2002-7744 G ,,ENGINEERING SER VICES DE
F CityO
�
Y initas Capital Improvement Projects
`.
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
May 18, 2005
Attn: INSCO Insurance Services, Inc
17780 Fitch
Suite 200
Irvine, California 92614
RE: Gunness, Robert and Carol
3839 Megan Lane
APN 264-222-04
Grading Permit 7744-G
Final release of security
Pen-nit 7744-G authorized earthwork, stone drainage, single driveway, and erosion
control, all needed to build the described project. The Field Operations Division has
approved the project. Therefore, a full release of the security deposit is merited.
Performance Bond 8287985, in the remaining amount of$7,032.00 will be released
in entirety. The original bond amount was $28,128.00. 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,
L/
Masih Maher y Lembach
Senior Civil Engineer Finance Manager
Field Operations Financial Services
CC Jay Lembach,Finance Manager
Gunness,Robert and Carol
Debra Geishart
File
TF.I. 760-633-2600) / FAX 760-633-2627 505 S. Vulcan Avenue. I ncinitas. California 9202a-36.; I IM -(,!)-6,53-1700 � recycled paper
CZtyOf'ENGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
May 3, 2004
Attn: INSCO Insurance Services, Inc
17780 Fitch
Suite 200
Irvine, California 92614
RE: Gunness, Robert and Carol
3839 Megan Lane
APN 264-222-04
Grading Permit 7744-G
Partial release of security
Permit 7744-G authorized earthwork, storm drainage, single driveway, and erosion
control, all needed to build the described project. The Field Operations Division has
approved the rough grading. Therefore, a reduction in the security deposit is merited.
Performance Bond 8287985, in the amount of$28,128.00, may be reduced by 75%
to $7,032.00. The document original will be kept until such time it is fully exonerated.
The retention and a separate assignment guarantee completion of finish grading.
Should you have any questions or concerns, please contact Debra Geishart at(760) 633-
2779 or in writing, attention this Department.
Sincerely,
• Masih Maher ',JLL y Lembach
Senior Civil Engineer L finance Manager
Field Operations Financial Services
CC Jay Lembach,Finance Manager
Gunness,Robert and Carol
Debra Geishart
File
TEL 760-633-2600 l FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
• Civil Engineering
• Land Planning
• Structural
•
Surveying
November 27, 2002 .` �%'`�
1 �
City of Encinitas ,:
Engineering Department `, �✓ �' ^f
RE: HYDROLOGY EVALUATION—THE MOEBIU RE NCE
PARCEL 1 OF P.M. 14459 —DUSTY TRAIL AND EGAN LANE
A.P.N. 264-222-04
This lot is an existing lot from Parcel Map 14459 and received prior approval for a
clearing/grubbing permit under Drawing No. 7134-G. The new owners of this property
are proposing a single-family residence in substantial conformance to the area delineated
on the aforementioned plan. Based on many site visits and review of the actual drainage
in this area, it is our opinion that the majority of drainage entering this lot is directed
towards the large drainage channel in the Open Space and does not affect the main pad
and residence area of the proposed grading plan.
Therefore, the only drainage affecting this residence is the pad itself, which is
approximately 0.5 acres. Based on the County of San Diego Design and Procedure
Manual and assuming rural single family residential conditions, we would conservatively
predict no more than 2.0 cfs in a 100-year storm.
It is our professional opinion that typical drainage devises utilized for single family
residential construction, i.e., brow ditches, sheet flow, swales, berms and area drains will
be adequate to handle the anticipated drainage for the actual pad for this site. Ultimately,
the overall drainage for this lot will be routed to a drainage ditch to be in conformance to
"SUSMP" requirements.
As Engineer of Work for this residential grading plan, we respectively request your
acceptance of this hydrology evaluation. Should you have any questions or comments,
please feel ee to contact this office or respond, as such, with plan check comments.
Since, ly, �QPOFESS�p��
LO AN ENGINE NG ��Q Jca�AS E• p ��y
o X92
/ w C 39726 R,
m
/j *
Exp. 12-31-05
ouglas E. Logan, R.C.E. 39726 `r�q� CIVIL P��P
Principal FOF CAL\F�
Office: 1635 S. Rancho Santa Fe Road, #209 • San Marcos
Mailing: 132 N. El Camino Real, PMB-N • Encinitas, CA 92024
Phone 760-510-3152 • Fax 760-510-3153
Email: dlogan @connect net,com
C E J `", E
EAST COUNTY SOIL CONSULTATI 3
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE 441! k!AR LJJ4 �---1
SANTEE, CALIFORNIA 92071
619 258-7901 E�NC ^EEiiiG n cS
FAX 619 258-7902 Ci?Y OF ENCi%,7AS
Mr. Robert C. Gunness 17, 200-2o3
5740 Fleet Street, Suite 100 Project No. 02-1148133(A)
Carlsbad, California 92008
Subject: Limited Site Investigation Update
Proposed Single Family Residence
3839 Megan Lane, APN 264-220-82
City of Encinitas, California
Reference: "Limited Site Investigation, Proposed Single Family Residence, 3839
Megan Lane, APN 264-220-82, City of Encinitas, California", Project No.
02-1148133, Prepared by East County Soil Consultation and Engineering,
Inc., Dated 040cer October 17, 2002.
Dear Mr. Gunness:
In accordance with your request, we have reviewed the referenced soil report and visited
the subject site on November 13, 200').
Site conditions were found as described in the referenced limited site investigation report.
Therefore, the recommendations provided for the proposed single family residence are
still valid.
If we can be of further assistance, please do not hesitate to contact our office.
Respectfully submitted,
QPOFESS11
0 ou s. o lF
c� No.0054071 rn
Exp-
�k
Mamadou Saliou Diallo, P.E.
RCE 54071
MSD/md
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 Hartley Road, Suite I
Santee, California 92071
(619) 258-7901
Fax 258-7902
Mr . Robert C . Gunness October 17, 2002
5740 Fleet Street, Suite 100 Project No . 02-114883
Carlsbad, California 92008
Subject : Limited Site Investigation
Proposed Single Family Residence
3839 Megan Lane, APN 264-220-82
City of Encinitas, California
Dear Mr . Gunness :
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site. The
investigation was undertaken to provide the soil engineering
criteria and recommend an appropriate foundation system for the
proposed residential development .
Our investigation found that the site is underlain by topsoil and
colluvium to a depth of approximately 2 . 0 feet within the limits
of the proposed construction. Dense rocks of the Santiago Peak
Volcanics were underlying the colluvial soils .
It is our opinion that the construction of the proposed residence
is feasible provided the recommendations herein are implemented
during construction.
Respectfully submitted, Q�C ESS
�Oou S.
CD No.CO54071 r^
M
d Exp.iz-j�-��
r
c1W.
Mamadou Saliou Diallo, P . E. �4FCA���
RCE 54071
MSD/jm
GUNNESS PROJECT NO. 02-1148B3
INTRODUCTION
This is to present the findings and conclusions of a soil
investigation for the proposed single family residence to be
located on the west side of Megan Lane, in the City of Encinitas,
California .
The objectives of the investigation were to evaluate the existing
soils conditions and provide recommendations for the proposed
construction.
In order to accomplish these objectives, four exploratory trenches
were excavated to a maximum depth of 4 . 5 feet; undisturbed and
loose bag samples were obtained, and laboratory tests were
performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located on the west side of Megan Lane, in the
City of Encinitas, California . The property slopes gradually to
the southwest . A residential development was observed to the east
and south, and a vacant land to the west . The proposed
construction consists of a single-family residence . It is our
understanding that the house will be one-story and founded on
continuous footings with a slab-on-grade floor.
FIELD INVESTIGATION
On May 30, 2002 , four exploratory trenches were excavated to a
depth of approximately 4 . 5 feet with a John Deere backhoe. The
approximate locations of the trenches are shown on the attached
Plate No . 1, entitled "Location of Exploratory Trenches" . A
continuous log of the soils encountered was recorded at the time
of excavation and is shown on the attached Plates No . 2 and 3
entitled "Summary Sheet" .
The soils were visually and texturally classified according to the
filed identification procedures set forth on the attached Plate
No. 4 entitled "Uniform Soil Classification Chart" .
SUBGRADE CONDITIONS
Topsoil and colluvium were encountered to a depth of approximately
2 . 0 feet . The topsoil extending to a maximum depth of one foot
consisted of loose silty sand with rootlets . The colluvium was
made of sandy clay/clayey sand with a soft/loose consistency.
2
i
GUNNESS PROJECT NO. 02-I148B3
Dense rocks of the Santiago Peak Volcanics were underlying the
colluvium.
EXPANSIVE SOILS
Expansion index tests were performed on select samples of the
colluvium to determine volumetric change characteristics with
change in moisture content . Expansion indexes of 2 and 50 were
obtained indicating a very low to low potential for expansion.
GROUNDWATER
No groundwater was encountered during the course of our
investigation. The site is approximately 400 feet above mean sea
level . We do not expect groundwater to affect the proposed
development . However, oversaturated ground conditions at shallow
depths may develop due to heavy precipitations, landscape
watering, leaking water lines or unforeseen causes . Mitigative
measures are discussed in the drainage section of this report .
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence of the Rose Canyon Fault Zone
approximately 12 Km to the west . Ground shaking from this fault or
one of the major active faults in the region is the most likely
happening to affect the site . With respect to this hazard, the
site is comparable to others in the general area . The proposed
residence should be designed in accordance with seismic design
requirements of the 1997 Uniform Building Code or the Structural
Engineers Association of California using the following seismic
design parameters :
PARAMETER VALUE UBC REFERENCE
Seismic Zone Factor, Z 0.40 Table 16-I
Soil Profile Type Sp Table 16-J
Seismic Coefficient, Ca 0.44 Table 16-Q
Seismic Coefficient, Cv 0.64 Table 16-R
Near-Source Factor, Na 1.0 Table 16-S
Near-Source Factor, Nv 1.0 Table 16-T
Seismic Source B Table 16-U
Based on the absence of shallow groundwater, type and consistency
of the bedrock materials (Santiago Peak Volcanics) , it is our
opinion that the potential for liquefaction is very low.
3
GUNNESS PROJECT NO. 02-1148B3
CONCLUSION AND RECOMMENDATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation . This includes visual inspection; field
investigation; laboratory testing and our general knowledge of the
soils native to the site . The site is suitable for the proposed
development provided the recommendations set forth are implemented
during construction.
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, e . g . the
removal of brush, vegetation and topsoil . All colluvium under the
house pad should be removed and recompacted to a minimum of 90
percent relative compaction while maintaining a moisture content 2
to 3 percent over optimum. The grading plan prepared by Logan
Engineering indicates a transition between cut and fill on the
house pad. Therefore, to minimize differential settlement, we
recommend a minimum of 3 feet of a fill blanket on the house pad.
The overexcavation should extend at least 5 feet beyond perimeter
footings . Heavy ripping and/or blasting may be required. The fill
soils should be moisture conditioned 2 to 3 percent over optimum,
placed in thin lifts and compacted to a minimum of 90 percent
relative compaction. The actual depth and extent of removal should
be evaluated in the field at the time of excavation by a
representative of this firm. Grading should be done in accordance
with the attached Appendix A. An alternative to the overexcavation
and recompaction process is to extend the footings to the Santiago
Peak Volcanics .
FOUNDATION AND SLAB
a . Conventional continuous and spread footings are suitable for
the proposed house. Continuous footings should extend a minimum of
12 inches for the one-story structure into the compacted fill soil
or the Santiago Peak Volcanics . The footings should be at least 12
inches in width and reinforced with two #5 steel bars; one bar
placed near the top of the footings and the other bar placed near
the bottom of the footings .
b. Concrete floor slabs should be a minimum 4 inches thick.
Reinforcement should consist of #3 bars placed at 18 inches on
center each way. Slab reinforcement should be placed within the
middle third of the slab by supporting the steel on chairs or
concrete blocks "dobies" . The slab should be underlain by 2 inches
of clean sand over a 10-mil visqueen moisture barrier . The effect
4
i
GUNNESS PROJECT NO. 02-1148B3
of concrete shrinkage will result in cracks in virtually all
concrete slabs . To reduce the extent of shrinkage, the concrete
should be placed at a maximum of 4-inch slump . The minimum steel
recommended is not intended to prevent shrinkage cracks .
C . Where moisture sensitive floor coverings are anticipated over
the slab, the 10-mil plastic moisture barrier should be underlain
by a capillary break at least 4 inches thick, consisting of sand,
gravel or 3/4 inch crushed rock with no more than 5 percent
passing the No . 200 sieve .
d. An allowable soil bearing value of 1500 pounds per square foot
may be used for the design of continuous and spread footings
founded a minimum of 12 inches into the compacted fill soils .
This value may be increased by 20 percent for each additional foot
of depth to a maximum value of 4500 lb/ft2 as set forth in the
1997 edition of the Uniform Building Code, Table No. 18-1-A. If
footings are founded in competent bedrock (Santiago Peak
Volcanics) an allowable soil bearing value of 2500 psf may be
used.
SETTLEMENT
Settlement of compacted fill soils is normal and should be
anticipated. Because of the minor thickness of the fill soils
under the proposed footings, and the light building loads,
settlement should be within acceptable limits .
DRAINAGE
Adequate measures shall be undertaken to properly drain the site
after the structure and other improvements are in place, such that
the drainage water within the site and adjacent properties is
directed away from the foundations via surface swales and
subsurface drains towards the natural drainage for this area.
Proper surface and subsurface drainage will be required to
minimize the potential of water seeking the level of the bearing
soils under the foundations, which may otherwise result in
undermining and differential settlement of the structure and other
improvements .
5
i
GUNNESS PROJECT NO. 02-I148B3
LIMITATIONS OF INVESTIGATION
The recommendations in this report pertain only to the site
investigated and based upon the assumption that the soil
conditions do not deviate from those disclosed in the trenches . If
any variations or undesirable conditions are encountered during
construction, or if the proposed construction will significantly
differ from that planned at the present time, East County Soil
Consultation and Engineering, Inc. should be notified so that
supplemental recommendations can be made.
Plates No . 1 through 4 , Pages L-1 through L-3, References and
Appendix A are parts of this report .
Respectfully submitted,
PpFESSIp,
Q�QQP'0OU S.
Z3
No-0054071 M
d EXP. 1Z 3-01
1k aQ.
,9 CI14 1�1�Q, \
Mamadou Saliou Diallo, P . E .
RCE 54071
MSD/jm
6
Tv
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC. _
10925 HARTLEY RD.,SUITE 1,SANTEE.CA 92071
(619)258-7901 Fax(619)258-7902
GUNNESS PROJECT NO. 02-11.18B3
PLATE NO. 2
SUMMARY SHEET NO. 1
TRENCH NO. 1
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose, silty
sand, rootlets
0 . 6' COLLUVIUM (Qal)
red brown, dry, loose 118 . 0 3 . 8
clayey sand
2 . 0 SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
3 . 0' bottom of trench, refusal, trench backfilled 05-30-02
--------------------------------------------------------------
TRENCH NO. 2
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose
silty sand, rootlets
1 . 0' COLLUVIUM (Qal)
red brown, moist, soft, sandy clay (CL) 9 . 1
1 . 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
2 . 5' bottom of trench, refusal, trench backfilled 05-30-02
--------------------------------------------------------------
7
GUNNESS PROJECT NO. 02-1148B3
PLATE NO. 3
SUMMARY SHEET NO. 1
TRENCH NO. 3
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose, silty sand,
rootlets
1 . 0' COLLUVIUM (Qal)
medium brown, moist, medium dense
clayey sand
2 . 0' gray brown, moist, stiff, 113 . 8 13 . 6
sandy clay
3 . 0' gray brown, moist, stiff, 114 . 0 11 . 7
sandy clay
3 . 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
4 . 5' bottom of trench, trench backfilled on 05-30-02
TRENCH NO. 4
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose, silty sand,
rootlets
0 . 5' COLLUVIUM (Qal)
tan brown, dry, loose, clayey sand
1 . 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
3 . 5' bottom of trench, trench backfilled on 05-30-02
8
MAJOR DIVISIONS SYMBOL DESCRIPTION
Gw WELL GRADED GRAVELS OR GRAVEL-SAND
MIXTURES,LITTLE OR NO FINES
GRAVELS GP
(MORE THAN 'A POORLY GRADED GRAVELS OR GRAVEL-SAND
OF COARSE MIXTURES,LITTLE OR NO FINES
FRACTION GNI
>NO.4 SIEVE SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES
COARSE SIZE) GC
GRAINED SOILS CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES
(MORE THAN %OF SOIL> Sw
NO.200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES
SANDS SP
(MORE THAN '/: POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE LITTLE OR NO FINES
FRACTION S1I
<NO.4 SIEVE SILTY SANDS,SILT-SAND MIXTURES
SIZE)
SC CLAYEY SANDS,SAND-CLAY MIXTURES
NIL INORGANIC SILTS AND VERY FINE SANDS,ROCK
FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS & SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,
<50 SILTY CLAYS,LEAN CLAYS
FINE GRAINED OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF
SOILS LOW PLASTICITY
(MORE THAN ''A OF SOIL<
NO.200 SIEVE SIZE) MH INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS
SILTS & FINE SANDY OR SILTY SOILS,ELASTIC SILTS
CLAYS CH
LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY,FAT
50 CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTY CLAYS,ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM)
CLASSIFICATION RANGE OF GRAIN SIZES
U.S.STANDARD I GRAIN SIZE IN K
SIEVE SIZE MILLINIETERS ac
BOULDERS Above 12 Inches I Above 305
COBBLES 1 12 Inches To 3 Inches 1 305 To 76.2
GRAVEL 3 Inches to No.4 76.2 to 4.76 = s°
Coarse 3 Inches to'/.Inch I 76.2 to 19 1 = I I c l
Fine '/.Inch to No.4 19.1 to 4.76
SAND No.4 to No.200 4.76 to 0.074
Coarse No.4 to No. 10 4.76 to 2.00 ,o
Medium No. 10 to No.40 2.00 to 0.420 uicL=T'inw 1 �uc�
Fine No.40 to No.200 0.420 to 0.074 ° a ila zo io .a w a° �o a° s° �°o
SILT AND CLAY I Below No.200 I Below 0.074 uouto uwr (ti).
GRAIN SIZE CHART PLASTICITY CHART
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE "I" BROWN PROJECT
SANTEE, CALIFORNIA 92071 PROJECT NO. 02-1148B3
PLATE NO. 4
U.S.C.S. SOIL CLASSIFICATION
GUNNESS PROJECT NO. 02-1148B3
PAGE L-1
LABORATORY TEST RESULTS
RESULTS OF MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE (ASTM D1557)
The maximum dry densities and optimum moisture contents of the fill materials as determined by
ASTM D1557-91, Procedure A and B which uses 25 blows of a 10 pound slide hammer falling
from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot
compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling
from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot
compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
DRY DENSITY CONTENT
SOIL TYPE/PROCEDURE LB/CU. FT. % DRY WT.
TRENCH NO. 1 @ 1.0'
1/A GRAY BROWN, CLAYEY SAND 125.9 11.0
RESULTS OF EXPANSION INDEX TEST (UBC 18-2)
An expansion test in conformance with UBC 18-2 was performed on a representative sample of on-
site soils to determine volumetric change characteristics with change in moisture content. The
recorded expansion of the sample is presented as follows:
INITIAL SATURATED INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT% CONTENT% LB./CU. FT. INDEX LOCATION
9.0 23.0 114.2 02 TRENCH 1 @ 1.0'
13.6 26.3 99.1 50 TRENCH 3 @ 2.0'
9
GUNNESS PROJECT NO. 02-1148B3
PAGE L-2
RESULTS OF PARTICLE SIZE ANALYSIS
(ASTM D-422)
U.S. Standard Percent Passing Percent Passing Percent Passing
Sieve Size Trench No. 1 Trench No.3 Trench No. 3
(ASTM D-422) @ 1.0' @ 2.0' @ 3.0'
1" 100 100 100
'/" 100 100 100
3/8" 100 100 100
#4 97 100 96
#8 92 99 90
#16 85 97 84
#30 78 94 78
460 64 81 67
4100 56 71 61
4200 48 62 56
USCS Sc CL CL
10
SYMBOL LOCATION DEPTH LL W PL (°6) PI W U.S.C.S.
(ft) (Entire Sample)
70 I it I i
60 I I I I I
e.
o
I
30
CL !
N 1
Q �
J ZD
MH&OH
I I
10
� I
,iIIIC�-ti1C..iillllt' MLs�'_ I �
0 �
0 '0 2C 3C 40 50 5C 70 80 90 100
PERFORMED IN GENERAL ACCORDANCE WITH, ASTM D4313-93
EAST COUNTY SOIL CONSULTATION AND ATTERBERG LIMITS TEST RESULTS
ENGINEERING INC. L BROWN PROJECT
10925 Hartley Road, Suite I PROJECT NO. 02-1148B3
Santee, California 92071 PAGE L-3
PROJECT NO. DATE FIGURE
02-1148B3 11-03-02
GUNNESS PROJECT NO. 02-1148B3
REFERENCES
1. "1997 Edition of the Uniform Building Code, Volume 2, Chapter 16, Division IV", Published by
International Conference of Building Officials.
2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of
Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by
International Conference of Building Officials.
3. "Landslide Hazards in the Rancho Sante Fe Quadrangle, San Diego County, California",
Landslide Hazard Identification Map No. 6, by Siang S. Tan, Geologist, 1986.
11
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE I
SANTEE, CALIFOIUNIA 92071
(619) 258-7901
APPENDIX A
RECOMMENDED EARTHWORK SPECIFICATIONS
1. General Description
The intent of these specifications is to obtain uniformity and adequate strength in filled ground so
that the proposed structures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the
filled areas to conform with the lines and grades as shown on the approved plans.
The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer)
to inspect and test earthwork in accordance with these specifications. The engineer shall advise the
owvner and grading contractor immediately if any unsatisfactory conditions are observed to exist
and shall have the authority to reject the compacted filled ground until such time that corrective
measures are taken, necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction:
2. Preparing Areas to be Filled
(a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any uncompacted
filled ground or loose compressible natural ground shall be removed unless the report recommends
otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to
the satisfaction of the engineer.
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least 12 inches (12").
(c) After the natural ground has been prepared. it shall then be brought to the proper
moisture content and compacted to not less than 90 percent of maximum dry density in accordance
with ASTM D 15 5 7-91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet.
APPENDIX A 2
J. Fill Materials
All material shall be approved by the engineer and shall consist of materials free from vegetable
matter, and other lumps greater than 6 inches in diameter. If, during grading operations, soils are
found which were not encountered and tested in the preliminary investigation, tests on these soils
shall be performed to determine their physical characteristics. Any special treatment recommended
in the preliminary or subsequent soils reports not covered herein shall become an addendum to
these specifications.
4. Placing and Compacting Fill Materials
(a) When the moisture content of the fill material is below that specified, water shall be
added until the moisture content is near optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill material
shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is
near optimum as specified.
(c) After processing, the suitable fill materials shall be placed in layers which, when
compacted, shall not exceed six inches (6"). Each laver shall be spread evenly and shall be
thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer.
(d) After each laver has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be
accomplished with approval types of compaction equipment. Rolling shall be accomplished while
the fill material is at the specified moisture content. In place density tests shall be performed in
accordance with ASTM D 1556-90.
(e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes are stable and until
there is no appreciable amount of loose soil on the slopes.
5. Inspection
Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall
be maintained during the filling and compacting operations so that he/she can verify that the fill
was constructed in accordance with the accepted specifications.
6. Seasonal Limits
No fill material shall be placed, spread, or rolled if weather conditions increase the moisture
content above permissible limits. When the work is interrupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as previously specified.
All recommendations presented in the attached report are a part of these specifications.
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 Hartley Road,Suite I _
Santee, California 92071 J31"
(619)258-7901
Fax 258-7902 October 17, 2002 �J !1 SAN 2 'Paul & Kathy Mo eb i u s ENG EIkING 3911 Corte Mar De Brisa r pr ENCiNiT
San Diego, California 92130
Subject : Project No. 02-1148B3
Limited Site Investigation
Proposed Single Family Residence
Megan Lane APN 164 "^
City of Encinitas, California
Dear Mr. Brown:
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site. The
investigation was undertaken to provide the soil engineering
criteria and recommend an appropriate foundation system for the
proposed residential development.
Our investigation found that the site is underlain by topsoil and
colluvium to a depth of approximately 2 . 0 feet within the limits
of the proposed construction. Dense rocks of the Santiago Peak
Volcanics were underlying the colluvial soils .
It is our opinion that the construction of the proposed residence
is feasible provided the recommendations herein are implemented
during construction.
Respectfully submitted,
Mamadou Saliou Diallo, P. E.
RCE 54071
MSD/jm
MOEBIUS PROJECT NO. 02-1148B3
INTRODUCTION
This is to present the findings and conclusions of a soil
investigation for the proposed single family residence to be
located on the west side of Megan Lane, in the City of Encinitas,
California .
The objectives of the investigation were to evaluate the existing
soils conditions and provide recommendations for the proposed
construction.
In order to accomplish these objectives, four exploratory trenches
were excavated to a maximum depth of 4 . 5 feet; undisturbed and
loose bag samples were obtained, and laboratory tests were
performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located on the west side of Megan Lane, in the
City of Encinitas, California. The property slopes gradually to
the southwest . A residential development was observed to the east
and south, and a vacant land to the west . The proposed
construction consists of a single-family residence. It is our
understanding that the house will be one-story and founded on
continuous footings with a slab-on-grade floor.
FIELD INVESTIGATION
On May 30, 2002, four exploratory trenches were excavated to a
depth of approximately 4 . 5 feet with a John Deere backhoe. The
approximate locations of the trenches are shown on the attached
Plate No. 1, entitled "Location of Exploratory Trenches" . A
continuous log of the soils encountered was recorded at the time
of excavation and is shown on the attached Plates No. 2 and 3
entitled "Summary Sheet" .
The soils were visually and texturally classified according to the
filed identification procedures set forth on the attached Plate
No. 4 entitled "Uniform Soil Classification Chart" .
SUBGRADE CONDITIONS
Topsoil and colluvium were encountered to a depth of approximately
2 . 0 feet . The topsoil extending to a maximum depth of one foot
consisted of loose silty sand with rootlets. The colluvium was
2
MOEBIUS PROJECT NO. 02-1148B3
made of sandy clay/clayey sand with a soft/loose consistency.
Dense rocks of the Santiago Peak Volcanics were underlying the
colluvium.
EXPANSIVE SOILS
Expansion index tests were performed on select samples of the
colluvium to determine volumetric change characteristics with
change in moisture content. Expansion indexes of 2 and 50 were
obtained indicating a very low to low potential for expansion.
GROUNDWATER
No groundwater was encountered during the course of our
investigation. The site is approximately 400 feet above mean sea
level . We do not expect groundwater to affect the proposed
development . However, oversaturated ground conditions at shallow
depths may develop due to heavy precipitations, landscape
watering, leaking water lines or unforeseen causes. Mitigative
measures are discussed in the drainage section of this report .
GEOLOGIC HAZARDS
A review of the available geological literature pertaining to the
site indicates the existence of the Rose Canyon Fault Zone
approximately 12 Km to the west . Ground shaking from this fault or
one of the major active faults in the region is the most likely
happening to affect the site. With respect to this hazard, the
site is comparable to others in the general area. The proposed
residence should be designed in accordance with seismic design
requirements of the 1997 Uniform Building Code or the Structural
Engineers Association of California using the following seismic
design parameters :
PARAMETER VALUE UBC REFERENCE
Seismic Zone Factor, Z 0.40 Table 16-I
Soil Profile Type Sp Table 16-J
Seismic Coefficient, Ca 0.44 Table 16-Q
Seismic Coefficient, Cv 0.64 Table 16-R
Near-Source Factor, Na 1.0 Table 16-S
Near-Source Factor,Nv 1.0 Table 16-T
Seismic Source B Table 16-U
Based on the absence of shallow groundwater, type and consistency
of the bedrock materials (Santiago Peak Volcanics) , it is our
opinion that the potential for liquefaction is very low.
3
MOEBIUS PROJECT NO. 02-1148B3
CONCLUSION AND RECOMMEENDATIONS
The following conclusions and recommendations are based upon the
analysis of the data and information obtained from our soil
investigation. This includes visual inspection; field
investigation; laboratory testing and our general knowledge of the
soils native to the site. The site is suitable for the proposed
development provided the recommendations set forth are implemented
during construction.
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, e.g. the
removal of brush, vegetation and topsoil. All colluvium under the
house pad should be removed and recompacted to a minimum of 90
percent relative compaction while maintaining a moisture content 2
to 3 percent over optimum. The grading plan prepared by Logan
Engineering indicates a transition between cut and fill on the
house pad. Therefore, to minimize differential settlement, we
recommend a minimum of 3 feet of a fill blanket on the house pad.
The overexcavation should extend at least 5 feet beyond perimeter
footings . Heavy ripping and/or blasting may be required. The fill
soils should be moisture conditioned 2 to 3 percent over optimum,
placed in thin lifts and compacted to a minimum of 90 percent
relative compaction. The actual depth and extent of removal should
be evaluated in the field at the time of excavation by a
representative of this firm. Grading should be done in accordance
with the attached Appendix A. An alternative to the overexcavation
and recompaction process is to extend the footings to the Santiago
Peak Volcanics .
FOUNDATION AND SLAB
a. Conventional continuous and spread footings are suitable for
the proposed house. Continuous footings should extend a minimum of
12 inches for the one-story structure into the compacted fill soil
or the Santiago Peak Volcanics . The footings should be at least 12
inches in width and reinforced with two #5 steel bars; one bar
placed near the top of the footings and the other bar placed near
the bottom of the footings .
b. Concrete floor slabs should be a minimum 4 inches thick.
Reinforcement should consist of #3 bars placed at 18 inches on
center each way. Slab reinforcement should be placed within the
middle third of the slab by supporting the steel on chairs or
concrete blocks "dobies" . The slab should be underlain by 2 inches
4
MOEBIUS PROJECT NO. 02-1148B3
of clean sand over a 10-mil visqueen moisture barrier. The effect
of concrete shrinkage will result in cracks in virtually all
concrete slabs. To reduce the extent of shrinkage, the concrete
should be placed at a maximum of 4-inch slump. The minimum steel
recommended is not intended to prevent shrinkage cracks.
C. Where moisture sensitive floor coverings are anticipated over
the slab, the 10-mil plastic moisture barrier should be underlain
by a capillary break at least 4 inches thick, consisting of sand,
gravel or 3/4 inch crushed rock with no more than 5 percent
passing the No. 200 sieve.
d. An allowable soil bearing value of 1500 pounds per square foot
may be used for the design of continuous and spread footings
founded a minimum of 12 inches into the compacted fill soils.
This value may be increased by 20 percent for each additional foot
of depth to a maximum value of 4500 lb/ft2 as set forth in the
1997 edition of the Uniform Building Code, Table No. 18-1-A. If
footings are founded in competent bedrock (Santiago Peak
Volcanics) an allowable soil bearing value of 2500 psf may be
used.
SETTLEMENT
Settlement of compacted fill soils is normal and should be
anticipated. Because of the minor thickness of the fill soils
under the proposed footings, and the light building loads,
settlement should be within acceptable limits .
DRAINAGE
Adequate measures shall be undertaken to properly drain the site
after the structure and other improvements are in place, such that
the drainage water within the site and adjacent properties is
directed away from the foundations via surface swales and
subsurface drains towards the natural drainage for this area .
Proper surface and subsurface drainage will be required to
minimize the potential of water seeking the level of the bearing
soils under the foundations, which may otherwise result in
undermining and differential settlement of the structure and other
improvements .
5
MOEBIUS PROJECT NO. 02-1148B3
LIMITATIONS OF INVESTIGATION
The recommendations in this report pertain only to the site
investigated and based upon the assumption that the soil
conditions do not deviate from those disclosed in the trenches. If
any variations or undesirable conditions are encountered during
construction, or if the proposed construction will significantly
differ from that planned at the present time, East County Soil
Consultation and Engineering, Inc. should be notified so that
supplemental recommendations can be made.
Plates No. 1 through 4, Pages L-1 through L-3, References and
Appendix A are parts of this report .
Respectfull ubmitted,
rn
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Mamadou Saliou Diallo, P.E.
RCE 54071
MSD/jm
6
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EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC. _
&! Q
10925 HARTLEY RD.,SUITE I,SANTEE.CA 92071 �(/�
(619)258-7901 Fax(619)258-7902
MOEBIUS PROJECT NO. 02-1148B3
PLATE NO. 2
SUMMARY SHEET NO. 1
TRENCH NO. 1
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose, silty
sand, rootlets
0. 6' COLLUVIUM (Qal)
red brown, dry, loose 118 . 0 3. 8
clayey sand
2 . 0 SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
3 . 0' bottom of trench, refusal, trench backfilled 05-30-02
----------------------------------------
TRENCH NO. 2
DEPTH SOIL DESCRIPTION Y M
Surface TOPSOIL
medium brown, dry, loose
silty sand, rootlets
1 . 0' COLLUVIUM (Qal)
red brown, moist, soft, sandy clay (CL) 9. 1
1 . 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
2 . 5' bottom of trench, refusal, trench backfilled 05-30-02
------------------------------------
7
MOEBIUS PROJECT NO. 02-1148B3
PLATE NO. 3
SUMMARY SHEET NO. 1
TRENCH NO. 3
DEPTH SOIL DESCRIPTION y M
Surface TOPSOIL
medium brown, dry, loose, silty sand,
rootlets
1 . 0' COLLUVIUM (Qal)
medium brown, moist, medium dense
clayey sand
2 . 0' gray brown, moist, stiff, 113 . 8 13. 6
sandy clay
3 . 0' gray brown, moist, stiff, 114 . 0 11 . 7
sandy clay
3. 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
4 . 5' bottom of trench, trench backfilled on 05-30-02
TRENCH NO. 4
DEPTH SOIL DESCRIPTION y M
Surface TOPSOIL
medium brown, dry, loose, silty sand,
rootlets
0. 5' COLLUVIUM (Qal)
tan brown, dry, loose, clayey sand
1 . 5' SANTIAGO PEAK VOLCANICS (Jsp)
gray brown, dense rocks
3 . 5' bottom of trench, trench backfilled on 05-30-02
8
MAJOR DIVISIONS SYMBOL DESCRIPTION
GW WELL GRADED GRAVELS OR GRAVEL-SAND
MIXTURES,LITTLE OR NO FINES
GRAVELS GP
(MORE THAN A� POORLY GRADED GRAVELS OR GRAVEL-SAND
OF COARSE MIXTURES,LITTLE OR NO FINES
FRACTION GM
>NO.4 SIEVE SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES
COARSE SIZE) GC
GRAINED SOILS CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES
(MORE THAN%OF SOIL> Sw
NO.200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES
SANDS SP
(MORE THAN`/a POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE LITTLE OR NO FINES
FRACTION SyI
<NO.4 SIEVE SILTY SANDS,SILT-SAND MIXTURES
SIZE)
Sc CLAYEY SANDS,SAND-CLAY MIXTURES
NIL INORGANIC SILTS AND VERY FINE SANDS,ROCK
FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS & SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,
<50 SILTY CLAYS,LEAN CLAYS
FINE GRAINED OL -
SOILS ORGANIC SILTS ANDO RGCAMC SILTY CLAYS OF
(MORE THAN%a OF SOIL< TIVIII
NO.200 SIEVE SIZE) INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS
SILTS & FINE SANDY OR SILTY SOILS,ELASTIC SILTS
CLAYS CH INORGANIC CLAYS OF HIGH PLASTICITY,FAT
LIQUID LIMIT 50 CLAYS
OH CLAYS
CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTY CLAYS,ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS
CLASSIFICATION CHART(UNIFIED SOIL CLASSIFICATION SYSTEM)
CLASSIFICATION RANGE OF GRAIN SIZES I I I
U.S.STANDARD GRAIN SIZE IN x
SIEVE SIZE MILLIMETERS
BOULDERS Above 12 Inches Above 305
COBBLES I2 Inches To 3 Inches I 305 To 76.2 'O I I 1
GRAVEL I 3 Inches to No.4 76.2 to 4.16 `
Coarse 3 Inches to%Inch 763 to 19.1
Fine a/.Inch to No.4 19.1 to 4.76 ro I
SAND No.4 to No.200 4.76 to 0.074 ' , ( t I 4Nat°YI
Coarse No.4 to No. IO 4.76 to 2.00 i° 1
Medium No. 10 to No.40 2.00 to 0.420 _ I wsot
Fine No.40 to No.200 0.420 to 0.074 ° o to m w .o so ao 70 ao so Ioo
SILT AND CLAY I Below No.200 1 Below 0.074 uauIo uWC(ti). =
GRAIN SIZE CHART PLASTICITY CHART
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD,SUITE "I" BROWN PROJECT
S�.NTEE, CALIFORNIA 93071 PROJECT N0. 02-1148B3
PLATE N0. 4
U.S.C.S. SOIL CLASSIFICATIO
MOEBIUS PROJECT NO. 02-1148B3
PAGE L-1
LABORATORY TEST RESULTS
RESULTS OF MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE (ASTM D1557)
The maximum dry densities and optimum moisture contents of the fill materials as determined by
ASTM D1557-91, Procedure A and B which uses 25 blows of a 10 pound slide hammer falling
from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot
compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling
from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot
compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
DRY DENSITY CONTENT
SOIL TYPE/PROCEDURE LB/CU. FT. %DRY WT.
TRENCH NO. 1 @ 1.0'
1/A GRAY BROWN, CLAYEY SAND 125.9 11.0
RESULTS OF EXPANSION INDEX TEST (UBC 18-2)
An expansion test in conformance with UBC 18-2 was performed on a representative sample of on-
site soils to determine volumetric change characteristics with change in moisture content. The
recorded expansion of the sample is presented as follows:
INITIAL SATURATED INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT% CONTENT% LB./CU. FT. INDEX LOCATION
9.0 23.0 114.2 02 TRENCH 1 @ 1.0'
13.6 26.3 99.1 50 TRENCH 3 @ 2.0'
9
MOEBIUS PROJECT NO. 02-1148B3
PAGE L-2
RESULTS OF PARTICLE SIZE ANALYSIS
(AST M D-422
U S Standard Percent Passing Percedfpassmg ::Percent Passing
Sieve Size' 'Trench'No 1 Trench No ';L TrenchNa.3
(ASTM D-422) 1 . 2 0' ,
@ @, @ 3.0.
0'
1" 100 100 100
''/z" 100 100 100
3/8" 100 100 100
#4 97 100 96
#8 92 99 90
#16 85 97 84
#30 78 94 78
#60 64 81 67
#100 56 71 61
#200 48 62 56
USCS SC CL CL
10
MOEBIUS PROJECT NO. 02-1148B3
REFERENCES
1. "1997 Edition of the Uniform Building Code, Volume 2, Chapter 16, Division IV", Published by
International Conference of Building Officials.
2. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of
Nevada", Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by
International Conference of Building Officials.
3. "Landslide Hazards in the Rancho Sante Fe Quadrangle, San Diego County, California",
Landslide Hazard Identification Map No. 6, by Siang S. Tan, Geologist, 1986.
11
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING,INC.
10925 HARTLEY ROAD,SUITE I
SANTEE, CALIFORNIA 92071
(619)258-7901
APPENDIX A
RECOMMENDED EARTHWORK SPECIFICATIONS
1. General Description
The intent of these specifications is to obtain uniformity and adequate strength in filled ground so
that the proposed structures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the
filled areas to conform with the lines and grades as shown on the approved plans.
The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer)
to inspect and test earthwork in accordance with these specifications. The engineer shall advise the
owner and grading contractor immediately if any unsatisfactory conditions are observed to exist
and shall have the authority to reject the compacted filled ground until such time that corrective
measures are taken, necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
2. Preparing Areas to be Filled
(a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any uncompacted
filled ground or loose compressible natural ground shall be removed unless the report recommends
otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to
the satisfaction of the engineer.
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least 12 inches (12").
(c) After the natural ground has been prepared, it shall then be brought to the proper
moisture content and compacted to not less than 90 percent of maximum dry density in accordance
with ASTM D 1557-91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet.
APPENDIX A 2
3. Fill Materials
All material shall be approved by the engineer and shall consist of materials free from vegetable
matter, and other lumps greater than 6 inches in diameter. If, during grading operations, soils are
found which were not encountered and tested in the preliminary investigation, tests on these soils
shall be performed to determine their physical characteristics. Any special treatment recommended
in the preliminary or subsequent soils reports not covered herein shall become an addendum to
these specifications.
4. Placing and Compacting Fill Materials
(a) When the moisture content of the fill material is below that specified, water shall be
added until the moisture content is near optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill material
shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is
near optimum as specified.
(c) After processing, the suitable fill materials shall be placed in layers which, when
compacted, shall not exceed six inches (6"). Each layer shall be spread evenly and shall be
thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer.
(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be
accomplished with approval types of compaction equipment. Rolling shall be accomplished while
the fill material is at the specified moisture content. In place density tests shall be performed in
accordance with ASTM D1556-90.
(e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes are stable and until
there is no appreciable amount of loose soil on the slopes.
5. Inspection
Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall
be maintained during the filling and compacting operations so that he/she can verify that the fill
was constructed in accordance with the accepted specifications.
6. Seasonal Limits
No fill material shall be placed, spread, or rolled if weather conditions increase the moisture
content above permissible limits. When the work is interrupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as previously specified.
All recommendations presented in the attached report are a part of these specifications.