HomeMy WebLinkAboutCT 96-03; PACIFIC VIEW ESTATES; REPORT OF GEOLOGIC AND GEOTECHNICAL INVESTIGATION; 1997-12-05-
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AdTech Engineering, Inc.
8680 Navajo Rd. Suite 218
San Diego, CA 92119
Tel: (619) 589-1828 Fax: (619) 589-0128
REPORT OF
GEOLOGIC AND GEOTECHNICAL
INVESTIGATION
FOR DEVELOPMENT OF D. RYAN
PROPERTY
CARLSBAD, CALIFORNIA
PRESENTED TO
PACIFIC VIEW LTD.
P.O. Box 2198
Carlsbad, California 92018
(619) 722-6358
December 5th, 1997
RECEIVED
DEC 1 0 1997
ENGINEERING
DEPARTMENT
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AdTech Engineering, Inc.
8680 Navajo Rd. Suite 218
San Diego CA 92119
Tel: (619) 589-1828 Fax: (619) 589-0128
December 5th, 1997
Don Jack, Managing Member·
Pacific View LTD.
P.O. Box 2198
Carlsbad, CA 92018
FILE No.: 95080-2
Subject: Report of Geologic and Geotechnical Investigation for development of
D. Ryan Property at Carlsbad, California.
Dear Mr. Jack:
In accordance with your written authorization dated 10/3/95, AdTech
Engineering has performed a geotechnical investigation and soil testing for the
subject property. The purpose of the investigation is for the development of the
property. It has been divided in 40 lots and two access roads.
Plan lay-out of site was provided by R.D.G. consultants, 3042 Harding
Street, Carlsbad, CA 92006, phone: (619)729-0150, fax: (619)729-0282, dated
10/6/95.
Enclosed is the report of this work. Should you have any questions regarding
this report, please call me at your convenience.
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Table of Contents
Introduction ................................................................................................. 3
Scope ......................................................................................................... 3
General Description of the Property ........................................................... 6
Site Visit and Investigation Findings ............................................................ 6
General Geology of Site ......................................................................... 6
Faults and Ground Shaking ................................................................... 7
Ground Water ......................................................................................... 12
Description of Soil Sampling and Testing ............................................... 12
Conclusions and Recommendations ........................................................... 13
Grading ................................................................................................. 14
Site Preparation .............................................................................. 14
Oversize Rocks ............................................................................... 14
Surface Drainage ............................................................................ 14
Earthwork ........................................................................................ 14
Foundations ........................................................................................... 15
General ........................................................................................... 15
Reinforcement ................................................................................. 15
Slab on Grade ................................................................................. 15
Settlement and Expansion Characteristics ...................................... 16
Slopes ............................................................................................. 16
Retaining Walls ............................................................................... 16
Limitations .................................................................................................... 18
Appendix 1: Sampling and Test Results
Appendix 2: General Earthwork and Grading Specifications
Appendix 3: Homeowner's Guidelines for Slope Maintenance
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AdTech Engineering, Inc.
95080
REPORT OF GEOLOGIC AND GEOTECHNICAL
INVESTIGATION
FOR DEVELOPMENT OF D. RYAN PROPERTY AT
CARLSBAD, CALIFORNIA
Introduction
This report represents the results of our geotechnical and geologic investigations
of the subject project which is located at Carlsbad Village Drive and Donna Drive
in the City of Carlsbad. Site location/vicinity map is shown in Figure 1.
At the time of this investigation, no specific development plans for the site were
available. However it is our understanding that the site will be developed to
receive residential homes consisting of one to two story structures of wood-frame
construction and associated paved roads. Shallow foundations and conventional
slab-on-grade floor systems are anticipated. Grading will include cuts and fills
with a maximum depth not exceeding twenty feet.
Scope
This investigation consists of: surface observation, subsurface exploration and
sampling, collecting and testing disturbed and undisturbed samples
representative of field conditions, analysis of findings, literature review of
available geological data about the site and report preparation.
The property was measured to locate the site of each lot and road according to
the plan provided. A total of 22 soil samples were collected for all the lots, and 5
soil samples were collected for the proposed roads to provide R curves. The
purpose of the present report is to provide soil & geologic parameters for the
grading specifications as well as design parameters for the proposed
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Figure 1. Site location/vicinity map.
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3
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development. Specifically, the following tasks were performed:
• Site visit including surface and subsurface observations for the soil and
geologic conditions of the site.
• Drilling and obtaining representative samples. Borings were made via two
methods, a drilling rig and a backhoe. Minimum depth of each boring was
5 feet below proposed grade.
• Testing of soil samples in the laboratory to obtain the pertinent
engineering properties of the various soil strata that will influence the
proposed development. Such properties include friction angle, cohesion,
allowable bearing pressure, expansive characteristics and settlement
potentials.
• Review of publications about the geological formation of the site to
investigate potential geologic hazards including underground water and
earthquakes.
• Evaluation of field and laboratory data as well as literature review to
develop soil engineering criteria for the site.
• Addressing potential construction difficulties including analysis of slope
stability.
• Recommendations of the appropriate foundation system for the
anticipated type of structures as well as pavements.
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General Description of the Property
The D. Ryan property is located at Carlsbad Village Dr. and Donna Dr. in
Carlsbad, California. The property has an area of 8.5 acres, and it extends
beyond the crest of a hill. The highest point is at an approximate elevation of
288 ft at the center of the property. From the highest point, the· property extends
to the eastern boundary at an elevation of 215 ft with some vegetation and a
slope of 6:1 (horizontal: vertical). From the highest point to the west at an
elevation of 240 ft approximately, the property has little vegetation to none and a
slope of 6.6: 1. From that elevation to the western boundary at an elevation of
200 ft there is some vegetation. The property has been divided in 40 lots with
two access roads. At the time of visiting the site, no monuments or stakes have
been placed to limit the proposed lots.
Site Visit and Investigation Findings
The site was visited by AdTech's soils engineers on October 7,8 and 9, 1995.
The property was measured to locate the site of lots and road according to the
plan provided. A total of 22 soil samples were collected for all the lots, and 5 soil
samples were collected with a maximum spacing of 150 feet from places where
the roads are indicated in the lay-out plan. Furthermore, literature review of the
geologic formation of the site was conducted to assess the pertinent conditions
of the property.
GENERAL GEOLOGY OF SITE
According to California Division of Mines and Geology, the bedrock structure is
of the Eocene age and is coverd by Tertiary sedimentary rocks of Santiago
formation. Sedimentary rocks of Eocene age are common in the costal area
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from the northern Santa Ana Montains to the Oceanside-Del Mar costal area.
According to Kenneth Lee Wilson, Eocene and Related Geology of a Portion of
the San Luis Rey and Encinitas Quadrangles, the Santiago formation of the
Santa Ana Montains is characterized by a thin basel conglomerate that is
overlined by fine-to medium-grained, gray green or brown to buff sanstone that
contains a middle Eocene marine molluscan fauna. The surface soil at the site
appears to be a sandstone and sandy soil similar in composition to the bedrock.
Such geologic formation as the one at the site is generally considered to be
stable. The soil at the site seemed to conform with the general geologic cross
section of Oceanside-Carlsbad area. Sandy soils with tan to dark brown or red
were encountered. The property appeared to consist of a natural centered pad
with downslopes at the eastern and western portions. The eastern and western
portions of the land level off forming two other natural pads of the property.
FAUL TS AND GROUND SHAKING
Figure 2 illustrates the locations of major seismic faults in Southern California.
Elsinore fault is approximately 25 miles from the site, San Jacinto fault is
approximately 45 miles from the site, Rose Canyon fault is about 10 miles from
the site and Newport-Inglewood fault is about 15 miles from the site. The
following table includes the maximum probable Richter earthquake magnitudes
for the faults mentioned above:
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AdTech Engineering, Inc.
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Maximum
Probable Bedrock Design
Fault Zone Distance Earthquake Acceleration Acceleration
Elsinore 25 miles 7 .3 magnitude 0.29 g 0.12 g
San Jacinto 45 miles 7 .8 magnitude 0.18 g 0.08g
Rose Canyon 10 miles 6.0 magnitude 0.16 g 0.06 g
Newport-15 miles 5.9 magnitude 0.15 g 0.05 g
lnglwood
Rose Canyon and Newport-Inglewood faults are not expected to generate major
earthquakes. Most of the ground shaking at the site would be generated by
major quakes at Elsinore fault or San Jacinto fault.
Figure 3 contains the locations of semi-major faults in San Diego County. The
closest one to the site is Carmel Valley fault. There are also small faults in
Oceanside-Carlsbad area as shown in Figure 4. None of the faults mentioned
above has been active in the past twenty years. Even though this site is not
adjacent or close to an active fault, proper precaution need to be taken for
earthquake design of structures and retaining walls.
Different faults in San Diego County have different zone slip rates that vary from
very low to very high rate of activity. The following chart summarizes the
probability of quake events in the site:
Peak Acceleration Design Acceleration Probability of Occurrence
0.20 g 0.10 g 1X10""
0.10 g 0.05 g 1X10-1
0.05g 0.03 g 1X1 ff'
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AN DIEGO
U.S.A.
AdTech Engineering, Inc.
95080
------------. MEXICO
. . ·c faults in southern California. Figure 2. MaJor se1sm1
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95080
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Figure 3. Location of semi-major faults in San Diego County.
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AdTech Engineering, Inc.
95080
Figure 4. Small faults in the Oceanside-Carlsbad Area.
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Structures and retaining walls designed in accordance with the Uniform Building
Code have shown satisfactory performance in the event of a major earthquake.
It is therefore recommended herein that the Uniform Building Code be followed in
regard to seismic design for the site.
GROUND WATER
No ground water or saturated soil was encountered at the site in any of the
borings. We do not anticipate any major ground water problems during or after
construction.
DESCRIPTION OF SOIL SAMPLING AND TESTING
Appendix 1 shows the location of borings taken from the site for studying the soil
conditions for the proposed structures. A total of 22 samples were taken. Two
types of samples were obtained: undisturbed and disturbed. Representative
samples were selected for testing of the engineering properties. Some of the
borings for disturbed soil samples were made with a backhoe to a depth between
three to thirteen feet from the surface procuring to be at least five feet below the
proposed finished grade. The undisturbed samples were taken from borings
drilled with a drill rig. Depths of these samples ranged between two to twenty
three feet from the surface. The field observations are as follows:
• The organic top soil extend to a depth of 4" in bare ground areas (lots 10,
13, 15 and 17). And it extends up to 8" in vegetated areas (rest of land).
• The soil samples from all lots were classified in the laboratory according to
the Unified Soil Classification System (ASTM D 2487).
• Expansion potential was evaluated and determined to be very low due to
the sandy nature of the soil (expansion index less than 10%).
• The soil appeared to be wetter in the lots where vegetation was present.
• The bedrock at the highest spot (288 ft.) was found at a depth of 14 ft. All
the soil up to this depth was a very firm sandstone of the Eocene age. It is
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not anticipated that the lots requiring cuts would be at a pad elevation
lower than the elevation of the bedrock.
• Compacted specimens from lots that require cut was evaluated for
adequacy as a fill material. ASTM standard D-1557 (modified Proctor
test) was followed to measure the optimum moisture content and
maximum dry density. Imported fill must evaluated by AdTech
Engineering prior to utilization at the site.
• Laboratory tests were conducted on soil specimens of this site to
determine if the internal angle of friction, cohesion, unit weight, moisture
content and classification of undisturbed soil sample at this depth as well
as a compacted specimen from a disturbed sample. Sample elevation
and location were selected to represent the subgrade (5 feet below pad
elevation) for each lot. The above mentioned engineering properties were
evaluated for the fill soil as well.
• It was found that soil under most of the lots up to a depth of 5 to 15 feet
from the surface consists of sandy soil that can be used for fill after cutting
the highest lots and removing the top soil in the lowest lots.
• In lots 20 and 23, a soil strip of gray sand of approximately 40 feet width is
present. This gray sand is relatively inferior to the sandy soil in the rest of
the land due to its coarse texture and complete lack of cohesion. It
appeared to be of marine deposits. It is recommended that the top 5 feet
of said white sand strip be removed and replaced with fill complying with
the fill requirements of this report.
Conclusions and Recommendations
No geological or geotechnical conditions were encountered that could preclude
the proposed development at the site being studied in this report. Detailed
recommendations pertaining to soil conditions are as follows.
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AdTech Engineering, Inc.
95080
GRADING
Site Preparation
1. Site preparation should commence with removal of any vegetation,
deleterious materials and top soil.
2. For pads located partially or complete in cut , overexcavation and/or
deepening the footings will be required for cut/fill transitions crated by precise
grading. The overexcavated areas should extend a minimum of five feet beyond
the building footprint.
3. Fill caps should be overexcavated such that a minimum of three foot fill cap
is crated on the entire pad.
4. To a depth of 12 inches underneath the proposed road locations must
scarified and recompacted to 90% maximum density in accordance with ASTM
D-1557.
Oversize Rocks
Oversize rocks greater than 3 feet in maximum dimension must be exported from
the site. Rocks up to 3 feet in maximum dimension may be included in the
grading (fill) operation provided that the detail included within this report be
followed. Oversize rocks will hamper fill and compaction operations.
Surface Drainage
It is recommended that all surface drainage be directed away from the proposed
structures at the top of the slopes. Water pounding is not permitted adjacent to
foundation.
Earthwork
Earthwork and grading operations must follow the recommendations of this
report. All special site preparation recommendations included herein shall
supersede the general guidelines for grading and fill attached to this report. Fill
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bases must be benched. Fills must be compacted to 90% maximum density and
angle of internal friction of 35° at least. All embankments and/or fills including
utility trenches within 5 feet of the proposed structures and beneath pavements
must be compacted to at least 90% of maximum density. Top 12 inch of soil
beneath paved areas (below the subbase) must be compacted to 95% relative
compaction. It is recommended that at least 6 inches of crushed rock base be
used for the asphalt pavement at the site.
FOUNDATIONS
General
Shallow foundations may be used to support the proposed structures. Footings
must be at least 18 inches below lowest adjacent finished grade. Minimum width
of 12 inches and 18 inches are recommended for continuous and isolated
footings, respectively. Bearing capacities of 2,500 psf and 1,800 psf are
recommended for footings on cut and fill, respectively. 33% increase of bearing
capacity is allowed for wind and/or seismic loads.
Reinforcement
Footings must be reinforced with two #4 bars positioned near the bottom of the
footing (3.5 inch clear cover) and two #4 bars near the top of the footing. This
reinforcement is based upon soil characteristics and does not replace structural
reinforcement for the footing.
Slab on Grade
Concrete slabs on grade for this project must be 5.5 inches minimum thickness,
with 2,500 psi minimum compressive strength, reinforced with #4 bars at 18
inches o/c. Slabs on grade must be underlain by 4 inches of poorly graded
coarse sand or crushed rock. Slabs on grade underneath moisture sensitive
floor covering must be underlain (from bottom to top) with 4 inch poorly graded
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coarse sand or crushed rock, visqueen barrier and 2 inch clean sand for proper
concrete curing.
Settlement and Expansion Characteristics
The anticipated settlement of the proposed structures (total and/or differential) is
within the tolerable limits. Hairline cracks in stucco and concrete due to
shrinkage or minor settlement is considered normal and may be anticipated. The
soil at the site, due to its sandy nature, is predominantly nonexpansive. The
recommendations in this report reflect settlement and expansion potentials of the
soil at the site.
Slopes
Permanent slopes in cut soil are required to have a slope angle of 31° from
horizontal (1 .75h:1v). Permanent slopes in fill soil are required to have a slope
angle of 27° from horizontal (2h:1v). Temporary cuts can be at 0.25h:1v.
Retaining Walls
Due to the presence of potential cuts and fills at the site, use of retaining walls is
anticipated. For design of retaining walls, the following parameters must be
followed:
Cut soil:
Angle of internal friction, cj> = 36°
Density, y = 130 pcf
Cohesion, c = 0 psf
Coefficient of friction between the soil and the footing, µ = 0.35
Passive pressure, p = 300 psf/ft
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Fill soil:
Optimum moisture content = 10.5%
Angle of internal friction, cj> = 32°
Density, y = 125 pcf
Cohesion, c = 0 psf
AdTech Engineering, Inc.
95080
Coefficient of friction between the soil and the footing, µ = 0.30
Passive pressure, p = 200 psf/ft
When friction and passive pressure are used simultaneously for resistance of soil
pressure, the latter must be reduced by 1/3. Retaining walls are recommended
to have 12 inches of poorly graded crushed rock backfill and filter fabric behind
the rocks. Underdrain behind retaining walls greater than 3.5 feet in height must
be provided to alleviate the effect of water accumulation behind the wall.
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Limitations
AdTech Engineering, Inc.
95080
The recommendations presented in this report are contingent upon our review of
final plan and specifications for the proposed structure and pavement as per
chapter 70 of the UBC. It is recommended that AdTech Engineering, Inc. be
retained to provide continuous soil engineering services during earthwork
operations to observe compliance with design concepts of this report and to
provide design changes in the event that subsurface soil conditions differ from
the anticipated conditions. The recommendations made in this report reflect
AdTech Engineering, Inc. best opinion and judgment based on the evaluation of
the subsurface soil conditions determined from the samples collected.
Unforeseen variations in unexplored and intermediate areas could affect the
performance of the foundations and cut and fill slopes. Therefore, it is important
that a representative from AdTech be present during earthwork of this project.
AdTech Engineering must be informed of any design changes that pertain to
earthwork in this project so that proper consideration be taken. As time elapses,
site conditions could change and continuous observation of these conditions by
AdTech is necessary. In the performance of this report, we followed the levels of
care and skill generally exercised by members of our profession. The borings
taken by AdTech, yet extensive, are samples and do not completely represent
the subsurface soil conditions at the site. AdTech Engineering will be
responsible for any changes of site conditions at the locations of the borings
takerr from the site and will not be responsible for interpolation of said site
conditions outside the location of the borings. It is the responsibility of Pacific
View Ltd. or their representative to ensure that the recommendations of this
report are followed.
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Appendix 1:
Sampling and Test Results
AdTech Engineering, Inc.
95080
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LOG OF BORINGS
LOT No. EXISTING PAD BORING BORING DEPTH FROM
GRADE ELEVATION EXISTING GRADE
(ft) (ft) (ft)
1 215 to 220 209 6 5
2 216 to 222 213 6 5
3 218to225 217 6 5
4 218 to 228 222 5 5
5 215 to 231 228 5 5
6 212 to 231 232 4 3
7 209 to 229 233 3 3
8 205 to 228 234 3 3
9 203 to 231 235 2 5
A 200 to 230 235 1 3
B 205 to 235 225 7 5
C 234 to 235 235 8 5
10 240 to 256 234 8 5
11 226 to 248 260 1 3
12 232 to 252 262 9 5
13 245 to 258 264.5 9 5
14 253 to 264 266 10 5
15 262 to 271 267 10 5
D 271 to 276 268 10 5
16 276 to 284 268 11 25
17 284 to 288 268 11 25
18 269 to 288 262 12 3
19 260 to 279 257 13 13
20 260 to 265 252 13 13
21 240 to 270 246 16 5
22 223 to 258 245 16 5
23 245 to 257 244 14 20
15 3
24 238 to 253 240 17 5
25 210to237 230 18 3
26 210 to 235 233 18 3
27 215 to 230 235 18 3
28 230 to 262 236 19 5
29 237 to 260 236 19 5
30 234 to 265 238 19 5
31 239 to 265 242 20 5
32 248 to 264 247 20 5
33 262 to 272 254 21 5
34 269 to 282 259 22 5
35 265 to 286 264 22 5
36 263 to 283 268 22 5
US: Undisturbed driven tube sample, CK: Undisturbed chunk sample
BG: Bulk Sample, SP: Standard penetration sample
AdTech Engineering, Inc.
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SOIL DESCRIPTION
Cut 6 to 11 ft
Cut 3 to 9 ft
Cut 1 to 8 ft
Fill O to 4 & Cut O to 6 ft
Fill O to 13 & Cut O to 3 ft
Fill 1 to 20 ft
Fill 4 to 24 ft
Fill 6 to 29 ft
Fill 4 to 32 ft
Fill 5n to 35 ft
Fill O to 20 & Cut O to 10 ft
Fill O to 1 & Cut O to 10 ft
Cut 6 to 22 ft
Fill 12 to 34 ft
Fill 10 to 30 ft
Fill 6.5 to 19.5 ft
Fill 2 to 13 ft
Fill O to 5 & Cut O to 4 ft
Cut 3 to 8 ft
Cut8to16ft
Cut 16 to 20 ft
Cut 7 to 26 ft
Cut 3 to 22 ft
Cut 8 to 13 ft
Fill O to 6 & Cut O to24 ft
Fill O to 22 & Cut O to 13 ft
Cut 1 to 13 ft
Fill O to 2 & Cut O to 13 ft
Fill O to 20 & Cut O to 7 ft
Fill O to 23 & Cut O to 2 ft
Fill 5 to 20 ft
Fill O to 6 ft & Cut O to 24 ft
Cut 1 to 24 ft
Fill O to 4 & Cut O to 27 ft
Fill O to 3 & Cut O to 23 ft
Cut 1 to 17 ft
Cut8to18ft
Cut 10 to 23 ft
Cut 1 to 22 ft
Fill O to 5 & Cut O to 15 ft
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i I I L I I ' I t t I I. I I I I I I I I I· I I I I I I I I I I I I I I I I I I I I I • I ·, I I , ~~ al f I 1•/ , r<t.f !'I·,, f; ,~ I 1· ' l / ' ,, : ', ·. l . I I -· *. ··1 '! 0 i \ Ii' ·'• ,.· \ \ ·:\_..r .:>, ··. ·\ ,' .. · \ LOCATIONS OF BORINGS FOR FOUNDATION SOIL TESTING ~ DOREET WAY (1/ _..,I ~ ,-,~✓ Wnl "'" • . .. ,-, ... r . Cona \ I _!-, ,,-Cone 'r . \-' . : . "---( \ I \~· ~ '. jl191 1' )ill ,\oph, \ \' .. 7 --~ ,, . \ · .WH 1 ... ~ .. -~.:.--., i C0nC l. "IIH I·• -• .. --4'l ,,.· j I r"''•:1 .. · ~--►S.x ,--a j -' ., ~ I ,\• ~ .... >9 .... --,. .-· ~, ' . -. ··' . '.-~; , .. ,. -;;.. .._ \,l . \_ \, A:r.79·. ' ; -~·i_A;.q~(f-;;~/i ;-j.,· ~-~·--. l ...... 135 :· :1~>-.. ·,'· , .. -·.1 · \-11.b•. ~, .,~l\-I ·• ....... \ . . D~ .\ i\''\\\ ' '·;.• 1 1'l· ,r,C, if.~ \ / ,;~ '· ;_ / ' .' . 7+' -·~ \t·' \ y I ,:~l,~· l / -~ f>-'j .. • r;,,· t ii'.~• . ·' -. :\ '• ' t J'·_ ~ ··J ,) : . ,-(-·en,_ NOT::'. A ; PARf ; . ,._ -.: '\-q,, . _;., • >.' : i . ! \ -<. :· - . \ . i.1 I ' ,i \ -;_ ' \ \ \ . \ ' . \ . ·-\ ,_ ._\\ ·. . \ ' \\tH ...___ ----~' -··1 s; . . -... ' --·· -; ~~.:A~~,~ ., r1 ~.;..1--,~T ~ \ -' \ \ ~ -.,..._ 240 --.... -Cf] G [;;; r=;
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Job No.: 95080
uepth Sample
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Soil
Classification
SP
BORING LOG
Boring No.: 1
Method of Boring: Drill Rig
::;on uescnption
1op::;oil
Firm brown silty sand
l:jOnng term1natea at J n
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Date of Boring: 10/9/95
Moisture UnitWe1gnt UryDensity
(%) (pcf) (pcf)
5 112 108
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Depth Sample
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Soil
Classification
SP
BORING LOG
Boring No.: 2
Method of Boring: Drill Rig
sou uescnpt1on
Top SOIi
Firm dry dark brown silty sand
tsonng terminatea at :, n
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Date of Boring: 10/9/95
~O1sture Unit Weight Dry uensity
(%) (pcf) (pcf)
2.9 108 105
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Project: D. Ryan
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uepth sample
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Soil
Classification
SP
BORING LOG
Boring No.: 3
Method of Boring: Backhoe
Soil Descnpt1on
lop Soil
Medium firm brown silty sand
Bonng terminated at 3 ft
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Date of Boring: 10/9/95
Moisture lJmtWeignt Dry Density
(%) (pcf) (pcf)
4.5 111 108
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Project: D. Ryan
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uepth sample
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Soil
Classification
SP
BORING LOG
Boring No.: 4
Method of Boring: Backhoe
Soil uescnpt1on
Top Soil
Medium firm brown silty sand
Bonng terminated at 3 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry Density
(%) (pcf) (pcf)
5.5 114 110
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Job No.: 95080
uepth Sample
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sou
Classification
SP
BORING LOG
Boring No.: 5
Method of Boring: Drill Rig
Soil uescnpt1on
Top Soil
Firm dry dark brown silty sand
tsonng terminatea at 5 n
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry Density
(%) (pcf) (pcf)
1.8 111 109
26
--.. -.. ------
-----..
-
--
--...
-
---.... ------
Project: D. Ryan
Job No.: 95080
ueptn sample
1
2
3
4
5 u::;
6
7
8
9
10
11
12
13
14
15
16
17
18
19 -
20
21
22
23
24
25
26
27
28
:soil
Classification
SP
BORING LOG
Boring No.: 6
Method of Boring: Drill Rig
Soil OescnptIon
1opsoil
Firm dry dark brown silty sand
Bonng terminated at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Umtwe1ght Dry uensity
(%) (pcf) (pcf)
2 114 112
21
---.. -------..
-----------.. -...
-
---.. .. --
--
Project: D. Ryan
Job No.: 95080
uepth Sample
1
2
3
4
5 \.,I\ & t,\;j
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 7
Method of Boring: Backhoe
sou oescnpt1on
Top sou
Firm dry dark brown silty sand
Honng terminated at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry Density
(%) (pcf) (pcf)
2.2 112 109
28
---.. -
-.. -----
-----
""" ---... -
-.... -...
---.. -.. -
Project: D. Ryan
Job No.: 95080
ueptn :sample
1
2
3
4
5 "-" & t:1u
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
:sou
Classification
SP
BORING LOG
Boring No.: 8
Method of Boring: Backhoe
Soil Descnptaon
lop Soil
Firm dry reddish brown to dark brown
silty sand
Bonng terminated at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Umt vveaght Dry uensity
(%) (pcf) (pcf)
1.9 110 107
29
--------
------
---
-------
---... -----
Project: D. Ryan
Job No.: 95080
uepth Sample
1
2
3
4
5 \,I\ & tsu
6
7
8
9
10
11
12
13
14
15
16
17
18
19 -
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 9
Method of Boring: Backhoe
Soil uescnption
Top Soil
Firm dry dark brown silty sand
Bonng terminated at 5 n
AdTech Engineering, Inc.
95080
Date of Boring: 10n/95
Moisture Unit Weight Ory uensity
(%) (pcf) (pcf)
2.5 112 109
30
-------
-----.... ---------
-..
---...
-... -...
... ---
Project: D. Ryan
Job No.: 95080
ueptn ~amp1e
1
2
3
4
5 CK&t,u
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
SOIi
Classification
SP
BORING LOG
Boring No.: 10
Method of Boring: Backhoe
Soil uescnpt1on
l,op Soll
Firm dry reddish brown silty sand
Bonng terminated at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/8/95
Moisture Unit Weight Dry uensity
(%) (pct) (pct)
4.2 113 108
31
---------... -----..
--------------...
....
111111. ----
Project: D. Ryan
Job No.: 95080
oeptn sample
1
2
3
4
5 us
6
7
8
9
10 u~
11
12
13
14 u~
15
16
17
18
19
20 us
21
22
23
24
25 us
26
27
28
sou
Classification
SP
SP
SP
SP
SP
BORING LOG
Boring No.: 11
Method of Boring: Drill Rig
sou uescnptIon
1opsou
Firm moist tan silty sand
Firm moist tan silty sand
Very firm tan silty sand
Very frim tan silty sand
Very frim tan silty sand
Bonng terminated at 25 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uensity
(%) (pcf) (pcf)
8.4 113 104
8.8 122 111
8.5 120 111
9 121 111
10 125 112
32
-----
-------------------------------
Project: D. Ryan
Job No.: 95080
ueptn sample
1
2
3 1.,1\ & t:S\j
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soll
Classification
SP
BORING LOG
Boring No.: 12
Method of Boring: Backhoe
Soil uescnpt1on
lop SOIi
Medium firm reddish brown to gray silty sand
Bonng terminated at 3 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture UmtWe1ght Dry Density
(%) (pcf) (pcf)
4.1 112 108
33
-----
-------------
-
-----
-
---.....
-
Project: D. Ryan
Job No.: 95080
uepth Sample
1
2
3
4
5 c;K.& BG
6
7
8
9
10
11
12
13 c;K. & BG
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
SP
BORING LOG
Boring No.: 13
Method of Boring: Backhoe
sou oescnption
Top l:>011
Soft gray silty sand
Medium firm gray silty sand
Firm gray silty sand
Bonng terminated at 13 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uens1ty
(%) (pcf) (pcf)
3.5
5 120 114
12.5 122 108
34
---
---... -----------
-----
---......
....
-----
Project: D. Ryan
Job No.: 95080
ueptn sample
1
2
3
4
5 us
6
7
8
9
10 u~
11
12
13
14
15 us
16
17
18
19
20 us
21
22
23
24
25
26
27
28
Soil
Classification
SP
SP
SP
SP
BORING LOG
Boring No.: 14
Method of Boring: Drill Rig
Soil uescnpt1on
lop Soil
Soft dry gray silty sand
Medium firm moist gray silty sand
Firm moist tan silty sand
Firm moist tan silty sand
Firm moist tan silty sand
tsonng terminated at 20 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture UmtWe1ght Dry uensity
(%) (pcf) (pcf)
5
8.4 126 116
6.6 126 117
7.4 118 110
8 117 108
35
-------------------...
-
---
-
-----
----
Project: D. Ryan
Job No.: 95080
ueptn sample
1
2
3 ....... & t:11.:i
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 15
Method of Boring: Backhoe
Soil uescnption
Topsoil
Medium firm gray silty sand
Bonng term1natea at 3 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uensity
(%) (pcf) (pcf)
3.9 121 116
36
-... --...
-.. -.. -
-
-
-------------------......
--
Project: D. Ryan
Job No.: 95080
ueptn sample
1
2
3
4
5 us
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
sou
Classification
SP
BORING LOG
Boring No.: 16
Method of Boring: Drill Rig
Soil Descnption
Top SOIi
Medium firm wet brown silty sand
Bonng termmatea at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture umtWe1gnt Ury Density
(%) (pcf) (pcf)
6.6 117 110
37
-----------.. -------
-
---...
-----... -----
Project: D. Ryan
Job No.: 95080
uepth sample
1
2
3
4
5 us
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 17
Method of Boring: Drill Rig
::;011 uescnption
I Op :SOIi
Medium firm wet brown silty sand
tsonng terminatea at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uensity
(%) (pcf) (pcf)
6.9 117 109
38
.. -.. --.. ---------------
------.. ------.... --
Project: D. Ryan
Job No.: 95080
Depth Sample
1
2
3 (;K& BG
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 18
Method of Boring: Backhoe
sou Descnpt1on
Top SOIi
Medium firm brown silty sand
tsonng term1natea at J n
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture UmtWe1ght Dry oensity
(%) (pcf) (pcf)
3.2 117 112
39
-
--.. --------------
-----
-----------
Project: D. Ryan
Job No.: 95080
ueptn ~amp1e
1
2
3
4
5 \.ii\ & BG
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
sou
Classification
SP
BORING LOG
Boring No.: 19
Method of Boring: Drill Rig
Soil oescnpt1on
Top Soil
Medium firm wet darkbrown silty sand
Bonng terminated at 5 rt
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uens1ty
(%) (pcf) (pcf)
6 115 108
40
-
-----
""" -.. ---------------.... -
----... -... ---
Project: D. Ryan
Job No.: 95080
ueptn ::;ample
1
2
3
4
5 u::;
6
7
8
9
10
11
12
13
14
15
16
17
18
19
~
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 20
Method of Boring: Drill Rig
sou DescnptIon
1op Soil
Medium firm dry brown silty sand
Bonng terminated at 5 ft
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture umtwe,glit Dry Density
(%) (pcf) (pcf)
3.5 117 113
'
41
-----.. ---
-------
-....
-----
-
----,,.
-....
--
Project: D. Ryan
Job No.: 95080
oeptn sample
1
2
3
4
5 1,;K.&Bu
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Soil
Classification
SP
BORING LOG
Boring No.: 21
Method of Boring: Backhoe
::;on uescnpt1on
Top Soil
Firm dry brown silty sand
tsonng terminateo at o n
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uensity
(%) (pcf) (pcf)
4.3 116 108
42
-
--.. ----.. --------..
-------------.. -----
Project: D. Ryan
Job No.: 95080
uepth Sample
1
2
3
4
5 l;I\ & Bu
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
~on
Classification
SP
BORING LOG
Boring No.: 22
Method of Boring: Backhoe
Soil Descnp11on
lop Soil
Firm reddish to dark brown silty sand
Bonng terminated at 5 n
AdTech Engineering, Inc.
95080
Date of Boring: 10/9/95
Moisture Unit Weight Dry uens1ty
(%) (pcf) (pcf)
5.6 116 108
43
2000.0
1800.0 ~
1600.0
1400.0
.,, 1200.0 .,,
I!! -U) ... 1000.0
ftl CD .c 800.0 U)
600.0
400.0
200.0
0.0
0.0
Direct Shear Test Results
Normal Stress
710.0
1300.0
2600.0
Shear Stress
440.0
940.0
1840.0
Summary of Dired Shear Test Results for Cut Soil
500.0 1000.0 1500.0
Normal Stress
2000.0 2500.0 3000.0
♦ Shear Stress ·
-Linear (Shear Stress) I
Angle of Internal Friction = 36 Degrees
Unit Weight= 130 pcf (max.)
44
6000.0
5000.0
4000.0
Ill Ill e -Cl) 3000.0 .. c,i a, s:. Cl)
2000.0
Normal Stress
1425.0
2850.0
5700.0
Direct Shear Test Results
Shear Stress
1170.0
2610.0
5040.0
Summary of Direct Shear Test Results for Fill Soil
0.0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0
Normal Stress
♦ Shear Stress
-Linear (Shear Stress)
Angle of Internal Friction= 37 Degrees
Unit Weight= 125 pcf (max.)
45
~ a-CompactTon Test Results For Native Samples From Cut Lots I Moistur~-~~ntent % I Dry ~2~nsity I I I I I ______ _ 127 126 125 ~ 124 ., C • Q ~ 123 Q 122 11.43 I 126 13.26 I 120.4 11.84 I 125.4 Summary of Compaction Test Results 121 I . ~,, "'" ·r '. ,., _ .,,.:,". . ' ' --~ i 120 ' •-' ,_,.. ,,. ; . 9 10 11 12 Moisture Content -·-1 ♦ Dry Density -Poly. (Dry Den~i~2 13 14
Location of Job:
Description of soil:
Test performed by:
ASTM Method:
Blows/Layer:
No. of Layers:
wt. of Hammer:
AdTech Engineering, Inc.
COMPACTION TEST DATASHEET
Carlsbad vmage Dr, & Donna Pr.
.s.a.n.d
MG&HH
01557-91
~
5
~ lb.
Date of test: 1 0/12/95
Gs= ~
Mold Dimensions
Diameter: .1Q.1 cm
Height: .11...63 cm
Volume: 933 73 cm3
Water Content Determination:
Sample No. 1
Moisture Tray No. 1
Wt. of tray + wet soil 170.7
Wt. of tray + dry soil 161.86
Wt. of water 8.84
Wt. of tray 72.9
Wt. of dry soil 88.96
Water content, % 9.9
Density Determination:
Sample No. 1
Averagew% 9.7
Wt.of mold + soil
Wt. of mold
Wt. of soil in mold 2075.4
Wet density 2.22
Dry density 2.03
Dry density (pct) 126.4
Saturated Density 131 .6
140.0
135.0 •
t;' 130.0 u .!;
~ ui 125.0 C G) -0
~ 120.0 0
115.0
110.0
9.0 10.0
2
4 10 11
176.51 84.16 89.14
167.55 77.07 81 .65
8.96 7.09 7.49
72.6 15.64 15.53
94.95 61.43 66.12
9.4 11 .5 11 .3
2 3 4
11.4 11 .8 13.2
2097.8 2099.3 2048.2
2.25 2.25
2.02 2.01
125.8 125.4
126.9 125.9
11 .0 12.0
Water content(%)
♦Series1 ■Series2
2.19
1.94
120.9
122.4
Note: All weights are in grams.
3 4 5
17 18 14 15
88.15 89.63 88.28 84.57
80.46 81.82 79.74 76.56
7.69 7.81 8.54 8.01
15.6 5.68 15.7 15.62
64.86 66.14 64.04 60.94
11.9 11 .8 13.3 13.1
5 CHART I
0.0 SERIES
0
0.00
0.00
0.0 1 I
165.4 2 I
13.0 14.0
47
TRANSITION LOT DETAILS
CUT-FILL LOT
NATURAL GROUND
1-----_,, ----------------_,,.. -----_,,..
-COMPACTED -FILL-------~-11"._a\P...~-........--t:..::: __ -J-_______ 30" MIN. . --•------~~P-s--~-------A--------:-_-_-_-_-_-_-_-_-_---:;-.;c_-=:--_-~(-_:~~---:::--- \ ~ ; -r
.~~=--~sU..~~'o--..,;;~---OVEREXCAVATE AND RECOMPACT
-::----'----~-\) ----' A. :-_-_:: tJ'O'-' _:-_-.,;;:._.~---.
-~~~--_--....::...--::---_-_:-_-_ UNWEATHERED BEDROCK OR _j r-MATERIAL APPROVED BY 1 THE GEOTECHNICAL CONSULTANT
CUT LOT
NATURA.L GROUND
I --.I.-
----------------------~ REMOVE __. __.
_ --UNSUITABLE~_.-_,_
__ -MATERIAL ------------------- --------~ -------.------------:..-_ -----_-_-_-_-_:-_-_-:-_-_-:-: ---............ ~-=-=-=~-=-:: ...L = ::-::::-:-:-:-:-:-:
. V\
OVEREXCAVATE AND RECOMPACT
-·
UNWEATHERED BEDROCK OR ______ f
,---MATERIAL APPROVED BY · t THE GEOTECHNICAL CONSULTANT
NOTE:
Deeoer overexcavation and recomooction shall be performed 48
if determined to be necessary by the geotechnical consultant.
BENCHING DETAILS
FILL SLOPE
P'ROJECTED l'LANE
I 10 I maximum from toe
of alope ed r
2' MIN. I 15' MIN. f
KEY t°l,OWEST BENCH-,
DEPTH (KEYi
ENCH BENCH
HEIGHT
----------· -----------MP'ACTED ::-=-~~ ·-:_~!.!.L!_:.:-::-:-=-=~ ---------·
ED:-:----..:--
FILL-OVER-CUT SLOPE ILL~
REMOVE . NATURAL UNSUITABLE GROUND MATERIAL --_ -BENC -----------
,,,.. _.. ,,,.. LOWEST BENCH -----
To be constructed prior
to fill plocement
CUT-OVER-FILL SLOPE
FINISH
P'~DJ[CT P'LAN[
I &O I Nlli-
CIIT FACE
To le ton1tructed P'rlor to FIii P'l•c-,
lGe of 1lope TP'ICAL approved
gr
2· "'"·I 1s• "'"· I KCY 1--LDWEST IENCH--j
DEPTH . (KET)
NOTES:
f
LOWEST BENCH: Depth and width subject to field change
based on consultant1s inspection. 49
SUBDRAINAGE:. Back drains may be required at the
discretion of the geotechnicol consu ltont.
ROCK DISPOSAL DETAIL
FINISH GRADE -------------------· -------------------------------------------------------ro7 MTN----------..: coMPAcTED :-_-_-_-: _-_-_-_-_-_-_-_-_-....: .... - - - -:... :..-_-_-_-_-:,:-_-FI LL:-_-_-_-_-_-:
SLOPE
FACE
-------------~---------------------------....~----------________ :,r-: ___________________ a_
--=-========:=:::;::~-7\_:;:=:=:=:==_-~=-============j: -=-:-' -------/·---~-------~-=------------------~ ------------------------------:::::::-z~-_::::-:Y-:.T"r-::::::::-~--~==~-
. ·a-· I~-=-=-~= =-=-1-.1a:-=-=----r ~E..:..-=-=-=-=-=-=-==--~---=-=----_-_-_I ~ }II . .:_-,._-_-_-_-_-_-_-_-_-_-_-_-_-4,-M-IN--_-_-:. -----,:-_.:t-_-_-_-_-:,-- - - - - - - -~ - - - - - - - - - - - - -·---1S1 MIN :,;J-:---· ----_____ :&.,...._ _____________ -----------·:..7:---
~=-=-=-=-=-=-~-= ~~---=~=-=-=-=-=-=-=-=-= -*=-=-=-=-=-=-=-=-~ =---:-_-_-_-_-_-:,: _r -_-_-_-_-_-_ -_-_-_-_________________ _-_-______ --------~---------------------------------~ --___________ ---------_-_-_-_-_-_-_-_---,=..=. ;;.7_-_-_-_-_-_-_-_-_. OVERSIZE·.----
WINDROW!
GRANULAR SOIL·
To fill voids1
densified by
flooding
PROFILE ALONG WINDROW
50
_.
SLOPE BUTTRESS OR
REPLACEMENT FILL DETAIL
-
KEY
DEPTH
1
2' MIN.
OUTLET PIPES
4" !J Nonperf oroted Pipe,
I 00' Mox. O.C. Horizontally,
30' Mox. O.C. Vert icolly
----------------------------_-_-_ ---i'D Min.:-_-_-_-_-_-_ AL TERNA TE A --·----------~ KEY WIDTH • I EQUIPMENT SIZE • CENERAU. Y IS FEET
TEMP'OAARY
ILL LEVEL
---RECOMP'ACTED flLL ··-
FILL BLANKE
30" MIN.
BACK CUT
1:1 OR FLATTEF
BENCHING
RAIN
AL TERNA T.ES A &
FIL TEA MATERIAL
Filter material shall be
Class 2 permeable material
per State of Calilornia
Standard Specifications,
or approved alternate.
Class 2 grading as follows:
--~~-:. •~. &ELECT BEDDING SIEVE SIZE PERCENT PASSI!'
NOTES:
BACKflLL
0 W.IN. NONPEAFOAA TED
P'IPE
DETAIL A-A'
• Fill blanket, bock cut! key width and
key ciepth ore subject to field change,
per report /plans.
• l<ey heel subdrain, blanket drain, or
vertical drain may be required at the
discretion of the geotechnical consultant.
P[RfDRATED I'll'[
\ 10' "I~. EACH SI~[ ~ -j tCAP~Cll
~ALl.D
NON•l'[RfOR~l[D
0llll[l PIP[
T•C0NN[CTI0N
ALTERNATE B
,·
3/4'
3/8°
No. 4
No. 8
No. 30
No. 50
No. 200
,• MIN. OVERL.i.P
SITIVt SEAL
SHOUL.D BE
P'AOVIDE
AT THE J
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
• Sl JRDRAIN 11'-lST ALLA TION -Suhdroin
pif)f"' shall be instolled with perforations
clown or. nt locctions desiqnated by DETAIL OF BUTTRESS SUBORAIN TERMINAL
the q~ot~chnicol consultant! shall bP.
nonperf oroted pipe.
• SUBDRAII\J TYPE -Suhdrain type shall
be AST M C508 Asbestos Cement Pipe
(ACP) or AST M D2751, SOR 23.5 or AST M
D 1527. Schedule 40 Acrylonitrile Butodiene
Styrene (ARS) or AST M 03034 SDR 23.5
or AST M D 1785! Schedul~ 40 Polyvinyl
Chloride Plastic <PVC) pipe or approved
eouivolent.
11:.11vc •~cr.rnL
r!L T~°' r hMIC
(l.llflloFI 1',0 00
APPrlCJVlD E OIJI'.' A!.tl,,)
,_
CANYON SUBDRAIN DETAIL
NATURAL GROUND
·--------------------~ _-_-_:-_-_-_-_:-_-:...-...:-:.:--_-_-_-_-_-_:-_-_-_-_-_-_-:._-_-_:-_ --~-------------------------------.."":s"--:-:-:-:-:-:-COMPACTED FILL:-:---::--=--s-~ ------------------------~ -------------------------------------------BENCHING ------------------_____________ ;,_:;..:;;---: -
------------------------------------------------------------------------~--SUBDRAIN TRENCH
SEE AL TERNA TES A&B
FILTER MATERIAL
OVE
ITABLE
ERIAL
SUBDRAIN Perforated Pipe Surrounded With
AL TERM-A TE A: FIiter Material
Filter material snall be
Class 2 permeable material
per State 01 Calitornia
Standard Specilications,
COVER
MIN.__..,
BEDDING
PERFORATED PIPE
611 0 MIN.
SUBDRAIN 1 1 /2" Gravel Wrapped
AL TERNA TE B: In FIiter Fabric
~ 6" MIN. OVERLAP ~ t-
FILTER FABRIC: _.___ (MIRAFI 14'0
""'7"~~fl! OR APPROVED
EQUIVALENT
. I l/MAX.GRAVEL OR
APPROVED EQUIVALENT
S'ft.3/tt.
or approved alternate.
Class 2 grading as follows:
SIEVE SIZE
1.
3/4" . 3/8"
No. 4
No. 8
No. 30
No. 50
No. 200
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
DETAIL OF CANYON SUBDRAIN TERMINAL
r!L l(n r ADnlC
IMIP._..r! l'-111:P.
IJ'f'nOVC.D EOVIVAL[tlTl
• SUBDRAIN INSTALLATION -Subdrain pipe shall be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforoted pipe.
e SUBDRAIN TYPE -Subdroin type shall be AST M C508 Asbestos Cement Pipe (ACP) 52
or ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40 Acrylonitrile Butodiene Styrene
(ABS) or ASTM D3034 SDR 23.5 or ASTM D1785, Schedule 40 Polyvinyl Chloride Plastic
(PVC) pipe or approved equivalent.
--
OVER EXCAVATE
AND RECOMPACT
SIDE HILL
CUT PAD DETAIL
----NATURAL~ _,--"
GROUND >-__. _,,,,-.,,,,.--,,,,,,,,,. _,,,,-_,,,,-.,.,, ,,,,,,,,,. _,,,,-
.,,,,,,. .,,,,,,. .,,,.
.,,,,,,. ,,,,, .,,,,,,, / .,.,, / .,.,, FINISHED CUT PAD
-----
(REPLACEMEN _-:-:-: ~-_, • • • • • • · • · · · • • • • · • • • · • · · · · ·
OVERBURDEN IN--Pad overexcavation and recompaction
OR UNSUITABLE ~ shall be performed if determined to
MATERIAL -be necessary by the geotechnicol
BENCHING consultant.
UNWEATHERED BEDROCK OR I
,r-MATERIAL APPROVED BY ~ r THE GEOTECHNICAL CONSULTANT
SUBDRAIN ANO KEY WIDTH REQUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS ANO THICKNESS OF OVERBURDEN
53
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55
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55
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• 56 .... ----:..:·
Appendix 2:
AdTech Engineering, Inc.
95080
General Earthwork and Grading Specifications
57
APPENDIX 2
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0 General Intent
These specifications present general procedures and requirements for grading and
earthwork as shown on the draft grading plan, including preparation of areas to be filled,
placement of fill, installation of subdrains, and excavations. The recommendations
contained in the geotechnical report are a part of earthwork and grading specifications and
shall supersede the provisions contained hereinafter in the case of conflict. Evaluations
performed by the consultant after detailed grading plan is approved and during the course
of grading may result in new recommendations which could supersede these specifications
or recommendations of the geotechnical report.
2.0 Earthwork Observation and Jesting
Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer
and engineering geologist; and their representatives) shall be employed for the purpose of
observing earthwork procedures and testing the fills for conformance with the
recommendations of the geotechnical report and these specifications. It will be necessary
that the consultant provide adequate testing and observation so that he may determine that
the work was accomplished as specified. It shall be the responsibility of the contractor to
assist the consultant and keep him appraised of work schedules and changes so that he
may schedule his personnel accordingly.
It shall be the sole responsibility of the contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. if, in the opinion of the
consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition,
inadequate compaction, adverse weather, etc., are resulting in a quality of work less than
required in these specifications, the consultant will be empowered to reject the work and
recommend that construction be stopped until the conditions are rectified.
Maximum dry density tests used to determine the degree of compaction will be performed in
accordance with the American Society for Testing and Materials test method ASTM D1557.
3.0 Preparation of Areas to be filled
3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled
and otherwise disposed of.
3.2 Processjng: The existing ground which is determined to be satisfactory for support
of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not
satisfactory shall be overexcavated as specified in the following section. Scarification
shall continue until the soils are broken down and free of large clay lumps or clods
and until the working surface is reasonably uniform and free of uneven features
which would inhibit uniform compaction.
3.3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground,
extending to such a depth that surface processing can not adequately improve the
condition, shall be overexcavated down to firm ground and approved by the
58
consultant.
3.4 Moisture Conditjonjng: Overexcavated and processed soils shall be watered,
dried-back, blended, and/or mixed, as required to attain a uniform moisture content
near optimum.
3.5 Recompactjon: Overexcavated and processed soils which have been properly
mixed and moisture-conditioned shall be recompacted to a minimum relative
compaction of 90 percent.
3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5: 1
(horizontal to vertical units), the ground shall be stepped or benched. The lowest
bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose
firm materials, and shall be approved by the consultant. Other benches shall be
excavated in firm materials for a minimum width of 4 feet. Ground sloping flatter than
5: 1 shall be benched or otherwise overexcavated when considered necessary by the
consultant.
3. 7 Approval: All areas to receive fill, including processed areas, removal areas and
toe-of-fill benches shall be approved by the consultant prior to fill placement.
4.0 Fm Material
4.1 Genera!: Material to places as fill shall be free of organic matter and other
deleterious substances, and shall be approved by the consultant. Soils of poor
gradation, expansion, or strength characteristics shall be placed in areas desrgnated
by the consultant or shall be mixed with other soils to serve as satisfactory fill
material.
4.2 Oyersjze: Oversize material defined as rock, or other irreducible material with a
maximum dimension greater than 12 inches, shall not be buried or placed in fills,
unless the location, materials, and disposal methods are specifically approved by the
consultant. Oversize disposal operations shall be such that nesting of oversize
material does not occur, and such that the oversize material is completely
surrounded by compacted or densified fill. Oversize material shall not be placed
within 10 feet vertically of finish grade or within the range of future utilities or
underground construction, unless specifically approved by the consultant.
4.3 Import: If importing of fill material is required for grading, the import material shall
meet the requirements of Section 4.1.
5.o Fm Placement and Compaction
5.1 Fm Lifts: Approved fill material shall be placed in areas prepared to receive fill in
near-horizontal layers not exceeding 6 inches in compacted thickness. The
consultant may approve thicker lifts if testing indicates the grading procedures are
such that adequate compaction is being achieved with lifts of greater thickness.
Each layer shall be spread evenly and shall be thoroughly mixed during spreading to
attain uniformity of material and moisture in each layer.
5.2 Fm Moisture: Fill layers at a moisture content less than optimum shall be watered
and mixed, and wet fill layers shall be aerated by scarification or shall be blended
with drier material. Moisture-conditioning and mixing of fill layers shall continue until
59
the fill material is at a uniform moisture content at or near optimum.
5.3 Compaction of Fm: After each layer has been evenly spread, moisture-conditioned,
and mixed, it shall be uniformly compacted to not less than 90 percent of maximum
dry density. Compaction equipment shall be adequately sized and shall be either
specifically designed for soil compaction or of proven reliability, to efficiently achieve
the specified degree of compaction.
5.4 Fm Slopes: Compacting of slopes shall be accomplished, in addition to normal
compacting procedures, by backrolling of slopes with vibrating rollers at frequent
increments of 2 to 3 feet in fill elevation gain, or by other methods producing
satisfactory results. At the completion of grading, the relative compaction of the
slopes out to the slopes shall be at least 90 percent.
5.5 Compaction Testing: Field tests to check the fill moisture and degree of
compaction will be performed by the consultant. The location and frequency of tests
shall be at the consultant's discretion. In general, the tests will be taken at an interval
not exceeding 2 feet in vertical rise and/or 1000 cubic yards of embankment.
6.0 Subdraln Installation
Subdrain systems, if required, shall be installed in approved ground to conform to the
approximate alignment and details that will be shown on the proposed plans. After
approval of subdrains, the subdrains location or materials shall not be changed or modified
without the approval of the consultant. The consultant, however, may recommend and
upon approval, direct changes in subdrain line, grade or material. All subdrain should be
surveyed for line and grade after installation and sufficient time shall be allowed for the
surveys, prior to commencement of filling over the subdrain.
7. o Excavation
Excavation and cut slopes will be examined during grading. If directed by the consultant,
further excavation or overexcavation and refilling of cut areas shall be performed, and/or
remedial grading of cut slopes shall be performed. Where fill-over-cut slopes are to be
graded, unless otherwise approved, the cut portion of the slope shall be made and
approved by the consultant prior to placement of materials for construction of the fill portion
of the slope.
60
Appendix 3:
AdTech Engineering, Inc.
95080
Homeowner's Guidelines for Slope. Maintenance
61
APPENDIX 3
HOMEOWNER'$ GUIDELINES FOR SLOPE MAINTENANCE
Many owners of new hillside homes do not realize that their property is in need of special
maintenance. Too often hillside homeowners become lax in proper maintenance of slope and
drainage devices, resulting in catastrophic consequences.
Homeowner's Guidelines for Slope Maintenance is designed to familiarize property owners with
features of their newly acquired property with which they may not be acquainted.
Governing agencies require hillside property developers to utilize specific methods of engineering
and construction to protect those investing in improved lots or constructed homes. For example,
the developer may be required to grade the property to grade the property in such a manner that
rainwater will safely leave the lot and to plant slopes so that erosion will be kept to an absolute
minimum. He may be required to install permanent drains.
However, once the lot is purchased, it is the buyer's responsibility to maintain these safety
features by observing a prudent program of lot care and maintenance.
The owner who overlooks regular inspection and maintenance of drainage devices and sloping
areas may expose himself to severe financial loss. In addition to his own property damage, he
may be subject to civil liability for damage occurring to neighboring properties as a result of his
negligence.
The following guidelines are for the protection of the buyer's investment and are of paramount
importance:
1. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper
drainage are not disturbed. Surface drainage should be conducted from the rear yard,
through the side yard, to the street.
2. All roof and yard runoff should be conducted to either the street or storm drain by
nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc.
Driveway runoff should be conducted to the street in such a manner as to inhibit small soil
failures. Do not alter your drainage without first obtaining expert advice.
3. Keep all drains cleaned and unclogged, including gutters and downspouts. During heavy
rain periods, inspect drainage performance often, as this is when occurs. Watch for
gullying and pounding. Correct problems as soon as possible.
4. Any leakage from pools, waterlines, etc. or bypassing of drains should be promptly
repaired.
5. Eliminate animal burrows and animals that make them, as they can cause diversion of
surface runoff, promote accelerated erosion, and even bring about shallow soil flowage.
6. Never alter your slopes without expert advice. If your lot is built on fill, or partly on fill,
consult with a soil engineer whenever you contemplate significant topographic modification
of the lot. Do not spread loose fill over slopes.
7. Should you contemplate modification of manufactured or natural slopes within your
property, consult an engineering geologist. Any oversteepening may result in the need for
62
expensive retaining devices. The undercutting of a toe-of-slope may reduce the designed
safety factor which may result in slope failure.
8. If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer or an
engineering geologist immediately.
9. Be careful with piecemeal or homemade approaches to repair of slope instability as this can
result in exasperation of instability problems.
10. Remember that most common causes of slope erosion and shallow slope failure are:
a. Gross neglect in the care and maintenance of the slopes and drainage devices.
b. Inadequate and/or improper planting. (Replant barren areas as soon as possible)
c. Too much irrigation or diversion of runoff over the slope. (Keep plants watered, but do
not overwater)
11. Do not let conditions on your property create a problem for your neighbors. By working
together with neighbors to prevent problems, you can not only promote slope stability,
adequate drainage and proper maintenance, but also increase the aesthetic attractiveness
of the community.
63