599 Sep -8 -00 4:17PM; Pagk� 2/2-
ad i .ffl MMMqft in
l kez _ C IVIL E - SURVEYING • PLA
6 820 AIRPORT DRIVE, RIVERSIDE, CA 92504
TEL: (909) 688 -0241 - FAX: (909) 688 -0589
E -MAIL: adkanOearthlink.net
September 8, 2000
Mr. Alan D. Archibald
CITY F ENCINITAS
CITY ENGINEER
505 S. Vulcan Avenue
Encinit s, CA 92024
Regard ng: Lot 7, Tract No. 12882
Subject On -Site Hydrology
Dear M i . Archibald:
Please accept this letter as a. response to a request for a hydrology study on the above referenced lot. The
lot exist as a rough graded pad and the elevations and facilities, as proposed on the rough grading plan,
have bet n .field checked and verified. The drainage facilities, as constructed, are adequate for the
propo5cd residence, as that was the original intent for the lot. The only proposed grading, per this plan, is
the relocation of the driveway and precise grading, typical for residential construction.
Il is ass ed that the original study, prepared for the Project, was for the intended for residential use.
With that in mind, we arc of the opinion that the proposed plan submitted for lot 7 exceeds the original
intent fo the lot and that the facilities are adequate as constructed.
Thank -y u for your consideration. Please contact me if you have any questions or need any further
informa on.
Respect ally,
ad an
EA tG11 V1 7t S
K_ �
C ARl 'A LEACH, P.E-
Vice Pre ident
'' h x
No: C 2S .m F.
H
Mr. & Mrs. Grant
2514 La Golonrina St.
Carlsbad, CA 92009
Subject: Update Letter & Seismic Design Considerations
Proposed Single Family Dwelling
Lot No. 7 of Wildflower Estates
Olivenhain, California
Reference: 1.) "Preliminary Soils Investigation" prepared by North County Compaction
Engineering, Inc., stated July 8, 1996
2.) "Report of Certification of Compacted Fill Ground" prepared by North
County 'Compaction Engineering, Inc., dated May 6, 1997
3) "State%gent of Soil Liquefaction", Lot No.'s 1 through 22 of Wildflower
� , r -
Estates, prepared by North County Compaction Engineering, Inc. dated
August 24,'1998x„
Dear Mr. & Mrs Grant
Pei the request of Jo Beny, Project Architect, we have visited the subject protect for
e
purpose.of updating a above ieference' soil reports: `In addition we are providing herein soil
parameters for seisiniedesign considerations required by the 1997 Uniform Building Code.
Our site inspection of June 9, 2000 revealed the existing building pad and soils conditions
remain as presented in Reference No.2. Therefore, all foundations should be designed and
constructed in accordance' with Recommendation ` .'6B2 Foundations" of
Reference No. 1
Seismic Design Considerations (Soil Parameters)
A.) Soil Profile ° SD (Table 16 -J of the 1997 Uniform Building Code)
B.) Type `B' Fault (Rose Canyon)
f ;
C) Distance i p lan (California Department of Conservation, Division of Mines .
}.
and Geology [maps] in conjunction with Tables 16 -S and 6-T of the 1997 +
mf
La
Code
/A' rya' -^ l t > a d e' hr. y ay, .ac •� .t "} , tG k ' -
O
x
.rR
-gage
In summary, recommendation in above referenced soils reports should be considered valid and
additional information presented herein should be incorporated into the design and construction
phase of the subject project.
If you have any questions, please do not hesitate to contact us. This opportunity to be of service
is sincerely appreciated.
Respectfully submitted,
North County e?E R A / ��'�l
COMPACTION ENGINEERING, INC. FC�� Fy
No. 713
c� Z
w x 9/30 /Q1
O GQ'
Ronald K. Adams Dale R Re
President Registered Ci gh 3
Geotechnical Ef veer . 0713
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
PRELIMINARY SOILS INVESTIGATION
for
PROPOSED SINGLE FAMILY DWELLING
Lot No_ 7 of Wildflower Estates
Encinitas, California
Prepared for
Al Mayo
1772 Kettering
Irvine, CA 92714 -
July 8, 1996
Project-No. CE -5251
P.O. BOX 302002 • ESCONDIDO, CA 92030
(619) 480 -1116
r
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABLE, OF CONTENTS
Page
1. Purpose and Scope 1
2. Location and Description of Site 1
3. Field Investigation 1
4. Soil Conditions 2
5. Laboratory Soil Testing 2
6_ Recommendations and Conclusions 3
A. Grading 3
B. Foundations 5
C. Estimated Settlement 7
D. Slopes 8
E. Estimated Paving Section 8
E. Review of Grading Plan 9
7. Uncertainty and Limitation 9
APPENDIX
Appendix A: Exploration Legend & Unified Soil Classification Chart
Plate No_ One Test Pit Location Plan
Plate No. Two & Three Exploration Log
Plate No. Four Tabulation of Test Results
Appendix B: Recommended Grading Specifications
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 1
1. PURPOSE AND SCOPE
The purpose of the investigation was to determine if the site is,
suitable for the proposed single family dwelling.
The scope of the investigation was to:
A. Determine the physical properties and engineering
characteristics of the surface and subsurface soils.
B. Provide design information with regard to grading,
site preparation and foundation design of the pro-
posed structure(s).
2. LOCATION AND DESCRIPTION OF SITE
The site is located off Lilac Summit Drive in the City of
Encinitas, California and has been designated as Lot No. / of the
Wildflower Estates subdivision. 7
The 1.51 acre trapazoidal shaped lot is bordered by vacant
subdivision Lot #6 to the west, Lot #8 to the east., Lilac Summit
Drive to the south, and the subdivision boundry to the north.
Site topography consists of a moderate hillside sloping downhill to
the north and northwest. The total difference in elevation at the
property is approximately 72 feet and varies between elevation 330
feet (MSL) and 268 feet (MSL).
Vegetation consists of recently disced native grasses and brush.
Particles of fractured rock and rock outcroppings are apparent
throughout the site and adjacent properties.
An existing sewer easement parallel the north property line.
3. FIELD INVESTIGATION
The field investigation was performed on June 6, 1996 and included
an inspection of the site and the excavation of two exploratory
trenches with a backhoe to depths of 5 feet. Location of test pits
are shown on the attached Plate No. One, entitled "Test Pit
Location Plan ''.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -525
Page 2
As excavation proceeded, representative bulk samples were
collected. in dace natural densities and moisture contents w.7 re
determined at different depths in the excavations and are included
on Plate No. 's Two & Three. Subsequent to obtaining soil samples,
our exploratory excavations were backfilled.
4. SOIL CONDITIONS
Loose surfiCiai soils ((_-1, =iyey- gavels and clayey - sands) consisting
of plowed ground and alluvium were found to be 3 feet and 2.5 feet,
in depth in Test Pit No. 's 1 & 2, respectively. Underlying native
soils to depths explored were dense gravelly sands, and clayey -
sands succeeded by very hard bedrock with little or no fines. Hard
bedrock with little or no fines refused deeper exploration in Test
Pit No. 2 at 5 feet in depth.
Expansive soils possessing low to moderate swell potential were
encountered in both test pit excavations. The on -site calyey -sands
and clayey - gravels were found to have an expansion index of 40.
Groundwater was not encountered at the time of our investigation,
nor did caving of exploratory trenches occur.
5. LABORATORY SOIL TESTING
All laboratory tests were performed on typical soils in accordance
with accepted test methods of the American Society for Testing and
Materials (ASTM).
Tests conducted include:
A) Optimum Moisture & Maximum Density (D -1557)
B) Direct Shear (Remold) (D -3080)
C) Sieve Analysis (D -422)
D) Field Density & Moisture (D -1556)
E) Expansion Potential (UBC 29C)
Test results are tabulated on the attached Plate No.'s Two through
Four, entitled ''Exploration Log & Tabulation of Test Results ".
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 3
6. RECOMMENDATIONS AND CONCLUSIONS
"enera1
It is our understanding, wood frame construction with slab on grade
foundations are planned. Furthermore, a future pool may be
incorporated into the proposed residence.
In our opinion, the site is suitable for the proposed single family
residence. Recommendations contained in this report should be
incorporated in the planning, design and construction phase of the
subject project.
6A. Grading
General
it. is gilt liT1d it tnd1T "1g Cut /till 'art7lwi ConstruCtlOi1 W? 11 be
performed to create a level building pad to accommodate slab on
grade construction. Due to concerns with regard to the prevailing
expansive soil conditions in conjunction with the displacement of
oversize rock particles, our initial recommendation is the building
pad be graded to the point of rock demolition or lack of fill
-fines, then elevated and capped with a minimum of 48 inches of non -
expansive imports soils. The cap should be constructed under and a
mir:im:a.rn - 10 feet beyond the proposed building footprint. In our
opinion, the cap will be beneficial for the following reasons=
1). Reduce structural damage from the effects of
expansive soils.
2). Provide a uniform bearing cap, thus reducing
structural damage occurring from differential settlement.
3). Generate less oversize rock that will need to be
disposed of and reduce rock demolition.
4) . Provide uniform trenching for plumbing and foundation
excavations.
5). Increase the allowable soil bearing pressure.
All grading should be performed in accordance with the City of
Encinitas Grading Ordinance and the Recommendations /Specifications
presented in this report.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 4
Subsequent to site demolition, loose surficial top soils (plowed
ground and alluvium) , as indicated on the attached Plate No.'s Two
& Three, should be undercut or removed to firm native ground and
recompacted in accordance with the attached Appendix 'B' entitled,
"Recommended Grading Specifications ". Firm native ground may be
determined as undisturbed soil having an insitu density of greater
than 90 per -cent of maximum dry density. We should be contacted to
document firm native ground is exposed and properly prepared prior
to filling.
Prior to constructing fill slopes, shear keys should be excavated
a minimum of 2 feet into firm native ground, inclined back into
slope and have a minimum width of 10 feet. We should be contacted
to document keyways were properly constructed prior to placing
fill.
Natural terrain steeper than an inclination of 5:1 (horizontal to
vertical units) , should be benched (stair- stepped) to provide
stable bedding for subsequent fill. Sizing of benches should be
determined by the soils engineer or his representative during
grading.
All fill soils generated from earthwork construction should be
Placed in conformance with the attached Appendix, 'B' entitled,
''Recommended Grading Specifications ".
Oversized rock particles with a diameter greater than 12 inches
should be sorted out of structural fill material and disposed of in
special non - structural fill areas designated by the soils engineer
or his representative at the time of grading. Oversized rock
Particles should be mixed with a substantial amount of fines, well
watered and mechanically compacted to minimize the probability of
subsidence. No rock should be nested, nor particles of rock greater
than 36 inches in diameter be utilized in non - structural fills.
Particles of rock greater than 36 inches should be hauled off -site
and /or used above grade for landscape purposes. All non - structural
fill placement should be supervised by the soils engineer or his
representative. No structure should be built within 15 feet of any
designated non - structural area.
Soils to be imported should be non- expansive (less than 2% swell)
And granular by nature, having strength parameters to adequately
support the proposed loads. We should be contacted to inspect
and /or test imported soils prior to hauling them on -site to assure
they will be suitable for the proposed construction.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 5
In the event it is decided to construct a non - expansive bearing
cap, the contact between the cap and the native clay soils should
be graded to drain a minimum of 2 percent fall to daylight. In our
opinion, this will reduce the probability of water build up and /or
becoming trapped between permeable sandy material and an imperm-
eable clayey material. In the event 2 percent fall cannot be
achieved, subdrains may be required to provide a well- drained cap.
We should be contacted to inspect drainage and /or drains prior to
placing and compacting cap materials.
In the event a non - expansive bearing cap is not constructed, it is
highly probable the proposed structure will be traversed by a
transition from cut to fill. Therefore, to reduce structural
damage occurring from foundations bearing on two different soils
types, the following measure should be employed.
It is recommended the cut side of the transitional areas be removed
to a depth of 1 foot below the bottom of the deepest proposed
footing and brought back to grade with properly compacted fill.
This will allow the proposed structure to bear entirely on a
compacted fill mat, thus reducing the probability of differential
settlement. The removal area should extend under a minimum of 10
feet beyond the proposed dwelling.
Thought should be given to the depth and location of the future
pool. It is recommended during grading operations (when larger
equipment is available) the pool pad be over- excavated to a depth
of 1 foot below the pool bottom and brought back to grade with
compacted fill soil. This will allow easy excavation during
construction of the pool. Pool decks, hardscape, etc. should be
capped with a minimum of 2 feet of non - expansive soil. The pool
will most likely protrude into on -site expansive soils and should
be designed accordingly.
6B. Foundations
General
In the event the building area is capped with non - expansive
imported soils and in accordance with the aforementioned grading
recommendations, the following foundation design criteria may be
utilized.
N ORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 6
For One -Story Construction:
Continuous footings having a minimum width of 12 inches and founded
a minimum depth of 12 inches below lowest adjacent grade will have
an estimated allowable soil bearing pressure of 2000 lbs. per
square foot.
For Two -Story Construction:
Continuous footings should have a minimum width of 15 inches and be
founded a minimum depth of 18 inches below lowest adjacent grade.
Isolated square footings having a diameter of 18 inches and founded
a minimum depth of 18 inches below lowest adjacent grade will have
an estimated allowable soil bearing pressure of 2000 pounds per
square foot.
All continuous footings are to be reinforced with one #4 bar top
and bottom. Steel should be positioned 3 inches above bottom of
footing and 3 inches below top of footing. In the event structures
will be founded on fill soils in excess of 15 feet in depth, steel
should be increased to a minimum of one #5 bar top and bottom
and /or per the recommendation of the project structural engineer.
Slabs should be a minimum of 4 inches thick and reinforced with #3
bars on 18 inch centers (both ways). Steel should be positioned at
mid height of slab thickness.
Slab underlayment should consist of 4 inches of washed concrete
sand with a visqueen moisture barrier positioned at mid -point of
sand (2 inches sand, visqueen, 2 inches sand). Sand should be
tested in accord -ante with ASTM D -2419 to insure a minimum sand
equivalent of 30.
6B2) Foundations (First Alternative)
General_
-�
In the event it is decided not to construct a non- expansive bearing
cap, the following recommendations should be employed with regard
to low to moderate expansive soils to reduce the probability of
structural damage occurring from excessive foundation and subgrade
movement.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 7
Continuous footings having a minimum width of 12 inches and founded
a minimum of 24 inches below lowest adjacent grade will have an
allowable soils bearing pressure of 1500 pounds per square foot.
All continuous footings are to be founded a minimum of 24 inches
below lowest adjacent grade and reinforced with one #5 bar top and
bottom. Steel should be positioned 3 inches above bottom of footing
and 3 inches below top of footing.
Interior slabs should be a minimum of 4 inches thick and reinforced
with #3 bars on 18 inch centers both ways. Steel should be
Positioned at mid - height of slab thickness.
Slab underlayment should consist of visqueen installed within a 4
inch sand barrier (2 inches sand, visqueen, 2 inches sand). Sand
should be tested in accordance with ASTM D -2419 to insure a minimum
sand equivalent of 30.
Clayey soils should not be allowed to dry prior to placing
concrete. They should be watered to insure they are kept in a very
moist condition or at a moisture content exceeding optimum moisture
content by a minimum of 5%,
6B3) Post - Tension Slab & Foundation (Second Alternative)
An alternate construction method to the above expansive soils
recommendations would be to have the slab designed as a post-
tension concrete system. The design should be performed by a
licensed engineer engaged in this type of design and who has a
minimum of 5 years experience. A post - tension design may prove to
be cost - effective.
Continuous footings having a minimum width of 12 inches and founded
a minimum of 24 inches below lowest adjacent grade will have an
allowable bearing pressure of 1500 pounds per square foot.
Prior to placing concrete, clayey subgrade soils should be watered
to insure they are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum of 5 %.
6C. Estimated Settlement
Preliminary consolidation tests performed randomly on neighboring
lots within the subdivisionon indicate that total and /or
differential settlement should be within tollerable limits.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 8
However, due to uncertainties with regard to the proposed fill
depth and settlement characteristics of soils to be imported,
settlement of fill soils cannot be accurately calculated at this
time. Therefore, upon further consolidation testing of soils to be
imported, our firm will determine estimated settlement and whether
or not a settlement monitoring program will be required upon
completion of grading.
6D_ Slopes
Cut and compacted fill slopes constructed to maximum heights of 25
feet with minimum slope ratios of 2:1 (horizontal to vertical
units) will be stable with relation to deep seated failure,
Provided they are properly maintained. During grading, positive
drainage away from top of slopes should be provided. Subsequent to
completion of grading, slopes should be planted, as soon as
Possible, with light groundcover indigenous to the area.
It should be noted, out of slope slip planes are common to the
area. Although potential slip planes were not encountered during
our investigation, further inspection of cut slopes during grading
will be warranted to assure adverse slope bedding planes do not
exist. (Clay seems comprised of slicken sided siltstone or clay
stone)
6E_ Estimated Paving Section
Structural section for asphaltic paving for the proposed driveways
and parking area are based on an estimated subgrade R -value of 10.
The following section is provided for bid purposes only. Actual
sections should be determined subsequent to completion of grading
operations.
Assumed Traffic Index = 4.5
(Light Vehicular Traffic)
3 inches of asphaltic paving on
8 inches of Class II base on
8 inches of recompacted native subgrade.
All materials and construction for asphaltic paving and base should
conform to the Standard Specifications of the State of California
Business and Transportation Agency, Department of Transportation,
Sections 39 and 26, respectively. All materials should be compacted
to a minimum of ninety -five percent (95 %).
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
July 8, 1996
Project No. CE -5251
Page 9
6F. Review of Grading Plan
Approved site and grading plans were not available at the time of
our investigation. Therefore, upon their completion, we would like
to review them to assure compliance with the recommendations
presented in this report.
7. UNCERTAINTY AND LIMITATION
Surface and subsurface soils are assumed to be uniform. Therefore,
should soils encountered during construction differ from those
presented in this report, we should be contacted to provide their
engineering properties.
It is the responsibility of the owner and contractor to carry out
recommendations set forth in this report.
During our investigation of the subject site, evidence of faulting
was not encountered. Subsequent to review of available geologic
literature, we feel any faulting in the vicinity of the site may be
classified as inactive. However, it should be noted that San Diego
County is located in a high seismic area with regard to earthquake.
Earthquake proof projects are economically unfeasible. Therefore,
damage as a result of earthquake is probable and we assume no
liability.
We assume the on -site safety of our personnel only. We cannot
assume liability of personnel other than our own. It is the
responsibility of the owner and contractor to insure construction
operations are conducted in a safe manner and in conformance with
regulations governed by CAL -OSHA and /or local agencies.
Should you have any questions, please do not he to contact
US. This opportunity to be of service is si 0��$j� iated.
Respectfully submitted �Q.flG ERRS F�
North County czi
COMPACTION ENGINEERING, INC. w N .G E713
Ronald K. Adams Dale R. e \G��2
President Register 19393
Geotechnic 000713
RKA: kla
cc: (3) submitted
• 1
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
I. COARSE GRAINED: More than
half of material is larucr than
No. 200 sieve size.
GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel -sand
More than half of coarse fraction mixtures, little or no fines.
is larger than No. 4 sieve size, but
smaller than 3 ". GP Poorly graded gravels, gravel sand
mixtures, little or no fines.
GRAVELS WITH FINES GM Silty gravels, poorly graded gravel -
(Appreciable amount of fines) sand -silt mixtures.
GC Clayey gravels, poorly graded
gravel -sand, clay mixtures.
SANDS CLEAN SANDS SW Well graded sand, gravely sands,
More than half of coarse fraction little or no fines.
is smaller than No. 4 sieve size. SP Poorly graded sands, gravely sands,
little or no fines.
SANDS WITH FINES SM Silty sands, poorly graded sand and
(appreciable amount of fines) silt mixtures.
SC Clayey sands, poorly graded sand
and clay mixtures.
II. FINE GRAINED: More than half
of material is smaller than No.200
sieve size.
SILTS AND CLAYS ML Inorganic silts and very fine sands,
rock flour, sandy silt or clayey -
silt- sand mixtures with slight
plasticity.
Liquid Limit CL Inorganic clays of low to medium
less than 50 plasticity, gravely clays, lean clays.
OL Organic silts and organic silty clays
of low plasticity.
SILTS AND CLAYS MH Inorganic silts, micaceous or
diatomaceous find sandy or silty
soils, elastic silts.
Liquid Limit CH Inorganic clays of high plasticity,
greater than 50 fat clays.
OH Organic clays of medium to high
plasticity.
HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
US - Undisturbed, driven ring sample or tube sample
CK - Undisturbed chunk sample
BG - Bulk sample
V - Water level at time of excavation or as indicated
APPENDIX `A'
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING & INSPECTION SERVICES
TEST PIT LOCATION PLAN
PROPOSED SINGLE FAMILY DWELLING
Lot #7 of Wildflower Estates
Encinitas, California
— _Sewer Easement G
Approx. Scale
50t
(LOT #6)
(LOT #7)
(LOT #8)
r 1 P Test Pit
Lilac Summit Road
PROJECT NO. CE -5251 PLATE NO. ONE
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING & 1NSPECIION SERVICES
EXPLORATION LOG
PROJECT NAME LOT #7 WILDFLOWER ESTATES DATE LOGGED 06/06/96
ELEVATION 318 MSL TEST PIT NO. ONE
0 0
° a -
0 - Description & Remarks
a E o
s E
cn o d U
o � m
SC BROWN, DRY, LOOSE, SILTY- CLAYEY-
SAND WITH ROCK FRACTURES.
1_ (PLOWED GROUND /ALLUVIUM)
2- (12" DIAMETER ROCK PARTICLES)
BG 30.5 2.5
3 GP GRAY, DRY, VERY DENSE SILT-SAND-
GRAVEL MIXTURE.
4- I (NATIVE) (BEDROCK WITH LITTLE FINES)
I i
BOTTOM OF TEST PIT.
I
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PROJECT NO. CE -5251 PLATE NO. TWO
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING & INSPECTION SERVICES
EXPLORATION LOG
PROJECT NAME LOT #7, WILDFLOWER ESTATES DATE LOGGED 06/06/96
ELEVATION 274 MSL TEST PIT NO. TWO CD
O --
a a � o ° -
�, � o - Description & Remarks
t n c � ° . ° > cn
a E o Cu a
0 4 E U
BG 35.3 6" GC GRAY BROWN, DRY, LOOSE, CLAYEY -
GRAVEL.
1- (PLOWED GROUND)
(24" DIAMETER ROCK PARTICLES)
2-
GP GRAY, DRY, VERY DENSE, SILT -SAND-
3- GRAVEL MIXTURES.
(WEATHERED)
(NATIVE)
4-
(24" DIAMETER ROCK PARTICLES)
5-
BOTTOM OF TEST PIT.
(BACKHOE REFUSAL- VERY
DENSE BEDROCK WITH LITTLE
OR NO FINES.)
PROJECT NO. CE -5251 PLATE NO. THREE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAB ION OF TEST RESU
OPTIMUM MOISTURE /MAXIMUM DENSITY
SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPTIMUM MOISTURE
(lb /cu. ft. ) (% dry wt)
Brown Silty- Clayey-
Sand with Gravel P1 @ 2.5' 132.0 10.0
EXPANSION POTENTIAL
SAMPLE NO. P1 @ 2.5'
CONDITION Remold 90%
INITIAL MOISTURE ( %) 9.6
AIR DRY MOISTURE ( %) 5.1
FINAL MOISTURE ( %) 17.0
FINAL DRY DENSITY (pcf ) 118.8
LOAD (psf) 150
SWELL ( %) 4.0
EXPANSION INDEX 40
DIRECT SHEAR
SAMPLE N0. Pl @ 2.5'
CONDITION Remold 90%
ANGLE INTERNAL FRICTION 26
COHESION INTERCEPT (PCF ) 310
PROJECT NO. CE -5251
PLATE N0. FOUR
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
RECOMMENDED GRADING SPECIFICATIONS
(General Provisions)
1. INTENT
The intent of these specifications is to provide general procedures
in accordance with current standard practices regarding clearing,
compacting natural ground, preparing areas to receive fill and
placing and compacting of fill soil to the lines, grades and slopes
delineated on the project plans. Recommendations set forth in the
attached "Preliminary Soils Investigation" report and /or special
provisions are a part of the "Recommended Grading Specifications"
and shall supersede the provisions contained hereinafter in the
case of conflict.
2. INSPECTION & TESTING
A qualified soils engineer shall be employed to inspect and test
the earthwork in accordance with these specifications and the
accepted plans. It will be necessary that the soils engineer or
his representative be allowed to provide adequate inspection so
that he may certify that the work was or was not accomplished as
specified or indicated. It shall be the responsibility of the con-
tractor to assist the soils engineer and to keep him appraised of
work schedules, changes, new information and dates, and new unfore-
seen soils conditions so that he may make these certifications.
If substandard conditions (questionable soils, adverse weather,
poor moisture control, inadequate compaction, etc.) are encount-
ered, the soils engineer will be empowered to either stop con-
struction until conditions are remedied or recommend rejection of
the work.
Soil tests used to determine the degree of compaction will be
performed in accordance with the following American Society for
Testing and Materials (ASTM) test methods:
• Maximum Density & Optimum Moisture Content - ASTM D- 1557 -78
• Density of Soil In -Place - ASTM D -1556 or ASTM D- 2922 & 3017
3. MATERIALS
Those soils used as fill will have a minimum of 50% passing a #4
sieve. They will be free of vegetable matter or other deleterious
substances and contain no rock over 12 inches in size. Should
unsuitable material be encountered, the soils engineer will be
contacted to provide recommendations.
APPENDIX 'B'
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
4_ PLACING AND SPREADING OF FILL
The selected fill material shall be placed in layers which when
compacted will not exceed 6 inches in thickness.
Each layer shall be spread evenly and shall be thoroughly blade
mixed during the spreading to insure uniformity of material in each
layer.
When the moisture content of the fill material is below that recom-
mended by the soils engineer, water shall then be added until the
moisture content is as specified to assure thorough bonding during
the compacting process.
When the moisture content of the fill material is above that recom-
mended by the soils engineer, the fill material shall be aerated by
blading or other satisfactory methods until the moisture content is
as specified.
5. COMPACTION
After each layer has been placed, mixed and spread evenly, it shall
be thoroughly compacted to not less than ninety percent (90 %)
relative compaction. Compaction shall be by sheepsfoot rollers,
multiplewheel pneumatic tired rollers or other types of rollers.
Rolling shall be accomplished while the fill material is at the
specified moisture content. Rolling of each layer shall be con-
tinuous over its entire area and the roller shall make sufficient
trips to insure that the desired density has been obtained.
The fill operation shall be continued in 6 inch compacted layers,
or as specified above, until the fill has been brought to the
finished slopes and grades shown on the project plans.
6. WALL BACKFILL
Backfill soil should consist of nonexpansive sand. Compaction
should be achieved with light hand -held pneumatic tampers to avoid
over compaction and hence cause structural damage. Wall Backfill
should be compacted to a minimum of ninety percent (90 %) of maximum
density.
7. TRENCH BACKFILL
All trench Backfill located within structural areas should be
compacted to a minimum of ninety percent (90 %) of maximum density.
APPENDIX 'B'