2002-7677 I - ENGINEERING SER VICES DEPAR TMENT
7 City o
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
November 2, 2005
Attn: Wells Fargo Bank
P.O. Box 2710
6008 Paseo Delicias
Rancho Santa Fe, California 92067
RE: George Stuart
Bella Colina
Improvement Permit 7677-I
APN 264-090-30, 31, 32, 33
Final release of security
Permit 7677-I authorized construction of public and private improvements, all as
necessary to build the described project. The Field Inspector has approved the project
after the one-year warranty inspection. Therefore, a full release in the remaining securi ty
deposit is merited.
Assignment of Account 2002523252, in the amount of$10,000.00 and Assignment of
Account 2002523203, in the amount of$5,416.00 have•both been cancelled by the
Financial Services Manager and are hereby released in entirety. The document
originals are enclosed.
Should you have any questions or concerns,please contact Debra Geishart at(760) 633-
2779 or in writing, attention this Department.
Sinc ely, -
L
Debra Geishart bach
Engineering Technician inance Manager
Financial Services
Field Operations
CC Jay Lembach,Finance Manager
George Stuart
Debra Geishart
File
Enc.
TEL 760-633-2600 ( FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 Tj,,� recycled paper
to --41
_
ENGINEERING SER VICES DEPARTMENT
Encinitas District Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
September 27, 2004
Attn: Wells Fargo Bank
P.O. Box 2710
6008 Paseo Delicias
Rancho Santa Fe, California 92067
RE: George Stuart
Bella Colina
Improvement Permit 7677-1
APN 264-090-30,31,32,33
Final release of security
Permit 7677-1 authorized construction of public and private improvements, all as
necessary to build the described project. The Field Inspector has approved the project.
Therefore, release of a portion of the security deposited is merited. A portion of the
security deposit is held until the one-year warranty inspection is approved.
Assignment of Account 3000513709, in the amount of$64,304.00, has been cancelled
by the Financial Services Manager and is hereby released in its entirety. 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 )nance ach
r Senior Civil Engineer Manager
Field Operations Financial Services
CC Jay Lembach,Finance Manager
George Stuart
Debra Geishart
File
Enc.
paper recycled a er
Y
AC& �meineerine & 5irveqinci
CIVIL ENGINEERS PLANNERS LAND SURVEYORS VISTA,VALE TERRACE DRIVE
VISTA, CA 92084-5212
760 724-7674
760 724-8424 FAX
Email: redline5oh®aol.com
Hydrology & Hydraulic
Calculations for:
Private Road Pla D E C E n
TPM 14789 (�
;1 JAN 6
E,^•^?NtERif�G ��
C'!Tti' OF ENC!tiITAS
Stuart/Rodriguez, Owner
Lone Jack Road
Encinitas, CA 92024
A.P.N. 264-090-30 & 33
PREPARED BY:
DAVID H. LOWEN, RCE31915
MY LICENSE EXPIRES: 12/31/04
11/19/02
DATE
• LAND SURVEYS • PARCEL MAPS • SUBDIVISIONS
• FEMA CERTIFICATIONS • GRADING PLANS • PERCOLATION TESTING
SHEET 2
HYDRAULIC CALCULATIONS AND RECOMMENDATIONS :
1. DRAINAGE AREA: "A"
LAND AREA = 1.63 ACRES
Delta H = 101 FEET
LENGTH = 660 FEET = 0.125 MILES
TIME OF CONCENTRATION = 12.39 MINUTES (MIN)
COEFFICIENT OF RUNOFF: C = 0.45
INTENSITY = I100 = 4.26
Q100 = 3.12 C.F.S.
RECOMMENDATIONS: RECOMMENDATIONS: INSTALL 1 BROOKS #3030
CATCH BASIN, 18" HDPE STORM DRAIN PIPE (2' COVER MIN)AND FACING GRADE
RIP-RAP PER RSD D-40 (TYPE 1) AT OUTLET.
CALCULATE CAPACITY OF 18" HDPE PIPE (QFULL):
SLOPE OF PIPE, S = 3.33 %, ROUGHNESS COEFFICIENT, n = 0.013,
CROSS SECTIONAL AREA, A = 1.767 ft', WETTED PERIMETER = WP
= 4.71 ft, HYDRAULIC RADIUS, RH = A/WP = 0.375 ft
FROM MANNING'S EQUATION;
QFULL = (1.49/n)(A)(RH)2'3(S)'4
QFULL = (1.49/.013)(1.767 ft2)(0.375 ft)2'3(0.033)'
QFULL = 19.22 CFS
QPARTFULL/QFULL = 3.12/19.22 = 0.16
VELOCITY CALCULATIONS - 18" HDPE PIPE:
FROM PLATE 2.6-0606:
FOR QPARTFULL/QFULL = 0.16; d/D = 0.30
THEREFORE DEPTH "d° = 0.30x1.5ft = 0.45 ft
VELOCITY FULL = VFULL = QFULL/A fps = 19.22/1.767 fps = 10.9 fps
FOR VPARTFULL/VFULL = d/D = 0.82 (FROM PLATE 2.6-0606)
THEREFORE VPARTFULL = (10.9 fps)x(0.60) = 6.5 fps
PW. �N;neerirq & 5xvegirg
990 Vale Terrace Drive, Vista CA 92084 (760) 724-7674
SHEET 3
HYDRAULIC CALCULATIONS AND RECOMMENDATIONS :
VELOCITY CALCULATIONS CONTINUED:
OUTLET PROTECTION:
Place "Facing" grade rip-rap per RSD D-40 (type 1), thickness = 1.4 feet
with 12" D.G. filter blanket. Width = 4.5', Length = 6.0'
2. DRAINAGE AREA: "B"
LAND AREA = 10.38 ACRES
Delta H = 115 FEET
LENGTH = 850 FEET = 0.161 MILES
TIME OF CONCENTRATION = 13.04 MINUTES (MIN)
COEFFICIENT OF RUNOFF: C = 0.45
INTENSITY = I100 = 4.12
Q1100 = 19.2 C.F.S.
RECOMMENDATIONS: 24" HDPE PIPE AND BROOKS #3030 CATCH BASIN
W/1310 FILTERS (HYDRO-CARTRIDGE#4170 FILTER OR EQUIVALENT)
CALCULATE CAPACITY OF 24" HDPE PIPE (QFULL):
SLOPE OF PIPE, S = 1.00 %, ROUGHNESS COEFFICIENT, n = 0.013,
CROSS SECTIONAL AREA, A = 3.142 ft', WETTED PERIMETER = WP
= 4.71 ft, HYDRAULIC RADIUS, RH = A/WP = 0.50 ft
FROM MANNING'S EQUATION;
QFULL = (1.49/n)(A)(RH)23(S)"h
Q FULL = (1.49/.013)(3.142 ft2)(0.50 ft)2'(0.010)''
QFULL — 22.69 CFS
QPARTFULL/QFULL = 19'2/22'69 = 0.85
ACA, �Ng rieer!rg & 5urve4!ng
990 Vale Terrace Drive, Vista CA 92084 (760) 724-7674
SHEET 4
HYDRAULIC CALCULATIONS AND RECONMMATIONS :
VELOCITY CALCULATIONS - 24" HDPE PIPE:
FROM PLATE 2.6-0606:
FOR QPARTFULL/QFULL = 0.85; d/D = 0.78
THEREFORE DEPTH "d" = 0.78x2.Oft = 1.56 ft
VELOCITY FULL = VFULL = QFULL/A fps = 22.69/3.142 fps = 7.22 fps
FOR VPARTFULL/VFULL = d/D = 0..82 (FROM PLATE 2.6-0606)
THEREFORE VPARTFULL = (7.22 fps)x(1.00) = 7.22bfps
OUTLET PROTECTION:
Place "Facing" grade rip-rap per RSD D-40 (type 1), thickness = 1.4 feet
with 12" D.G. filter blanket. Width = 6.0', Length = 8.0'
ACA, lwrlrq & 5urvcqlrq
990 Vale Terrace Drive, Vista CA 92084 (760) 724-7674
Land Use 9 B. _
Residential:
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobile Homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Commercial "'
80% Impervious .70 .75 .80 .85
Industrial "'
90% Impervious .80 .85 .90 .95
NOTES:
"' Soil Group maps are available at the offices of the Department of Public Works.
"' Where actual conditions deviate significantly from the tabulated imperviousness
values of 80% or 90%, the values given for coefficient C, may be revised by
multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated
imperviousness. However, in no case shall the final coefficient be less than 0.50
For example: Consider commercial property on D soil group.
Actual imperviousness = 50%
Tabulated imperviousness = 80%
Revised C = 50 x 0.85 = 0.53
80
Soil Type: San Miguel rocky silt loam (SmE) - Hydrologic Group: "D"
IV-)
APPENDIX
Updated 4,
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USE EQUATION: Area "A", L=0.125 miles, Delta"H"=101 feet, t.= 12.39 minutes
Area "B", L=0.161 miles, Delta"H"=115 feet, t,= 13.04 minutes
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SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION
DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (TC)
FOR NATURAL WATERSHEDS
DESIGN MANUAL
APPROVED DATE APPENDIX X-A
_�-in D, C/Z1
USE EQUATION TO CALCULATE INTENSITY [ 1100 = 7.44(P6)(D-0.645) �.
Area "A": Where: P6= 2.9, t�= D = 12.39 minutes,
(P6/P24)x100 = 59.2%: therefore II00 =4.26
Area "B": Where: P6= 2.9, t�= D = 13.04 minutes,
(P6/P24)x100= 59.2%: therefore I100 = 4.12
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
JAN E 2003
PRELIMINARY SOILS INVESTIGATION
FOR
PROPOSED LOT SPLIT ROAD
LA BELLA COLINA ROAD
(OFF LONE JACK ROAD)
OLIVENHAIN, CALIFORNIA
-- PARCEL MAP 99-44
(STUART 7677 GR)
PREPARED FOR
_ GEORGE STUART
P. O. BOX 134
RANCHO SANTA FE, CA 92067
DECEMBER 19, 2002
PROJECT NO. CE-6801
NORTH COUKW
COMPACTION
ENGINEERING, INC.
December 19, 2002
Project No. CE-6801
George Stuart
P. O. Box 134
Rancho Santa Fe, CA 92067
SUBJECT: Preliminary Soils Investigation
Proposed Lot Split Road
La Bella Colina Road (Off Lone Jack Road)
Olivenhain, California
Parcel Map 9944
(Stuart 7677 GR)
Dear Mr. Stuart:
In response to your request, we have performed a Preliminary Soils Investigation for the subject
proj ect.
The purpose of our investigation was to evaluate the suitability of the site for the proposed lot
split road and make recommendations with regard to site grading and pavement section design.
_ Briefly, our investigation revealed the presence of highly expansive top soils underlain by
fractured bedrock with sand/clay matrix. The bedrock formation was found to decrease in fines
with depth and may require rock demolition in deep utility trenches or excavations. In addition,
the clay content of on-site soils will require a more stringent pavement section. However, it is
our opinion the site will be suitable for its intended use provided the recommendations in the
attached report are adhered to.
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 /,� , T o,\
COMPACTION ENGINEERING,INC. i"' �Q GE 713
LL, P. 9130/3 5
v m l
Ronald K. Adams Dale R. Reg
President Registered Civ t1 `9
Geotechnical Engine_ 713
RKA:paj
cc: (4) submitted
P. 0. BOX 302002 " EOCON0100, CA 92030 " (760)460-1116 FAX(760)741-6568
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 2
A.) Grading 3
B.) Slopes 4
C.) Retaining Walls 5
D.) Preliminary Pavement Design 5
E.) Seismic Design Considerations 6
F.) Review of Grading Plan 6
7.) Uncertainty and Limitations 7
APPENDIX
Appendix A: Exploration Legend& Unified Soil Classification Chart
Plate No. One Test Pit Location Plan
Plate No. Two thru Four Exploration Logs
Plate No. Five Tabulation of Test Results
Appendix B: Recommended Grading Specifications
MORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 1
1. PURPOSE AND SCOPE
The purpose of the investigation was to determine if the site is suitable for the proposed lot split
road.
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
structural section pavement design.
2. LOCATION AND DESCRIPTION OF SITE
The site is located at the 3200 block of Lone Jack Road adjacent to and south of 3243 Lone Jack
Road in the City of Encinitas, California.
— The proposed cul-de-sac street will be approximately 460 feet long and provide access to four
adjoining parcels. The road will traverse from west to east off Lone Jack Road. The road will
be constructed along the north edge of a shallow native swale traversing through the site from
east to west.
Vegetation at the proposed road site consists of moderate native grasses and brush. Outcrops of
large rock are apparent throughout the proposed road alignment and adjacent properties.
3. FIELD INVESTIGATION
The field investigation was performed on December 11, 2002 and included an inspection of the
site and the excavation of three (3) exploratory trenches, with a backhoe to depths of 7 feet.
Location of test pits are shown on the attached Plate No. One, entitled"Test Pit Location Plan".
As excavation proceeded, representative bulk samples were collected. In place natural densities
and moisture contents were determined at different depths in the excavations and are included
on Plate No.'s Two through Four. Subsequent to obtaining soil samples, our exploratory
excavations were backfilled.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 2
4. SOIL CONDITIONS
Loose surficial soils (silty-clays) consisting of plowed ground and alluvium were found to be 3/2
feet, 3'/Z feet and 3 feet in depth in Test Pit No.'s One, Two and Three, respectively. Underlying
native soils were fractured bedrock with sand/clay matrix succeeded by very dense bedrock with
little or no fines. Very dense bedrock with little fines refused deeper backhoe exploration at 6
feet, 7 feet and 4'/s feet in depth in Test Pit No.'s One, Two and Three, respectively.
On-site soils were found to have an expansion index varying between 50 and 106 and are
classified as being"moderate to high" in expansion potential.
Groundwater was not encountered at the time of our investigation, nor did caving of exploratory
trenches occur. In addition, due to the dense nature of the underlying bedrock formation at the
site, it is our opinion, soil liquefaction is unlikely to occur in the event grading is performed in
accordance with the recommendations set forth in this report.
5. LABORATORY SOIL TESTING
All laboratory test 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(ASTM D-1557)
B). Direct Shear (Remold) (ASTM D-3080)
Q. Sieve Analysis (ASTM D-421)
D). Resistance Valve Test (CA.Test 301)
E). Expansion Potential (FHA Standard)
— Test results are tabulated on the attached Plate No.'s Two through Five entitled"Exploration
Log" and"Tabulation of Test Results".
6. RECOMMENDATIONS AND CONCLUSIONS
General
It is our understanding,the proposed roadway will be surfaced with asphaltic paving.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 3
_. In our opinion, the site is suitable for the proposed lot split road. Recommendations presented in
this report should be incorporated into the planning, design and construction phases of the
subject project.
6A. Grading
General
It is our understanding, cut/fill earthwork construction will be performed to construct the
proposed road bed. It is our understanding, proposed cut and fill slopes will be constructed to
approximate heights of 9 feet at inclinations of 2:1 horizontal to vertical units.
All grading should be performed in accordance with the City of Encinitas Grading Ordinance
and the Recommendations/Specifications presented in this report.
Subsequent to site demolition, loose surficial soils(plowed ground/alluvium),as indicated on
the attached Plate No's Two through Four, should be undercut or removed to firm native ground
and recompacted in accordance with the attached Appendix `B' entitled"Recommended
Grading Specification". Firm native ground may be determined as undisturbed soil having an
insitu density of greater than ninety percent(90%)of maximum dry density. We should be
— contacted to document firm native ground is exposed and properly prepared prior to filling.
A subdrain system should be installed where filling of swales, draws,or canyons are proposed.
The location of the drain should be determined by the Soils Engineer and/or his representative at
the time of grading.
Subdrain construction should consist of a 24 inch X 24 inch trench excavated into firm natural
soil. The trench should be backfilled with 1 inch minus crushed rock with a 6 inch perforated
pipe (holes down) placed at the center of the rock. The rock should be wrapped in filter fabric to
reduce siltation of drain materials. All drains should have a minimum of one percent(1%)fall
toward their outlets.
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 15 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 a stable bedding for subsequent fill. Sizing of benches should be
-- determined by the Soils Engineer or his representative during grading.
I
NORTH COUNTY
COMPACTION
ENGINEIMING, INC.
Project No. CE-6801
Page 4
All utility trench backfill soils and 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.
If imported soils are required, we should be contacted to inspect and/or test them to assure they
will be suitable for the proposed construction.
Particles of asphalt and concrete debris, having a diameter of greater than 12 inches, will not be
_ suitable fill material and should be separated from fines during grading and hauled off-site.
If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in
place. Trench lines should be recompacted in accordance with Appendix `B'.
6B. Slopes
Cut and compacted fill slopes constructed to maximum heights of 15 feet with maximum 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.
Our slope analysis was performed utilizing"Taylor's Charts"for cut and compacted fill slopes
and a safety factor of 1.5.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 5
6C. Retaining Walls
On-site clay soils should not be utilized for backfill of retaining walls. Therefore,the following
retaining wall criteria is based on the assumption that compacted imported,non-expansive sands
utilized for backfill will have a minimum angle of internal friction of 30 degrees and a cohesion
intercept of 100 pounds per square foot. Retaining walls should maintain at least a 1:1
(horizontal to vertical) wedge of imported backfill measured from the base of the wall footing to
the ground surface. All retaining walls should be provided with drains behind and at the base of
the wall to assure a well drained condition. Miradrain 6000 and/or its equivalent is
recommended. Drains should be constructed in accordance with the manufactures
specifications. Prior to hauling retaining wall backfill soils on site, we should be contacted to
inspect and/or test them to assure they meet the above specifications. All retaining wall backfill
— should be compacted to a minimum of ninety percent(90%) of maximum dry density.
For static conditions, an allowable equivalent passive fluid pressure of 354 psf, increasing 354
psf per foot in depth may be assumed.
Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing
39 pcf for unrestrained walls. These values assume a vertical, smooth wall,and a level,drained
backfill. Should these conditions not be met, we should be contacted for new values.
Allowable active pressures for restrained walls may be assumed to be equivalent to the pressure
of a fluid weighing 39 pcf, plus an additional uniform lateral pressure of 811. H=height of
retained soils above top of wall footing in vertical feet.
Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be
assumed to be equivalent to a pressure of fluid weighing 56 pcf.
The coefficient of friction of concrete to soil may be assumed to be .17 for resistance to
horizontal movement. (Assumed that footing will be founded into native clay soil.)
An allowable soil bearing pressure of 1200 pounds per square foot may be utilized for design
purposes.
6D. Preliminary Pavement Section
Structural section for asphaltic paving for the proposed lot split road is based on R-Value test
result of 5. The following section will need to be verified upon completion of rough grading
operations when road subgrade soil exposures are apparent.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 6
_ Assumed Traffic Index=4.5
(Residential Cul-de-Sac)
3 inches of asphaltic paving on
9 inches of select base coarse on
12 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. Class II base material should have a minimum
R-Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of
ninety-five percent(95%).
Rigid Concrete Paving:
6 inches of concrete reinforced with#3 bars on 18 inch center,both ways,on
6 inches of Class II base material on
12 inches of recompacted native subgrade soil.
NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade and
base materials should be compacted to a minimum of ninety-five percent(95%).
6E. Seismic Design Considerations (Soil Parameters)
A.) Soil Profile= Sn(Table 16-J of the 1997 Uniform Building Code)
B.) Type `B' Fault(Rose Canyon)
C.) Distance= 11 km (California Department of Conservation,Division
of Mines and Geology [maps], in conjunction with Tables 16-S and 16-T of
the 1997 Uniform Building Code)
6F. Review of Grading Plan
Approved site and grading plans were not available at the time of our investigation. Therefore,
upon their completion, we should review them to assure compliance with the recommendations
presented in this report.
Preliminary Plans used during our investigation were prepared by Terra Data of Fallbrook,
-- California.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-6801
Page 7
v. 7. UNCERTAINTY AND LIMITATIONS
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 hesitate to contact us. This opportunity to be of
— service is sincerely appreciated.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
K; c� Ex� 9/30/05
Ronald K. Adams Dale R. Re
President Registered C 441 giit�e 3
Geotechnical Engm 713
_ RKA:paj
cc: (4) submitted
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 larger 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'
I
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TEST NO & INSPECT|ON SERVICES
TEST P|T. LOCATION P L A N
. .�.■ .
PROPOSED LOT SLIT ROAD : w. , 7 \{
O{{ LONE JACK ROAD § a E 2» ,avow
OLIVENHAIN, CALIFORNIA (,�/
^ r § | 1 °� APPROX. SCALE
4| 0 [ 1" . S`
TEST P
# 2
-
-
//§|/~ 1
_ §| (
| -
l TEST PIT
. @ #3
§
�|. � | °• � !|_ ,�
dJ [
TEST PI
z (
#1
� x
. �
PROJECT N O. CE- 6801 P L A T E NO. ONE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LOG
PROJECT NAME: STUART DATE LOGGED: 12/11/02
ELEVATION: EXISTING GRADE TEST PIT NO. ONE
Depth Sample Dry Moisture Passing Sample Soil Description&Remarks
(Feet) Type Density Content 8200 Depth Classi-
(pcf) (%) Sieve fication
CH Brown Red,Moist, Soft, Silty-Clay
with Fractured Rock
1-
(Plowed Ground/Alluvium)
2- BG 71.0 2' (Remove and Recompact)
3-
CL Olive-Yellow-Brown,Moist Stiff Gravelly
q- Clayey-Sand
(Firm Native)
5-
6- --------------------------------------------------------—-- ---------- -----------------------------------------------------
Hard Bedrock with Little Fines
Backhoe Refusal
PROJECT NO. CE-6801 PLATE NO. TWO
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LOG
PROJECT NAME: STUART DATE LOGGED: 12/11/02
ELEVATION: EXISTING GRADE TEST PIT NO. TWO
Depth Sample Dry Moisture Passing Sample Soil Description&Remarks
(Feet) Type Density Content #200 Depth Classi-
(pcf) M Sieve fication
CH Brown-Red,Moist, Soft, Silty-Clay
with Fractured Rock
1-
(Plowed Ground/Alluvium)
2- (Remove and Recompact)
3-
CL Red-Yellow-Grey,Moist Hard,Gravelly
4- Clayey-Sand
(Firm Native)
5- (Fractured Bedrock with Sand-Clay Matrix)
6-
7- --------- ----------- ------------ ---------- --------- --------- --------------------------------------------------
Hard Bedrock with Little Fines
Backhoe Refusal
8-
PROJECT NO. E-6801 PLATE NO. THREE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
EXPLORATION LOG
PROJECT NAME: STUART DATE LOGGED: 12/11/02
- ELEVATION: EXISTING GRADE TEST PIT NO. THREE
Depth Sample Dry Moisture Passing Sample Soil Description&Remarks
(Feet) Type Density Content #200 Depth Classi-
*0 M Sieve fication
CH Brown-Red,Dry, Soft, Silty-Clay
with Fractured Rock
1-
(Plowed Ground/Alluvium)
2- BG 2' (Remove and Recompact)
3- BG 52.7 3' ---------- ------------------------------------------------
CL Yellow-Red,Humid, Stiff,Gravelly
Clayey-Sand (Firm Native)
q- (Fractured Bedrock with Sand-Clay Matrix)
Hard Bedrock
5- Backhoe Refusal
PROJECT NO. CE-6801 PLATE NO. FOUR
14ORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE
(LB. CU. FT) (%DRY WT)
Brown Red Silty-Clay
with Fractured Rock P1 @2' 119.0 12.8
Yellow Red Gravelly-
-- Clayey-Sand P3 @ 3' 117.0 16.5
RESISTANCE VALUE
Soli,DESCRIPTION TYPE TEST RESULT
Brown Red Silty-Clay P3 @ 2' Less than 5
EXPANSION POTENTIAL
SAMPLE NO PI na 2' P3 na 3'
CONDITION Remold 90% Remold 90%
INITIAL MOISTURE(%) 12.4 16.6
AIR DRY MOISTURE (%) 8.1 8.4
FINAL MOISTURE(%) 26.6 24.8
DRY DENSITY (PCF) 107.1 105.0
LOAD(PSF) 150 150
SWELL(%) 10.6 5.0
EXPANSION INDEX 106 50
DIRECT SHEAR
SAMPLE NO P3 (a 3'
CONDITION Remold 90%
ANGLE INTERNAL FRICTION 19
COHESION INTERCEPT (PCF) 310
PROJECT NO. CE-6801
PLATE NO. FIVE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
RECOMMENDED GRADING SPECIFICATIONS
(General Provisions)
1. INTENT
The intent of these specifications is to provide 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 or
special provisions are a part of the "Recommended Grading Specifications"and shall supercede
the provisions contained hereinafter in case of conflict.
2. INSPECTION & TESTING
A qualified Soils Engineer shall be employed to inspect and test the earthwork in accordance
with these specification 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
contractor to assist the Soils Engineer and to keep him appraised of work schedules,changes,
new information and dates, and new unforeseen soils conditions so that he may make these
certifications.
If substandard conditions (questionable soils, adverse weather,poor moisture control, inadequate
compaction, etc.)Are encountered, the Soils Engineer will be empowered to either stop
construction 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 forty percent(40%)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'
I
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 12
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 moisture content of the fill material is below that recommended 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 materials is above that recommended 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 multiple-wheel pneumatic tired rollers or other types of rollers.
Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling
each layer shall be continuous over it's 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 soils should consist of non-expansive 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'