HomeMy WebLinkAboutCT 82-08; THE CREST AT CALAVERA HILLS; UPDATED GEOTECHNICAL INVESTIGATION; 1983-04-26•
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UPDATED GEOTECHNICAL INVESTIGATION
LAKE CALAVERA HILLS VILLAGE G
CARLSBAD, CALIFORNIA
CT, ~2-8
PREP ARED FOR:
Pacific Scene, Inc.
3200 Harney Street
San Diego, California 92110
PREPARED BY:
Southern California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, OALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, PAL:-IF". -92120
74-831 VELIE WAY PALM DESERT, CALIF. '32260' TELE 346-1078
6 7 BEN T E R P R I S EST. ESC 0 N 0 lOa, CAL IF. '3 2. 0 2 S • TEL E 7-4 I? -4 S _ 4 4
Ap ril 26, 1983
Pacific Scene, Inc. SCS&T 14143
3200 Harney Street Report No.2.
San Diego, California 92110
SUBJECT:
REFERENCES:
Gentlemen:
Report of Updated Geotechnical Investi'gation for Lake Calavera
Hills Village G, Carlsbad, California;
1)
2)
Geotechnical Investigation for Village G a·nd J-, Cala-
vera Hills, by Woodward-Clyde Consultants, dated August
11, 1980.
Grading Plans Prepared by Rick Engineering, undated.
3) Earthwork Package for Village G, Prepared by Southern
California Soil & Testing, Inc., dated Marth 23,1983.
I n accordance with your request, we have revi ewed the above referenced
reports and utilized the information derived from the earthwork package
report to develop this updated report. The findings and recorrmehdations
of our study are presented herewith.
In general, we found the site suitable for the proposed development pro-
vi ded the recommendati ons presented in the attached report are followed .•
SOU THE R N CAL I FOR f'l I A SOl L AN D T EST I NG, INC.
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SCS&T 14143 Apri 1 26, 1983 Page 2
If you have any questions regarding this report, or if we may be of fur-
ther service, please do not hesitate to contact our office.
E. N. Ketchum, R.C.E. #26267
ENK:CRB:DBA:rrw
cc: (6) Submitted
(1) SCS&T, Escondido
Curtis R. Burdett, C.E.G. #1090
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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TABLE OF CONTENTS
PAGE
I nt roduct ion • and Project Description ••••••••••••••••••••••••••••••••••••• 1
Scope of Service ••••••••••••••••••••••••••••••••••••••••••••••••••••••• ~.1
Recommendations and Conclusions •••••••••••••••••••••••••••••••••••••••••• 3
General •.•..•..•............••...•....•••.•.•.•......•....••..•••... ~3
Grading •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 4
Site Preparation •••••••••••••••••••••••••••••••••••••••••••••••• 4
Select Grading •••••••••••••••••••••••••••••••••••••••••••••••••• 4
R; ppabi 1 ; ty ................................... ~ ..... ~ ........... 5
Seismic Traverse No. S-1 •••••••••••••••••••••••••••••••••••••• 5
Seismic Traverse No. S-2 •••••••••••••••••••••••.••••••.••••••• 5
Rock Disposal •••••••••••••••••••••••••••••••••••••••• ~ •••••••••• 5
Undercutting •••••••••••••••••••••••••••••••••••••••••••••••••••• 6
Earthwork •••..•••..••.•••••••••.••••.••..•.••••.••.••••••••••.•• 6
Drainage ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 6
Genera 1 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••
Subdrains .......•..•........•..•.•••.•••..•.•.•••....••..••••••• 6
Slope Stability and Stabilization •••••••••••••••••••••••••••••••••••• 6
General •...•.•.....••..••.•••.•••••••.•••••.•••••..••••..•••••.• 6
Buttress ....................................•................... 7
Alternative 1 ••••••••••••••••••••••••••••••••••••••••••••••••• 7
Alternative 11 •••••••••••••••••••••••••••••••••••••••••••••••• 7
Foundations ••••••••••••••••••••••••••••••••••••••••••••••••••••••• ~~.8
General ••••••••••••••••••••••••••• ' •••••••••••••••••••••••••••••• 8
Reinforcement ••••••••••••••••••••••••••••••••••••••••••••••••••• 8
Transition Areas •••••••••••••••••••••••••••••••••••••••••••••• ~.8
Settlement Characteristics ••••••••••••••••••••••••••••••• ~., •••• 8
Expansive Potential •••••••••• ~ •••••••••••••••••••••••••••••••••• 8
Concrete Slabs-on-Grade ••••••••••••••••••••••••••••••••••••••••• 9
Grading and Foundation Plan Review ••••••••••••••••••••••.•••••••• 9
Earth Retaining Structures ••••••••••••••••••••••••••••••••••••••••••• 9
Genera 1 ........ ., • ~ , , •• ~ s ••
Backfill .•.•.•.•.•...•..•.••••.••.•....•.•.•••••.•••• !' •••••••••• 9
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TABLE OF CONTENTS (continued)
PAGE
Ultimate Passive Pressure ••••••••••••••••••••••••••••••••••••••• 9
Ultimate Active Pressure •••••••••••••••••••••••••••••••••••••••• 9
Factor of Safety .••••..•.••••...••.•.••••••...•••.•••••.•.••••• 10
L imitati ons .......•.................•.•..••............••.. I-I ••••••••••• 10
Review, Observation and Testing ••••••••••••••••••••••••••••••••••••• 10
Uniformity of Conditions •••••••••••••••••••••••••••••••••••••••• ~ ••• 10
Change in Scope ••••••••••••••••••••••••••••••••••••••••••••••••••••• 11
Time Limitations •••••••••••••••••••••••••••••••••••••••••••••••••••• 11·
Professional Standard ••••••.•••••••••••••••••••••••••••••••••••••••• 11
Cl ient IS Responsi bi 1 ity ••••••••••••••••••••••••••••••••••••••••••••• 12'
Field Explorations •••••••••••••••••••••••••••••••••••••••••••••••• _ ••••• 12
Laboratory Testing ...........•....•.............•........ ,' ...•..• ~ ........ 12
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ATTACHMENTS
Figure 1, Site Vicinity Map, Page 2
Plate 1-2
Pl ate 3
Plate 4
Plate 5
Plate 6
Pl ate 7
Plate 8-23
Pl ate 24
Plate 25
Plate 26
Pl ate 27
Plot Plan
Section A-AI
Section B-BI
Section C-C I
Section 0-0 1
PLATES
Unified Soil Classification Chart
Boring Logs and Trench Logs
Direct Shear Test Results
Maximum Density & Optimum Moisture Content
Expansion Test Results
Grain Size Analysis and Atterburg Limits
Slope Stability Calculations
Plate 28-29 Surficial Slope Stability
Plate 30 Select Fill Area Cross-Section
Plate 31 Typical Canyon Subdrain Cross-Section
Pl ate 32 Oversize Rock Disposal Cross-Section
APPENDICES
Appendix A, Rippability Study
Appendix B, Recommended Grading Specifications and Special Provisions
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDAL..E ST. SAN DIEGO, OALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CAl-IF'. 92120
7 4 - B 3 1 VEL lEW A Y PAL MOE S E R T, CAL I F. 9 2 2 .. 0 • TEL E 3 4 .. - 1 0 7. B
.. 7 BEN T E R P R I S EST. ESC 0 N 0 I 0 0, CAL I F. 9 2 0 2 5 • TEL E 7 4 .. -4 5 4! 4
UPDATED GEOTECHNICAL INVESTIGATI9N
LAKE CALAVERA HILLS VILLAGE G
CARLSBAD, CALIFORNIA
INTRODUCTION. AND PROJECT DESCRIPTION
This report presents the resul ts of our updated geotechni cal investi gati on
for Lake Calavera Hills Village G, located in the City of Carlsbad, Calif-
ornia. The site location is shown on the vicinity map provided as Figure
1.
It is our understanding that the site will be developed by grading to
receive 45 multi-family residential structures. The two-story buildi-ngs
will be of wood-frame construction, shallow fouhdations and conventional'
slab-on-grade floor systems. Grading will consist of cuts and fill on the
order of 26 feet and 50 feet, respectively. Cut and fill slopes will be
constructed at an inclination of 2:1 (horizontal to vertical) or flatter.
The site configuration, approximate topography, and location of our subsur-
face explorations are shown on Plate Number 1 of this report.
SCOPE OF SERVICE
This investigation consisted of:
exploration, including downhole
surface reconnai ssance; subsurface
inspections; obtaining representative
SOUTHERN CALIFORNIA SOIL AND· TESTING, INC.
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Lake Cal avera Hills, Village ~
BY: SMS DATE: 4-26-83
JOB NUMBER: 14143 Fi ure .No. 1
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SCS&T 14143 April 26, 1983 Page 3
disturbed and undisturbed samples; laboratory testing;' analysis of the
field and laboratory data; research of available geological literature
pertaining to the site; review of the referenced material, and preparation
of this report. Specifically, the intent of this analysis was to:
a) Explore the subsurface conditions to the depths influenced by the
proposed construction.
b) Evaluate, by laboratory tests, the pertinent engineering pro-
perties of the various strata which will influence the develop-
ment, including their bearing capacities, expansive characteris-
tics and settlement potential.
c) Develop
design
slopes.
soil engi neeri ng criteri a
information regarding the
This will include design
for site gradi ng and provi de
stabi 1 ity of cut and fi 11
of buttresses and stabilizing
fills where required, and subsurface drain recommendations.
d) Recommend an appropriate foundation system for the type" Of struc-
tures and soil conditions anticipated and deVelop SOil engineer-
ing design criteria for the recommended foundation design.
RECOMMENDATIONS AND CONCLUSIONS
GENERAL
No geotechni ca 1 conditions were encountered whi ch woul d precl ude ' the
deve 1 opment of the site as tent at i ve ly planned p rovi ded the recollITlenda-
tions presented herein are implemented.
The majority of the subject site is underl ain by an average of two feet of
highly expansive, compressible topsoils. Highly expansive alluvial depos-
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SCS&T 14143 April 26, 1983 Page 4
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its underlie the lower section of the canyon areas. The upper 2± feet of •
these deposits are considered compressible. These deposits are considered
unsuitable for the support of settlement sensitive improvements'and will
require removal and recompaction wherever settlement sensitive ;'mprove-
ments are planned.
In addition to the highly expansive surficial deposits, random zones ·of
highly expansive soils exist within the Santiago Formation deposits. It
is our understanding that select grading will be performed. Therefore, no
special foundation consideration will be required.
Hard rock was encountered along the eastern property 1 i nee It is anti ci-
p.ated that blasting may be required for the construction of Tamarack
Avenue.
GRADING
SITE PREPARATION: Site preparation'should begin with the removal of all
deleterious matter and vegetation. Topsoils underlyi'ng areas to receive
fill and/or structural loads should be excavated to firm natural ground.
Firm natural ground is defined as soil having an in-pl,ace density of at
1 east 85% of maxi mum dry dens ity as determi ned in accordance with ASTM
Test Procedure 01557-78, Method A. The exposed natural ground should then
be scarified to a depth of 12 inches, moisture conditioned and recompact~d
to at 1 east 90% of its maxi mum dry dens ity at a mi ni mum rna; stu re_ ·content
at or slightly above optimum. The overexcavated soils as well c:iS on-site
fill material should then be placed in compacted layers until desired
elevations are reached.
SELECT GRADING: We recommend that highly expansive soils should not be
allo~'ied within 2.5 feet of finisht:!d grade.
with 2.5 feet of nondetri menta 11y expans; ve
Sian). Expansive soils within 2.5 feet of
Fi 11 pads shou 1 d be capped
soi 1 s (1 ess than 2% expan-
finished grade at cut lots
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SCS&T 14143 Ap ril 26, 1983 Page 5
shou 1 dbe undercut and replaced with properly compac'ted, nonexpansi ve
soils. The horizontal extent of the above recommendations should include
teh area within 5 feet beyond the perimeter of the structure. Within
parking and sstreet areas, select grading may be limited to a depth of one
foot of subgrade material. In addition, expansive soils should not be
placed within five feet from the face of any fill slopes.
RIPPABILITY: The results of our seismic survey and exploratory trenches
indicate that blasting may be required to obtain proposed cuts along
Tamarack Avenue. A summary of each sei smi c traverse is presented below
and in appendix A.
Seismic Traverse No. S-1
Geologic Unit:
Interpretation:
Seismic Traverse No. S-2
Geologic Unit:
Interpretation:
Related Trench:
Hypabyssa 1 Rock
Rippable velocities to a depth of five feet.
Marginally rippable to 30 + feet.
from 51 ± to 30 1±.
Hypabyssa 1 Rock
Rippable velocities to a depth of eight feet.
Nonrippable velocities to 30 + feet. Blast-
i ng wi 11 probably be requi red.
Trench Number 20
ROCK DISPOSAL: Oversized material generated during grading operations
which is greater than two feet in greatest dimension should either be-
utilized in landscaping or placed in the major canyon fill or in the rock
disposal areas designated on Plate Number 2 and in accordance with the
recommendations described in Plate Number 32 •
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SCS&T 14143 April 26,1983 Page 6
UNDERCUTTING: I n order to facil itate the exca vati on of' util ity trenches
in areas underlain by hard rock, it is suggested that hard rock in. streets
be undercut to required depths and replaced with properly compacted fill.
EARTHWORK: A 11 earthwork and gradi ng contempl ated for site preparati on
should be accompl ished in accordance with the attached'Recorrmended Grading
Specifications and Special Provisions. All special site preparation
recommendati ons presented in the secti ons above wi 11 supersede those in
the standard Recommended Gradi ng Specifi cat ions. All embankments, struc-
tural fill and fill should be compacted to a minimum of 90% at slightly
over optimum moisture content. Utility trench backfill within 5 feet of
the proposed structures and beneath asphalt pavements should be compacted
to a minimum of 90% of its maximum dry density. The maximum dry density
of each soil type should be determined in accordance with A.S.T .M. Test
Method 1557-78, Method A or C.
DRAINAGE
GENERAL: Adequate drainage provlslons are imperative. Water should not
be allowed to collect adjacent to footings •. Th.e site should be graded and
maintained such that surface drainage is directed away from structures and
the top of slopes into swales or other controlled drainage devices.
SUBDRAINS: It is recommended that subdrains be placed along the bottom of
a 11 canyon areas to recei ve more than 10 feet of fi 11. The subdrai ns
should be extended upward along the canyon bottom until overlain by a
minimum of 10 feet of fill. Subdrain details and locations are provided
in Plates Number 1 and 31.
SLOPE STABILITY AND STABILIZATION
GENERAL: According to our calculations the cut and fill slopes construc-
ted at inclinations of 2.0 horizontal to 1.0 vertical or flatter, will
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SCS&T 14143 April 26,1983 P~ge 7
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possess factors of safety of at 1 east 1.5 with respect to deep-seated
fail u re if 1 i mited to a maxi mum hei ght of 28 feet and 50 feet, respec-
tively (see Plate Number 27). It is further our opinion that proposed cut
and fill slopes will possess factors of safety of at least 1.5 with re-
spect to surficial stability if constructed in accordance with the recom-
mendations of this report (see Plate Numbers 28 and 29). Highly expansive
fill soils should not be placed within five feet from the face of slopes.
For slopes higher than 20 feet the select material zone should be in-
creased as described in Plate Number 30. All cut and fill slopes should
be periodically inspected during grading operations by an engineering
geologist or soil engineer from this office to verify that soil conditions
encountered do not differ significantly from those assumed in our anal-
ysis.
BUTTRESS: The soil/rock contact that exists along the slope west of
Tamarack Avenue wi 11 be exposed at or near the toe of the proposed cut
slope. We therefore present the following two alternative solutions.
Alternative I: The soils over the underlying rock could simply be
removed. Th i s then wou 1 d 1 ea ve the rock exposed on the face of a
1.2:1 slope (horizontal to vertical). This would probably eliminate
the retaining walls behind units 49 and 50.
Alternative II: If it is desired that this slope be planted, then we
would recommend that a nonexpansive soil buttress would ha~e to be
constructed. Thi s waul d necess itate bl asti ng of the rock and pl ace-
ment of the buttress as shown on Plate Numbers 3,4 and 5~ It is
estimated that approximately 16,500 cubic yards of "additonal rock
would be generated from this procedure. We al so estimate that 22,000
cubic yards of select material would be required as additional but-
tress fill •
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SCS&T 14143 Ap ri 1 26, 1983 Page 8
FOUNDATIONS
GENERAL: Conventional spread footings founded at least 12 and 18 inches
below lowest adjacent finished grade and both having minimum width of 12
inches are recommended for the support of one and two-story structu res,
respectively. Such footings may be designed for an allowable soil bearing
pressure of 2000 psf. This bearing pressure may be increased by one-third
when considering wind and or seismic loading. A minimum setback of 5 feet
should be observed between structures and the top of adjacent slopes.
REINFORCEMENT: It is recommended that minimum reinforcement consist of
two continuous No. 4 reinforcing bars, one located near the top of the
footing and one near the bottom. This reinforcement is based, on soil
characteristics and is not intended to be in lieu of reinforcement neces-
sary to satisfy structural considerations.
TRANSITION AREAS: It is further recommended that footings spanning day-
light lines where the fill section exceeds four feet in thickness be
rei nforced with at 1 east fou r continuous No. 4 rei nforci ng bars, two
located near the top of the footing and two near the bottom extending 10
feet beyond each side of the transition.
SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential
settlements for the proposed structure may be considered to be within
tolerable 1i.mits provided the recommendations presented in this report are
foll owed.
EXPANSIVE POTENTIAL: Topsoils, alluvium and some of the formational
depos its were found to possess hi ghly expansi ve characteri sti.cs, However,
it js our understanding that select grading ,will be performed during
grading operations. Therefore, the recommendations of this report assume
a nondetrimentally expansive soil condition.
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SCS&T 14143 Ap ri 1 26, 1983 Page 9
• CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade should have a minimum
thickness of 3.5 inches and be reinforced with 6 I1 x6 11-1O/1O welded wire
mesh throughout. Where moisture-sensitive floor coverings are planned,
the slabs should be underlain by a 4-inch layer of coarse sand or crushed
The soil engineer and engineering
grading and foundation plans to verify
GENERAL: It is our understanding that the retaining structures planned
for thi s project wi 11 be of masonry constructi on and that they wi 11 hav.e a
maximum height on the order of 14 feet.
BACKFILL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
materi al within a di stance of fi ve feet from the back of the wall. The
retaining structure should not be backfilled until the material in the
wall have reached an adequate strength.
ULTIMATE PASSIVE PRESSURE: The passi ve pressu re for prevail i ng soi 1
conditi ons may be consi dered to be 400 pounds per square foot per foot of
depth. This pressure may be increased one-third for seismic loadi_ng. The
coefficient of friction for concrete to soil may be assumed to be 0.43 for
the resistance to lateral movement. When combtning frictional and passive
resistance, the latter should be reduced by one-third.
ULTIMATE ACTIVE PRESSURE: The ultimate active soil pressure for the
design of earth retaining structures with level backfills may be assumed
to be equivalent to the pressure of a fluid weighing 40 pounds per cubic
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SCS&T 14143 Ap ril 26, 1983 Page 10
foot for walls free to yield at the top (unrestrained walls). For earth
retaining structures that are fixed at the top (restrained walls), an
ultimate equivalent fluid pressure of 55 pounds per cubic foot may be used-
for a design parameter. These pressures do not consider any' surcharge
loading (other than the sloping backfill). If any surcharge loadings are
antiCipated this office should be contacted for the neces-sary change in
soil pressure.
FACTOR OF SAFETY: The above values, with the exception of the allowable
soil bearing pressure, do not include a factor of safety. Appropriate
factors of safety should be incorporated into the design of all earth
retaining structures to reduce the possibility of over turning and slid-
i hg.
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LIMITATIONS
REVIEW, -OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our
review of final plans and specifications. The soil engineer and engineer..,
ing geologist should review and verify the compliance of the final grading
plan with this report and with Chapter 70 of the Uniform Building Code.
It is recommended that Southern California Soil & Testing, Inc., be re-
tai ned to provi de conti nuous soil engi neeri ng servi ces du ri rig the earth-
work operations. This is to observe compliance with the design concepts,
specifications or recommendations and to allow design changes in the e~ent
that subsurface conditions differ from those anticipated prior to start of
constructi on.
UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the subsur-
5 0 U THE R N CAL I FOR N I A 5 0 I LAN 0 T E '5 TIN G. I N ,C.
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SCS&T 14143 April 26,1983 Page 11
face soil conditions encountered at the subsurface exploration locations
and the assumption that the soil conditions do not deviate appreciably
from those encountered. It should be recognized that the p.erformance of
the foundations and/or cut and fill slopes may be influenced by undis-
closed or unforeseen variations in the soil conditions that may occur in
the intermediate and unexplored areas. Any unusual conditions not covered
in this report that may be encountered during site development should be
brought to the attention of the soil sengi neer so that he may make modifi-
cations if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determi ned if the recornmendat ions
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the
conditi on of a property can, however, occur with the passage -of time,
whether they be due to natu ra 1 processes or the work of man on thi s or
adjacent properties. In additi on, changes in the State-of-the-Art and/or
Government Codes may occur. Due to such changes, the findings of this
report may be invalidated wholly or in part ~y changes beyond -our. control.
Therefore, this report should not be relied upon after a period of two
years without a review by us verifying the suitabi1 ity of the conclusions
and recommendations.
PROFESSIONAL STANDARD
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession cur-
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14143 Ap ril 26, 1983 Page 12
• rently practicing under similar conditions and in the same locality. The.
cl i ent recogni zes that subsu rface conditions may vary from those encoun-
tered at the 1 ocati ons where our bori ngs, surveys, and exp 1 orati ons are
made, and that our data, interpretations, and recommendations are based
soley on the information obtained by us. We will be responsible for those
data, interpretations, and recommendations, but shall not be responsible
for the interpretations by others of the information developed. Our
services consist of professional consultation and observation only, and no
warranty of any kind whatsoever, express or implied, is made or intended
in connection with the work performed or to be performed by us, or by our
proposal for consulting or other services, or by our furnishing of oral or
written reports of findings.
CLIENT1S RESPONSIBILITY
It is the responsibility of Pacific Scene, Inc., or their representatives
to ensure that the information and recommendations contained herein are
brought to the attention of the engineer and architect for the project and
incorporated into the project's plans and specifications. It is further
thei r respons i bil ity to take the necessary measu res to ensu re that the
contractor and his subcontractors carry out such recommendations during
construction.
FIELD EXPLORATIONS
Twenty-seven subsurface exp 1 orat; ons were made at the 1 ocati ons i ndi cated
on the attached Plate Number 1 on March 10, 13 and 21 and April 25, 1983.
These explorations consisted of 25 trenches excavated utilizing a rubber-
tired backhoe equipped with a 24-inch bucket and 2 small diameter borings •
In addition, two seismic traverse lines were performed. The field work
was conducted under the observation of our engineering geology personnel.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14143 April 26, 1983 Page 13
The explorations were carefully logged when made. These logs are pre-
sented on the following Plate Numbers 8 through 23. The soils are des-
cribed in accordance with the Unified Soils Classification System as
illustrated on the attached simplified chart on Plate 7. In addition, a
verbal textural description, the wet color, the apparent moisture, and the
density or consistency are given on the logs. Soil densities for granular
soil s was gi ven as either very loose, loose, medi urn dense, dense, or very
dense. The consistency of silts or clays is given as either very soft,
soft, medium stiff, stiff, very stiff, or hard.
Disturbed and undisturbed samples of typical and representative soils were
obtained and returned to the laboratory for testing.
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted
American Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brief description of the tests performed are
presented below:
a) MOISTURE-DENSITY: Field moisture content and dry density were
determined for representative undisturbed samples obtained. This
information was an aid to classification and permitted recogni-
tion of variations in material consistency with depth. The dry
unit weight is determined in pounds per cubic foot, and the field ..
moisture content is determined as a percentage of the soil's dry
weight. The results are summarized in the trench logs.
b) CLASSIFICATION: Field classifications were verified in the
laboratory by visual examination. The final soil classifications t.-
are in accordance with the Unified Soil Classification System •.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14143 Ap ril 26, 1983 Page 14
c) GRAIN SIZE DISTRIBUTION: The grai n si ze di stri'buti on was d~ter
mined for representative samples of the native soils in accor-
dance with A.S.T.M. Standard Test 0-422. The results of these
tests are presented on Plate Number 26.
d) PLASTICITY INDEX: The Plasticity Index (PI) which is defined as
the liquid limit of a soil minus its plastic limit was determined
for certain representative cohesive samples. The liqu-id limits
and plastic limits were qetermined in accordance with A.S.T.M.
Test Method 0433-66 and 0424-59 respectively. The results of
these tests are presented on Plate Number 26.
e) DIRECT SHEAR TESTS: Oi rect shear tests were performed to deter-
mine the failure envelope based on yield shear strength. The
shear box was desi gned to accomodate a sample having a diameter
of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples
were tested at different vert i ca 1 loads and at satu rated moi stu re
content. The shear stress was appl ied at a constant rate of
strain of approximately 0.05 inches per minute. The results of
these tests are presented on attached Plate Number 24.
f) COMPACTION TEST: The maximum dry denstty and optimum moisture
content of typical soils were determined in the laborator.y in
accordance with A.S. T.M. Standard Test 0-1557-70, Method A. The
minimum, density was also determined for each sample tested for
maximum density. The test was performed in accordance with
A.S. T.M. Test 0-2409. The results of these tests are presented
on the following Plate Number 24.
e) EXPANSION TEST: The expansive potential of clayey soils was
determi np.d in accordance with the f 0 11 ow; ng test p rocedu1'9 and
the results of these tests appear on Plat~ Number 25.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14143 Ap ril 26, 1983 Page 15
Allow the trimmed, undisturbed or remolded'sample to air dry
to a constant moi stu re content, at a temperatu re of 100
degrees F. Place the dried sample in the consolidometer and
allow to compress under a load of 150 psf. Allow moisture
to contact the sample and measure its expansion from an air
dried to saturated condition.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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~
340-----------------------------------_ .. _-~--.---_. .~ -----_._-----.---.-.. ------
320 liE ~
300--
PROPOSED GRAD
260 I
EXISTING GRADE
---2 TOP SOIL
~~~~~~=--------------------
H-YPABYSSALL ROCK---~ "'" I ...... SILTY _ ... ., """'-.
" i , l
~TACT BETWEEN ROCK
& SANTIAGO FORMATION
SECTI'ON 'A-A '1 ,
SCALE: 1=20
,j
I ,
'"
~
BY ISMs,
JOBNG'14143
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
DATE 3-24 -83
f-LpT[ NO.3
;. ..; , ~tT.;' J, jI--,e', .,:, , • 1_ i te : :,1 • • • ~-:"!'1'1 I .• ,.". "',>,, • •
340 --EXISTING GRADE
320
~'7 . C '~I> TAMARACK
"' AVE.
PROPOSED GRAD7 il~' .' ) ".. 30
MIN.
280 HYPABYSSAL ROCK 'L .. ,--CONTACT ROCK " ~E~~~~O FORMATIO,," ~~~~1bN
"',F
SECTION ..... " I B-B
------.--------,
SCALE °.1 =20
~ SOUTHeRN CAUFORNIA
$OIL " T(;STINQ, INC.
BY SMS D~'rE 3-24-83
J,OB N0:14143 ' ,
PLATE NO: 4
-----------
I
I I .. ,
• I
1
L
I. I' 1-iii t ~>;f'
~-t t
1 .~
290
I
2701
? --
I 250
EXISTING GRADE
?_TA~ _O~~.3:.~ B2~--------------------~~ /r-/------------
SAND ?_ -.
LIGHT GRAY SILTY SAND &
ELM -----+-----Ioo..LlGHT GREENISH GRAY CLAYEY SAND--------~---~ AVE. __ --.J. _____ _
r _Mi§@tf! u.
-==i
, : ---EN GRAY C"IITV ...... 1 A'U ':) ? ?--... \ ==III -? -.1 SANTIAGO FORMAT~ON ?---?-! -------------------,---------t---~---·----
PROPOSED GRADE
<
SECTION O'-D'
-_. -----------------~ ---_. . -
T8
BUFF \lVHITE
SILTY SAND
T4
~ SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
1Y SMS DATE . 3-24 -83
f8 N°'14143 r-:-LATE NO.6
r:~
1 : I • t
-I I
\1
,~
a} .
-·-'i.
t r !-l:' ", . ~~
i. ~ l ~
340
320-
300 ---~
PROPOSED GRADE
280
-----............ ~=EXISTING GRADE------------~..:. .--------------------------------._----.--
UTTRESS
,
2 OF TOP SOIL
SAND (Q'/IIX«f (~I-! ? ?:---?
HYPABYSSALL
ROCK '"
CONTACT BETWEEN ROCK
& SANTIAGO FORMATION
LIGHT GRAY SILTY SAND· ----7 ___ ---====== ... ?-
GREEN GRAY SILTY CLAY -+=-==-==-? I
I
SANTIAGO FORMATONj
----== T -----.----
? ----_?------?------
----
~ SOUTHERN' CAI.lFORNIA
SOIL & TESTING, INC.
BY I SMS DATE 3-24-83
JOBINO-14143 PLATE NO.5
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~-------------------------------------------------------------------------------------------~
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
1. COARSE GRAINED, More than
half of material is la~ger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
More than half of
coarse fraction is
larger than No. 4
sieve size but
smaller than 3". GRAVELS WITH FINES
(Appreciable amount
of fines)
~ CLEAN SANDS
More than half of
coarse fraction is
smaller than No. 4
sieve size. SANDS WITH FINES
(Appreciable amount
of fines)
11. FINE GRAINED, More than
half of material is smaller
than No. 200 sieve size.
SILTS AND CLAYS
Liquid Limit
less than SO
SILTS AND CLAYS
Liquid Limit
greater than SO
HIGHLY ORGANIC SOILS
GROUP SYMBOL
GW
GP
GM
GC
sw
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
TYPICAL NAMES
Well graded gravels, gravel-
sand mixtures, little or no
fines.
Poorly graded gravels, gravel·
sand mixtures, little or no
fines.
Silty gravels, poorly graded
gravel-sand-silt mixtures.
Clayey gravels, poorly
graded gravel-sand, clay
mixtures.
Well graded sand, gravelly
sands, little or no fines.
Poorly graded sands,gravelly
sands, little or no fines.
Silty sands, poorly graded
sand and silt mixtures.
Clayey sands, poorly graded
sand and clay mixtures.
Inorganic silts and very
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with slight plast-
icity
Inorganic clays of low to
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays.
Organic silts and organic
silty clays of low plasticity
Inorganic silts, micaceous
or diatomaceous fine sandy
or silty soils, elastic
silts.
Inorganic clays of high
plasticity, fat clays.
Organic clays of medium
to high plasticity.
Peat and other highly
organic soils.
-..I--14ater level at time of ex:avat~on or as indicated
US -Undisturbed, driven ring
cv I' -Undisturbed chunk sample
BG -Bulk sample
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
.aae RIVEReAL. •• TREET
.AN 0'.00, CALIFORNIA .a1ae
sample
BY
or tube sample
Lake Calavera Hills
Vi 11 age G
Carlsbad, CA
DBA
JOB NO. 14143
DATE 4-26-83
Plate No. 7
I ~II .~.".
! uJ -I
~ tL > -BORING NUMS __ R • I-Z 1 IT (I'
t:.. W a >-0 0 --
liJ G. -ELEVATION
Z t.. Z >-Z
u. >--u >-Qw 0 Ow LL
<f Z 0 I--. 0 -l-I-W l-I-I-U f-0;:: u Ui w -
I ~ Z cr z ~ iIi <Z ll. cr<tZ t cr I-W t-
I-W l.. W :::J w W Z cr<t UJ <t cr <t UJ Z :::J Z < LJ
oJ iii cr II w <t a. cr I-Ui UJ 1-1-S otij~ -0 f-lU I-
u-a. ..1 ~~ 0 <t Ul <t wUl S -l-II
0 2 -<t oJ a. -Il Z o· ?iii o Z ZUl >-u. Ul Z <t 2 0 u a .J
<t 0..1 0 a. 0 a. o cr ww oJ ~ WW .J II a. 0 W 0
• 0 tn UlU DESCRIPTION U <t 2 <t U 0 (til ID Ul Q. cr ID 0 2 u cr u
sci Sandy Clay/Clayey Sand Dark Very Soft to
-Bag CH (Topsoil) Brown Moist Medium
2 _ Stiff
4 -
sci Clayey Silty Sand Light Moist t( Dense .' Bag SM (Santiago Formation) Greenish ... Very .
Brown Moist -
6 -
-• 8 _
SM Silty Sand Light Moist Very
10_ US Grey Dense 100/ 98.7 8.2 ~
6"
-Bag
12
II---SC Clayey Sand Xedium Very Stiff
-" Brown Moist
14_
SM Silty Sand White/ Moist Very
•
I" Light Dense
16_ 1"",,,
SC Silty Clayey Sand Light Moist Very
~ Brown-Dense .
18_ Grey
-I· -
20_ US ML Silty Clay Green-~oist to Hard 100/ Grey Very 7"
•
• -Bag Moist
22_ '" --,-
-• 24_ -
-
26_
-• 28_
30-is Light Very 100/ .
8M Silty Sand Grev Moist Dense 3"
Boring Ended at 30' 3"
• ~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY DATE DRILLED
SOIL & TESTING, INC. DBA 3-16-83
.. ~6 r ,,-,1\116[--,
i 1414 l Plate No. 8 . •
'"'''"'',,.,,' "-.-".,,,~ _,~
uj -w
2
> >
I-z S'ORING NUMbc:A IT IT 2-
w w 0 0
:J.
r Z Z 0 :-
W i: ELEVATION u. ). Z
u. >-U >-gw 0 Ow u. :;
-4 I-W I-Z I--U ,0 l-. 0
I-I-U !-' Ol-Z I-Ui W ~ U Z II Z ~ -l-
I I-Ul 4Z u. 1I4 u. Z CI W
I-UJ U. w :J w Ul Z LI4 UJ 4II4 UJ :J Z ~ LJ
a. .J Ui II II l-II 1-1-W w 4
a. 4 -w 5 o~~ 5 0 l-I-a.
w .JUl 0 4 Ul Ul 0 wUl ~ UJ I-<t
0 ~ -<t .J a. -a. z .ZUi o ~ZUJ 0 >-u. Z ~ U is .J
4 o .J 0 a. 0 a. o II ww .J !-'ww ...J II 0 w 0
0 UJ UJU DESCRIPTION u <t ~ <t U a a.CI !D Ul a. II !D 0 a. 2 U II u
sci Sandy Caly/Clayey Sand Dark Very Medium
-CH (Topsoil) Brown Moist Stiff .
•
•
2 SC Clayey Sand(Santiago Tan-Very Dense
-Formation) Orange Moist
4 -
Bag
Light .
[" Brown j
6 _ i---~H Silty Clay Light Hoist Very
-\ Grey Stiff
8 _ SM/
.-
SC Clayey Silty Sand and Light Moist tc Very
-Silty Sand preenish Very Dense
10_ US Grey Hoist 100/ 95.5 14.4
5.5"
•
•
-
• 12 _
-
14_ Bag
sci Sandy Clay/Clayey Sand Light Moist Very
16_ ---CL Greenish Dense/
-~ Grey Hard
18_ -
•
SM/ Clayey Silty San? Light Moist Very
-SC preen-Dense
20 Grey
1"--US CL/ Silty Clay with Interbedec Green-Moist Hard/ 100/ 22_ PB SM Silty Sand Grey IVery 4" ..
•
Dense -I
" • 24_
-
26_
-• 28_
-PB
30
Boring Ended at 30 r ;
• ~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED 8y' DATE DRILLED'
SOIL & TESTINGJ INC. DBA 3-10-83
__ B "J..Jr·.1f::lEr::>
._ .. -\--
14143 Plate No. 9 .
!
.~------------------------------.---------------~~~----------~ SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
SUBSURFAce eXPL.ORATION L.OG
LOGGED 3Y DATE LOGGED CRB 3-10-83
-loa ~ .h_ ... :'",,~3E~ Plate No. 10 14143 ~ ... .-----------.----------------------------.... ------
._----,. I,
-Z 2:
~ w a TRENCH NUMBER
). 'r a • w a. ;: 3 ~ w ~ u r ~ w 2: w·z
w r Z II Z Z J:: iii -II I->0
LL ~ ~ -.J u ELEVATION II w ] w' w (J) ZLL ] Z ~I-
!lJ aU: a II l-II ~ Z wu I-w ~LJ r .J .J ~ (fJ ~ (fJ W a~ <£l ~ .J~
~ a. (fJUi a a. -a.Uia a z wa.
a. ~ (J) u a. a a. z II r ~ a II~ w ~ ~ ~ ~ a a II
a ~ .J a u a (fJ u u U
DESCRIPTION • 0
CL ~andy Clay (Topsoil) Brown Moist kedium Stif f
~ -~<. ---
2 SM Silty Sand (Santiago ~u£f-white Moist Dense to
-CK Formation) with 'Very Dense -
• 4 _ Greenish -
Tint --
6 _ Bag -
--
• 8 _ -
--,
lO_ CK -
--
• 12
Trench Ended at 12 ' ----TRENCH NUMBER 4 --
• 0
CK CL Sandy Clay (Topsoil) Brown Wet Soft .to 98. ~ 23.7 --Medium Stif f
2_ 'SM--
CK Silty Sand (Santiago ~uff-white Moist Dense to 100. 23.1 --Formation) with 'very Dense • 4_ Greenish -
Tint --
6_ -,
--
• 8_ --
CK
Trench Ended at 9' --.-: --• ---
.~ ______________________ ----------r-----------------------------~~
SUBSURFACE EXPLORATION ,LOG
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
LOGGED BY
CRB
14143
DArE LOGGED'
3-10-83
Plate No. 11 .L-________________________________ ~--------------~~--------------_4
~
t-w 0. • W
W >-l!. t--llJ I ..J I-0. 0. 2 w D <! en
• 0
-CK
2 _
-
• 4 _
-
6 _
-
• 8 _
CK
-
-
• -
-
0
-
• 2 _
4 _ CK
CK -,
• 6 _
-
8_
-CK
• 10
-
-
-
• -
-
.-..
Z
0 .... " TRENCH NUMBER 6 1-U >->-W 2: .:: t-UJ fo-
Z II Z Z c: Ui-II I-<! II llJ W UJ
..J u ELEVATION a W ] a: t-z Zl!. :J Z
6 ~ II t-wU I-w
..J <! UJ <! UJ w De: ~ I-
UJ UJ 0 0. -0. Ui D a z
(,1 U a. a 0. Z II )-
<! <! 2 <t a a II 2 a
..J D U • U
U DESCRIPTION
SM Silty Sand(Santiago Buff-white Moist Dense to
Formation) with Very Dense
Greenish
Tint
, Trench Ended at 9'
TRENCH NUMBER 7
CL Sandy Clay (Topsoil) Brown Hoist Stiff
sci Sandy Clay/Clayey Sand Brown and Moist Very Stiff 113.7 7.0
CL (Alluvium) ~uff-white
104.4 8.1
Trench Ended at 10'
SUBSURFACE EXPLORATION LOG
SOUTHEr=lN CALIFORNIA
SOIL & TESTING) INC.
LOGGED BY ,
l~ L4 3
DATE l..OGGED'
3-10-83
Plate No. 13
"3 e:
wZ ~'g
1-1-<!LJ
..J<{
WOo a:2 a U
-
-
-
-
-
-
-
-
-
-
-
-
-
:.-.
-
-
-
-
-
-
-
-'
-
-
-
•
•
•
•
•
•
•
•
-
-
-
0
-
2
-
4 _
-
6 _
-
8 _
-
10_
-
12
-
-
-
-
-
-
SC
CK
TRENCH NillffiER 9
Clayey Sand (Topsoil)
Silty Sand(Santiago
Formation)
Trench Ended at 12'
£ SOUTHERN CALIFORNIA W SOIL & TESTINGJ INC.
.,
>-a S
I-U >-r w 2-wZ I-W f-Z a: Z z I::: iii~ a: f->0
W J w w Ul Zu. J ;:::1= a: f-a: f-Z wU f-Z <l:LJ <l: Ul w Ul w· <l: Ul a. iii a o~ -f-...J<l: a. -o Z wa. a. 0 a. Z a: r a:2 a: 2 0 <l: 2 q: 0 0 0 U 0 • U U
Moist to Soft to
Wet Medium Sti f
Moist Dense to
Very Dense
98.7 22.7
Dark Brown Moist Dense
Buff-White Moist Dense
107.5 17.4
SUBSURFACE EXPL.ORATION LOG I
LOGGED 8Y DATE LOGGED:
Plate No. 14
----.---" ---'-------
• ~
I-W
w a.
w >-
U. I-
~
I w .J I-a. a. ~ w 0 <t Ul
• 0
-
2
Z
a ;::
et .J U aU: Uliii Ul <t ..J U
CL
TRENCH NUMBER 10
ELEVATION
DESCRIPTION
Sandy Clay (Topsoil)
Sandy Clay/Clayey Sand
a: a
..J a u
Dark Brown
Yellow-
brown
--":i
>-0 ~
I-W I-U >->-w 2: I-wZ
Z II Z Z ~ iii~ a: I-:::9 w :J w w Ul zu. J Z 1-1-cr I-cr I-Z wU Iii w <tu
<t Ul <t tfl w a~ .J<t a. -o.Ula a I-wo. a. a a. Z a: >-~ a a:~
<t ~ <t a a a: a U a • U U
--
Very Moist Medium
Stiff
Moist Medium
Dense/Stiff -
• ~uff-white Moist Dense
(Weathered Zone)
sci
-l-----+---'CL 4 _ "~ ________________________ -4 ________ -+ ________ -r ____ ~~~----~---4--~
SM -
6_
•
Silty Sand (Santiago
Formation)
West side of Trench shows
Clayey Sands & Sandy Clayey
Alluvium with a Cobble Layer
-
_ at Contact with the -111-'" \ Santiago Formation --
-
Trench Ended at 9' • -
--
-
-· --
-.--· --
-
-
• -
-
-
-· --
• ~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGEO BY: OArE LOGGEO'
S a I L & T EST I N OJ I NC. r-..J:-;::o:;-:::B~N'-u-:-~':-:::.8~~~RRJ.LR--_-__ ~-.~'3!--~1~0~-..!:8~3-,-. ------1
14143 Plate No. 15 · ~ .---------.-------------------------------~--------------------~-----------~-------~
----------~-----
'3
Z
f-W 0 TRENCH NUMBER >-.9 8: • w a. i: 11 f-U >->-w~
>-f-W f-wZ
w <t Z I! Z Z ': iii~ a: f->0
u. l-I! -..J U ELEVATION w J w w ;n Zu. J ;::::~
r w 6 ~ 0 a: f-a: I-Z w U· t-'" Z <tLJ
.J .J <t Ul <t Ul w o~ Ul W ..J<t
f-a. Ul Ul a a. iii a -f-a. -o z Wa.
a. 2 Ul U a. a a. Z !I >-
w <t <t 2 a: 2 0 a:2
0 q: ..J
q: 0 a 0 U a
Ul U
. U U
DESCRIPTION • 0
SC Clayey Sand (Topsoil) Dark Brown Moist Medium
-Dense -
2 -...............
SM Silty Sand(Santiago Formation Buff Moist Dense --CK • 4 -Bag -
--
-6 -
--1-----
• 8 -CK
~reen-brown -
---10-
--CK • p
Trench Ended at 12' --
---TRENCH NUMBER 12 --• 0
CK sc/cr Sandy Clay/Clayey Sand Brown Moist Xedium
-(Topsoil) Dense -
2
~ SM/ Clayey Silty Sand lYe 11 ow-Hoist Medium
-~ brown Dense -
• 4-SM Silty Sand(Santiago Buff Moist Dense --Formation) -6_ (Pockets of Green Claystone)
CK 101.4 8.7 ---• 8--
--
-10....
--• l?
Trench Ended at 12' --
~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGEO BY CJ:.rE LOGGEO
SOIL & TESTINGJ INC. eRB 3-10-83 ~----II ...108 r·",L.i"v1BER 14143 Plate No. 16 · ---" ._--------._---.. ----.~-------... ~---'------.-----------'
.~------------------------------------~--------------------~--------~--~
z ~ -~ f-W a TRENCH NUMBER 13 ), >-2 • W a. ;::: f-W f-U >-f-W 2-wZ W >-Z a: Z Z !: iii_ ([ f->0 u. f-<t a: W J Ww(J) J Z ;; -..J U ELEVATION 0 ([ f-Z Zu. W 6 u: ([ f-wU f-W <{LJ I ..J ..J <{ (J) <t (J) W o~ ~ f-..J.<t f-a. (J) (J) a a. -a. iii a a Z WOo a. ~ (J) U a. a a. Z ([ >-a:~ I a: ~ a I W <{ <t ~ <{ a 0 I 0 <t ..J a U a I
Ul U U U
° DESCRIPTION • SM/SC Clayey Silty Sand (Alluvium) Brown Moist !Loose to
~ Medium Den~e -
2
K Sandy Clay/Clayey Sand Brown Moist lMedium Den1e -(Topsoil) -
4 CK • -
-SM Silty Sand (Santiago tBuff with Moist Dense -
6 _ Formation) Greenish
Tint -
-CK -
• 8 _ -
--
10_ -
• -Trench Ended at 11' -
--
TRENCH N1J}ffiER 14 --
--• ° SM Silty Sand (Alluvium) Brown Moist Medium Dert~e -I
2 ~ ~ Sandy Clay/Clayey Sand Brown Moist Medium Den!e
-(Topsoil) -• 4 _
CK SM Silty Sand (Santiago Buff Hoist Dense -Formation) -
6 --
--
• 8 -
Trench Ended at 8' --
---
--
• --
--
~s SOUTHERN CALIFORNIA
SOIL & TESTINul INC. CRB _-=-3--,1~6c!..--~8-=-3 _____ -I
..JOB 1',L;~"B2P
14143 Plate No,. 17
LOGGED BY: DArE LOGGED:
.,~------------------------------~--------------~------~------_1
SUBSURFACE EXPL.ORATION LOG
. -------------------------.-------~----.----------------.-,----.~
T T --""110 Z :g .:u w 0 ~ Q 2-TRENCH NUMBER 15 >-a. i: t-W t--U ~ t-W ~ w,z w >-z a: z z J:: rii~ a: t->0 u. t-~ a: w w UJ -.J u ELEVATION 0 uJ ::J a: t--Z Zu. ::J z i=i= w 6~ a: t-wU t-w ~LJ I ...J .J ~ Ul ~ UJ w 09; C£l t-.J~ ... Cl. UJ UJ 0 Cl. -Cl. iii 0 o z wCl. a. ~ UJ U Cl. a Cl. z II >-lI~ w ~ <t 2 ~ 0 0 II -2 0 0 ~ ...J 0 (,l 0 UJ U u u'
flJ DESCRIPTION .
SM/ Clayey Silty Sand (Topsoil) Brown Moist Medium
~ Dense -
2 -
8M Silty Sand (Santiago Formatio 1) Buff Moist Dense --
~ --
--
:6
Trench Ended at 6'
--
~. -TRENCH NUMBER 16 -
--
0 SM/S( Clayey Silty Sand (Topsoil) Brown Moist Loose to -Medium -
H2 -n"""",,,,,,,,
SM Silty Sand(Santiago Formation Buff Moist Dense --
4 --
Trench Ended at 5 ' t --
-~ -
~ --
-,-
t --
--
--
--
I -----
--
-..., • --
--
.~------------------------------~---------------------------------~ ~ SOUTHERN CALIFO~NIA
SOIL & TESTING. INC.
SUBSURFAce EXPL.ORATION L.OG
LOGGED BY CRB
~C9 ~.UMBEP
14143 . '------'------------------------------'---------'--Plate No. 18
------~~.
!
~ .
• z [ w a 17 r 0 I-a. TRENCH NUMBER I-U >-r w 2: w ;::: I-W I-wZ >-Z Z ~ W I-el: Z a: UJ_ a: I-~g U. a: w III (J) ..J U ELEVATION III J. zu. J 1-1-~ a a: I-Z i'-Z III 6~ a: I-wU <l:LJ I ..J ..J el: (J) el: Ul w o~ Ul w ..Jel: I-a. Ul UJ , 0 a.Uia -I-a. -a Z wa. a. 2 Ul U a. a a. Z a: >-2 a ([2 w <l: <l: 2 ([ 0 <l: ..J el: a 0 0 U a (J) U . U U 0 DESCRIPTION • SM/SC Clayey Silty Sand(Topsoil) Brown Moist Medium --Dense -
2 sc/cr Sandy Clay/Clayey Sand
SM Silty Sand(Santiago Formation Buff Moist Dense i -l 4 -CK l • --
6 --
-1-------Buff with • 8 -Greenish -
CK Tint --
10_ -
--• 12 _ -
Trench Ended at 13' --
TRENCH NUMBER 18 --• 0
sc/cr Sandy Clay/Clayey Sand Brown Moist i'1edium -(Topsoil) Dense -
2
SM Silty Sand(Santiago Formation Light Moist Dense -Brown/ -• 4 -Buff -Bag --
6 --
-CK -
8 ---•
--
10 _ -
-CK -• 12
Trench Ended at 12 r --
• ~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGED BY: DATE LDGGE£;)
SOIL & TESTING, INC. CRB 1-Hi-R1
~OB I',L.,MSER 1~143 Plate No • 19
'-. --.. '-~--------------. _.------------•
'3
Z
I-W 0 ~ J 2:
TRENCH NUMBER 19 ~ • w a. ;:: I-W I-.J ~ I;-w ~ wZ
~ 2 Z J:: w I-4 Z a: Ui~ a: I->0
u. a: w w Ul
~ ..J U ELEVATION W :J zu. J Z j:j:
W 6 II:
0 a: I-a: I-Z wU I-W <{LJ
I ..J ..J <{ Ul <{ (fJ w Oa. Q] I-..J<{
I-a. (fJ iii 0 a. -a. iii 0 o z wa,
a. ~ Ul U a. a a. Z a: ~ a:~
w 4 <{ ~ a: ~ a
0 <t ..J
<( a a 0 U a
Ul U
. U U
DESCRIPTION • 0
CL Sandy Clay (Topsoil) Brown Moist Stiff --
....: 2 _
-CL Silty Clay(Santiago Formation) Green-Moist Very Stiff -
brown to Hard 4 _ • -
6 _ SM Silty Sand Buff Moist Dense -
I-
Trench Ended at 7' -• ---
-TRENCH NUMBER 20 -
---• -
0
CL Silty Clay (Topsoil) Brown Very Medium
-Moist Stiff -
..
2
SM Silty Sand(Santiago Formation Light Moist Dense -• -Grey
4 _ Contact with Hypabyssal Rock -
-Dipping 400 West --
-6 -
• -f'....
Trench Ended at 6' ---.-----• -.... ------• ---
.~ ________________________ -------r----------------~----------~~
EXPL.ORATION L.OG
• 1.-------.-
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
-------.-._.---------_. ---'-
SUBSURFACE
,-OGGEO B { CRB
• '-= i:3 t .LJI'vIBEl"l·
14143 .------
DArE LOGGEO'
3-16-83
Plate No. 20 -.---
•
z ! '"3
~ w 0 >-0 2: I-TRENCH NUMBER 21 >-w a. i:: I-W I-U >-'I-W 2: wZ w >-<i Z er Z Z ': rii~ er I->0 LL I-er W J W W Ol J Z i=i= ~ ..J U ELEVATION 0 er I-Z ZLL W 6~ er I-wU I-W <iu I ..J ..J <i Ol <i en w O~ en I-...J<i I-a. OlOl 0 a. -a. rii 0 o Z wa. a. 2 Ol U a. 0 a. Z a: >-2 a er 2 w <i ,<i 2 <i 0 0 er 0 <i ...J 0 U 0 Ol U . U U DESCRIPTION 0
CL Silty Clay (Topsoil) Brown Very Moist Medium • -Stiff -
2
SM Silty Sand (Santiago Light Grey Moist Dense -Formation) ...
• 4 --
-Contact with Hypabyssal Rock -
6 -dipping 400 West -
--
• 8 --
--
10 _ -
--
• 12
--
-TRENCH NUMBER 22 -
--
0
CL Silty Clay (Topsoil) Brown Moist Sl;.iff •
2 ,~ -
K Silty C1ay(Weathered Hudstone Green-Moist Very Stiff -brown to Hard -
4 -SM Silty Sand (Santiago Buff-white Moist Dense • -Formation) -
6 --
-....
8 -.... -• -....
10 _ ....
Trench Ended at 11' • -....
-....
• ~ SUBSURFACE EXPLORATION LOG
SOUTHERN CALIFORNIA LOGGEO BY OArE LOGGEO'·
SOIL & TESTINGJ INC. CRB ): .... 16-83
.JOB 'Jur..,lBER
14143 Plate No. 21 .... _ .. _------------------.-~--. ----•
•
•
z --i *-W 0 TRENCH 23 > > > --Il. t-NUMBER t-w t-o t-t-*-Z --: > z ex: z z -w -w 0 -t-< w ::l W w en en ex: > -0 -oJ -ex: t-ex: t-Z z -::J t--t-
:t: W 0 u. ELEVATION < en en w w ... t-Z t-o oJ -cC -Q (,) en w < c( t-Il. en Il. Il. en Q 0. Il. en Il. 0 . -t-oJ Il. ~ en :E Il. Z ex: > 0 Z w :E w < < cC 0 ex: :E ex: 0 < 0 0 0 en oJ 0 0 0
0 u DESCRIPTION u
SM/ Brown Silty Clayey Sand Moist Medium ~ (Topsoil) Dense -
2_ • CL Gray Brown Silty Clay Moist Stiff
4_ SM ~uff Silty Sand (Santiago Moist Dense
Formation) -
--
6_ -• -Contact with Hypabyssal Rock -8 Dipping 300 Wes t --
Trench Ended at 9' --• --
TRENCH NUMBER 24 --
--
0 • SM/ Brown Silty Clayey Sand Moist Medium -SC (Topsoil) Dense -
2_ ---CL Gray Brown Silty Sand Moist Stiff --
4 • eL/ Brown Sandy Clay/Clayey Sand -SC (Weathered Sandstone) -
6
Hypabyssal Rock
Trench Ended at 7' -• -_. -
--
--
-• -------
•
• ~ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATioN LOG
SOIL & TESTING,INC. LOGGED BY: CRE DATE LOGGED: 4-25-83
JOB NUMBE'R:
I 14143 Plate No. 22
• z
-
UJ 0 TRENCH
> ~
0.. i= NUMBER 25 I-0 > > --
-: >
UJ l-I-~ Z
-< z a:: z z I--W
I-
-W 0 -~ u w :') w w en en a::
--
>
UJ ELEVATION
a:: l-I-Z :') l-I-
::t 0 u. a:: z .....
..J -< en < en w w -... Z I-0
I-0.. en CIl
0.. Q u W
Q. ::IE CIl
0 0.. CIl Q " c. CIl < Cc
W
0.. 0.. -I-..J 0..
0 < « < ::E < z a:: > 0 Z w ::E
CIl ..J
0 0 a:: ::E '0 a::
0 DESCRIPTION
0 Q 0 0 u • 0
SM/ Brown Silty Clayey Sand Moist Medium -~ (l'opsoil) Dense
2 ~ Gray Brown Silty Clay Moist
-,-
-Stiff • 4_ SM Buff Silty Sand (Santiago Moist Dense
Formation) Contact with -
-Hygabyssal Rock Dipping
6_ 45 West
--• --
8
Trench Ended at 8' ----• --------• ----
-.-1 ----• _.
-------• --, ------• --... ---
• ~ SOUTHERN CALIFORNIA SUBSURFACE EXP.'LORAT ION 'LOG
SOIL & TESTING,INC.
LOGGED BY: eRE DATE LOGGED: 4-25-83
JOB NUMBER: 14143 Plate No. 23 •
• DIRECT SHEAR TEST RESULTS
angle of cohesion
SAMPLE DESCRIPTION , Internal intercept • friction (0) (psf)
T-2 @ 6' Buff White Silty Sand, Undisturbed 19 200
T-5 @ 4'-5' Buff White Silty Sand, Remoded to 90% 32 200
Remolded
• B-1 @ 3'-5' Light Green-brown ClayeY,Silty Sand. to 90% 30 400
B-1 (iI 21' -22' r.rppn-prpv Siltv Clav 19 42')
Remolded.
B-2 @ 13' -15' Light Greenish-grey Clayey Silty Sand, to 90% 29 350
I
• I
,
I
•
MAXIMUM DENSITY and OPTIMUM MOISTURE CONTENT
ASTM D-1557-78 METHOD __ A_ • maximum optimum
SAMPLE DESCRIPTION denSity moisture
(pet) content (era)
T-5 @ 4'-5' Buff White Silty Sand 114.0 14.0
• B-1 @ 3'-5' Light Green-brown Clayey Silty Sand 126.2 10.2
B-1 @ 21' -22 ' Green-grey Silty Clay 119.0 11.0
"R .• ? ra 1 l' 1 c; , Lieht Greenish-.e:rev Clayey Silty Sand 121.3 11.8
• -
• -
•
4b SOUTHERN CALIFORNIA Calavera Hills Village G
SOIL & TESTING. INC. BY DATE 3-23-83 ••• 0 ""V."'O .... L •• T"' •• T DBA -..... N 0'.00, CAL'IIORN'A •• 1.0 JOB NO. Plate No •. _ 24 1414 '3 ~-. ----.----'-------------------.------.-------' ----'-.. ---_.-----. ---. ..... ---. --. --~-......... ; ... -.-._-----•
• EXPANSION TES-iESULTS ---
SAMPLE T-4 @ 3' T-5 @ 4'-5' T-8 @ 5' T-9 @ 3' T-12 @ l'
• CONDITION Undisturbed Remolded & Undisturbed Undisturbed Undisturbed
Air n-riArl Air nriAt1 Air nrio;! A.i.,. . Dri pn Air Dri,::.;!
INITIAL M.C.(o/.) 5.7 6.9 4.7 3.7 8.7
INITIAL DENSITY(PCF) 100.1 . 102.6 98.7 107.5 101.4
• FINAL M.C.(o/o) 23.1 22.0 22.7 17.4 34.2
NORMAL STRESSCPSF) 150 150 150 150 150
E XPAN SION (o/o) 1 2 0 0 22
• SAMPLE
B-1 @ 3'-5' B-1 @ 21'-22' B-2 @ 13 '-15'
CONDITION Remolded & Remolded & Remolded &
Air Dried Air Dried Air Dried
• INI TIAL M.C.(o,o) 9.6 6.3 5.0
INITIAL DENSITY( PCF) 114.5 108.0 109.4
FINAL M.C. (0/0) 15.2 21.8 17.3
• NOR/viAL STRESS(PSF) 150 150 150
EXPANSION (0/0) 3 7 3
• SAMPLE ,
CONDITION i
INITIAL M.C.(o/o)
• INITIAL DENS1TY(PCF) -
FINAL M.C. (0/0 ) ,
NORMAL STRESS (PSF)
• EXPANSION (0/0)
.
<$> SOUTHERN CALIFORNIA TESTING
LABORATORY, INC •
6280 RIVERDALE STREET
SAN DIEGO. CALIFORNIA 92120
714·280·4321
•
BY DBA DATE 4-26-83
JOB NO. 14143 Plate No. 25 -•
.. -
---~
-• ,
GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
. : • SAMPLE T-5 @4'-5' rr-17 @ 9' B-1@21'-22 B-2@13'-15 B-2@29'-30 I
6"
4"
• 3"
2"
.'
1~" ,
I en , ..... w %" I
I-> I :I: W I
~ Ci5 • [j 0 %" 100 ~ a:
~ ~ #4 z 99.9 100 100 100 a: ~ w en I z uj #8 99.6 .I u:: 99.1 97.7 99.5 100
I ~ ::; . ...., #16 97.4 92.4 98.5 99.8 97.5 . 1
! z I 0 #30 I ~ 95.2 82.1 96.8 99.0 94.4
•
0 < #SO a: 89.9 66.4 91.9 97.9 88.3 ~ , • .:#100 I
64.2 48.5 78.6 73.6 68.6 !
#200 34.7 28.0 54.1 41.7 50 ~ 7 I
>-.05mm 15.0 48.0 38.0 49.0 a:
to-• w :E .OO5mm 4.0 26.0 22.0 22.0 0 a: 0 >-.OO1mm 2.0 10.0 11.0 7.0 :I:
, .. •
LIQUID LIMIT 33 26 33
PLASTIC LIMIT 16 20 15
• PLASTICITY INDEX 17 6 18
I .1 I I UNIFIED ! ! I I CL CLASSIFICATION SM SM CL SC
•
~ SOUTHERN CALIFORNIA
SOIL & TESTING LAB. INC. BY DBA DATE 4-26-83 I!ceo RIVERCALE STREET
!!IAN OIEGlO. CALIFORNIA 8&;11&;10 Jns NO 1 !, 1 !. 'l, Plnte Xn. 26 -
•
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SLOPE STABILITY CALCULATIONS
Janbu·s Simplified Slope Stability Method
AC0= WH Ton0
C FS=NC¢< C ) WH
Assume strength parameters throughout the slope
2' ( 0) C {~sf} W s (~cf) Incl. H {ft} FS
Cut Slope 19 200 120.0 2:1 12 1.9
Cut Slope* 19 425 118.9 2:1 23 2.0
Fill Slope 32 200 117.0 2:1 50 1..7
*Used rernol ded shea r strength parameters in 1 i eu of undi stu rbed parame-
ters, resulting factor of safety should be considered conservative.
Where: 0 = Angle of Internal Friction
C = Cohesion (psf)
Ws = Unit weight of Soil (pcf)
H = Height of Slope (ft)
FS = Factor of Safety
SCS&T 14143
Pl ate No. 27
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
•
•
•
•
•
•
SURrICIAl SLOPE STAOILITY
SLOPE SURfACE
LWES
~
Z ~ ~ POTEtlTlAl FAILURE
SURFACE
RESOLUT IOU OF FORCES -S.l\TUAATED SLOPE
Assume: (l) Saturation of slope surface to depth z
(2) Flow lines parallel to slope surface
Ww =
Ws =
Fd ::
Fr =
F.S.
Unit weight of water
Unit weight of soil
Oriving force
Resisting force
Fd = b
Fr = b
z Us sin a cos a
= ..!J:. = z
Fd
z (Ws-\"w) cos 2a tan" + c b
(Ws -W\,/) cos2a tan " + c
Z Ws sin a cos a
tan" c
2 tan a + = z Ws sin a cos a
F.S.
• c
"
a Factor of Safety
= C~h1s1yn along plane o a 1 ure .
• I\nqle of internal albn!} friction plane of failure
let \~ :II ~s . 2
SOUTHERN CALIFORNIA
SOIL • TESTING. INC. Lake Cal avera Hills
Village G ••• a AIV.ACAL. •• TR •• T
.AN CI.ac, CALII'"CRNIA .a1ao
BY
Carlsbad, CA
DBA CATE 4-26..,83 .
JOB NO. 14143 Plate No. 28 ) L-____________________________ ~ _______________ ~ ________ ~ __ __
•
•
•
•
•
•
SURFICIAL SLOPE STABILITY
I
Z = 3
;50 C {est} Ws {ect}
19 200 120.9
19 425 118.9
32 200 117.0
INCle
2:1
2:1
3:1
FS
1.7
3.3
2.1
SCS&T 14143
Plate No. 29
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
I -. • ~
(II
• m 0 ~. 0 c
D· F -t
--I .0
Q I Qe m
P <: -f D
n. m Z ) 11 CD .... 0 ij)-fO
0 .... -l* ]I. 2 z. i );-iQ-
]I. "1t .-0 .--.. -t 2 D ~ n 2 . -~
(... ~I 0 (')<It"' (D III ....,-III
~ Ii 1-'" ?' I--" I--" CD Ul III cr' CQ (')
~1"I~ro1'. .p.. t:d .. GJIll
.....;J.>o <: .1::-' (') CD
W > Ii III
::r:: ....,.
I--"
I--" Ul J
'"d ~ r'" m Pl rt
CD +;--:z: I -::> tv
(j\
I 51~
• • • • •
H/2
IH
2
• •
(3/~)H
• •
H/~
NONSELECT FILL
TOPSOIL & ALLUVIUM
MAY BE PLACED IN
THIS AREA
,TOPSOtlL TO BE: REMOVED SELECT FILL
( NONEXPANSIVE) ----------
,.,--N~TUR~L fORMATIONAL SOILS~
Select Fill Area
(N~tive silty and clayey sands 'per soils enqineer's
approval in the field)
•
,
)
)
)
1
)
)
ORIGINAL GROUND /
/ / ..
, .. \: ', .. . , .
. , .'
It .. : : .:. :: \~ -. , . . .
e' \ ~ • , . " . . . . ~' .... . , ... . . . " .\. . .' . , . .
.' \
' ..
. ,
\.: . .
• '.' t \ . . .,
'\ . : .
. . Cm1PACTED FILL
. . , .
/"" ./ . ". I . . ...... . . . "'. ./ . .. . '-.... .. -'.', ':'" ........ , /. . .... ........... ... ... .. ..' .-. ............. ...:... / ..
-==;::===;;:::~~:::;=-::"\
,
13"
MI~1
---I 4" r-lIN
4" DIAMETER PERFORATED PIPE -MINIMUM 1% SLOPE
PIPE
MATERIAL
DEPTH OF FILL
OVER SUS DRAIN
8
20
MHlUS 1" CRUSHED ROCK
CO~PLETELY SURRO~NDED
BY FILTER FABRIC, OR
CLASS II PERMEABLE
r~ATERIAL
ADS (CORRUGATED POLETHYLENE
TRANSITE UNDERDRAIN
PVC OR ASS: SDR 35
SDR 21
35
100 SCHEMATIC ONLY
NOT TO SCALE
SOUTHERN CALIFORNIA
SOIL & TESTING J INC.
••• 0 RIVEROALE .TREET
.AN OI.caO, CALIFORNIA a.1RO
TYPICAL CANYON SUBDRAIN
Lake Calavera Hills
Village G
Carlsbad, CA
BY DBA
JOB NO. 14143
DATE 4-26-83
Plate No. 31
•
I:-m 0 -< CD
Z t:I
P I:d :>
EI I
J
'"U 0
I-' ~ . III m" rr rTl I +=--'Z I
'0 N /-Cl'
I w co N w.
•
~
(J)
: m 0 z. 0 C o.,--i _. r I
1110 g D go m ~ < -i D ,. ~ m Z co en ~ ~ -i n
Dill -~ ~. 2 i ,.-ICl-ll. '11
11111 .,11-0 ~-I 2 D
o P ~
l>
o<:t""' III 1-'-III lil-'?" 1-'1-'(1)
CJl III 0"' ()Q 0 III (I> III P-I-' G11ll <: 0 (I> :> Ii III
::x:: 1-'-
I-' I-' CJl
• • •
ZONE B
WINDROWS DETAIL
SECTION
PLAN VIEW . .
~" 12' min ~
NOTES
1. Compacted soi 1 fill shaH contain at 1 east 40 percent
soil sizes passing 3/4-inch sieve, (by weight), and
~ compa~ted in accordance with specificatiQns for
structural ,fill.
2. Rocks over 4 feet in maxirum dimens.ion not permitted
in fill.
• •
Clean (SE> 30)
Granular Soil
Flooded to Fill
Voids Around
and Beneath
Rocks Excavate
or Trench for
Windrows
o
o (>
• •
OVERSIZE ROCK DISPOSAL
(Structural Soil-Rock Fill)
5' min ' . ZONE A
o
o
LEGEND
~
ZONE C
D'
•
ZONE A: Compacted 50i 1 fi II, No rock fragments oller 6 inches in greatest dimension.
ZONE B: Rocks 2 to 4 feet in maximum dimenSion placed in windrows in
compacted soil fill conforming to ZONE A.
ZONE C: Rocks 6 inches to 2 feet in maximum di'men5ion uniformly distribu-
ted and well spaced in compacted soil fill conforming to ZONE A.
ZONE 0: Required for all existing slopes 6:1 and steeper, 90% minimum
compdct ion, ZONE A, B, or C material inay be used for ZONE O.
•
P/L
"'~' .... -. .
o
o
o
E
•
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•
,
)
)
)
SCS&T 14143 April 26, 1983 Appendix A, Page 1
RIPPABILITY STUDY
RIPPABIlITY CHARACTERISTICS OF HYPABYSSAl ROCKS
Rippable Condition (O-4,SOO Ft./Sec.): This velocity range indicates
rippable materials which may vary from decomposed metavolcanics at lower
velocities to only slightly decomposed, fractured rock at the higher
velocities. Although rippable, materials may be produced by excavatfon
that will not be useable in structural fills due to a lack of fines.
Experience has shown that material within the range of 4;000 to 4,500 fps
most often consists of severely to moderately fractured rock with little
or no fines and sizeable quantities of + 1/4" material.
For velocities between 3,500 to 4,500 fps, rippability will be difficult
for backhoes and light trenching equipment.
Marginally Rippable Condition {4,500 -5,500 Ft./Sec.}: Excavations in
this velocity range would be extremely time consuming and would produce
fractured rock with little or no fines. The higher velocities could
require blasting. Trenching equipment would not function.
Nonrippable Condition (5,500 "Ft./Sec. & Greater): This velocity range may
include moderately to slightly fractured rock which would require blasting
for removal. Material produced would consist-of a high percentage of
oversize and angular rock.
Rippability of metavolcanics could be accomplished for higher velocities
using the Caterpillar 0-9 with the #9 D Series Ripper. Due to the frac-
tured nature of the metavolcanics, ripping might be accomplished in as
high as 8,100 fps material.
SOUTHERN CALIFORNIA SOIL ANO TESTING. INC.
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SCS&T 14143 Ap ri 1 26, 1983 Appendix A, Page 2
TABLE I
Seismic Traverse Velocity (ft.jSec.) Depth (ft.) Length of
No. Vl V2 D1 D2 Traverse (ft.)
1 1000 5000 5 30+ 100
2 1000 6000 8 30+ 100
VI = Velocity of fi rst layer of materials.
V2 = Velocity of second layer of materials.
01 = Depth to base of fi rst 1 ayer.
02 = Depth to base of second layer.
For mass grading, materials with velocities of less than 4500 fps are
generally ri ppab 1 e with a D-9 Caterpi 11 ar Dozer equi pped with hydraul i c
rippers. Velocities of 4500 to 5500 fps indicate marginal ripping and
blasting. Velocities greater than 5500 fps generally require preblasting.
The r,eported velocities represent average velocities over the length of
each traverse and should not generally be used for subsurface interpre-
tation greater than'100 feet from a traverse.
For trenching, materials with velocities less than 4000 fps are generally
rippable, depending on the degree of fracturing and the presenc~ or ab-
sence of boulders. Velocities between 4000 amd 4500 fps generally indi-
cate marginal ripping, and velocities greater than 4500 fps generally
indicate nonrippable conditions.
SEISMIC TRAVERSE LIMITATIONS
The results of the seismic survey for this investigation reflect rippabil-
ity conditions only for the areas of the traverses. However, the condi-
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tions of the various soil-rock units appear to be similar for the remain-
der of the site and may be assumed to possess similar characteristics.
The seismic refraction method requires that materials become increasingly
dense with depth. In areas where denser, higher velocity materials are
underlain by lower velocity materials, the lower velocity materials would
not be indicated by our survey.
All of the velocities used as upper limits are subject to fluctuati-on
depending upon such local variations in rock conditions as:
a) Fractures, Faults and Planes of Weakness of Any Kind
b) Weathering and Degree of Decomposition
c) Brittleness and Crystalline Nature
d) Grai n Size
Further, the range of rippability using Caterpillar equipment may be
increased using heavier equipment. However, it should be noted that
ripping of higher velocity materials may become totally dependent on the
time available and the economics of the project. Ripping of higher velec-
ity materials can be achieved but it may become economically i·nfeasible.
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LAKE CALAVERA HILLS, VILLAGE G, CARLSBAD, CALIFdRNIA
RECOMMENDED GRADING SPECIFICATIONS -GENERAl PROVISIONS
GENERAl INTENT
The intent of these specifi cat ions is to establ ish procedu res for cl ear-
ing, compacting natural ground, preparing areas to be filled, and placing
and compact i ng fi 11 soi 1 s to the 1 i nes and grades shown on the accepted
plans. The recommendations contained in the preliminary soil investiga-
t i on report and/or the attached Speci alP rovi si ons are a part of the
Recommended Grading Specifications and shall supersede the provisions
contained hereinafter in the case of conflict. These specifications shall
only be used in conjunction with the soil report for which they are a
part. No deviation from these specifications will be allowed, except
where specified in the soil report or in other written commu·nication
signed by the Soil Engineer.
OBSERVATION AND TESTING
Southern California Soil & Testing, Inc. shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with these speci-
fications. It will be necessary that the Soil Engineer or his representa.-
tive provide adequate observation so that he may provide an opinion that
the work was or was not accompli shed as speci fi ed. It sha 11 be the re-
sponsibility of the contractor to assist the soil engineer and to keep him
apprised of work schedules, changes and new information and data so that
he may provide these opinions. In the event that any unusual conditions
not covered by the special provisions or preliminary soil report are
encountered during the grading operations, the Soil Engineer shall be
contacted for further recommendations.
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If, in the opinion of the Soil Engineer, substandard conditions are -en-
countered, such as; questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse weather, etc., he will be empower-
ed to either stop construction until the conditions are remedied or cor.,.
rected or recommend rejection of this work.
Test methods used to determine the degree of compaction should be per-
formed in accordance with the foll owi ng Ameri can Soci ety for Testing and
Materials test methods:
Maximum Density & Optimum Moisture Content -A.S.T.M. 0-1557-78.
Density of ~oi1 In-Place -A.S.T.M. 0-1556-64 or A.S.T.M. 0-2922 •
All densities shall be expressed in terms of Relative Compaction as deter-
mined by the foregoing A.S.T.M. testing procedures •
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing operations shall be
removed, and legally disposed of. All areas disturbed by site grading
should be left in a neat and finished apperance, free from unsightly
debri s.
Any abandoned buried structures encountered during grading operations must
be tota 11y removed. All underground util it i es to be abandoned beneath any
proposed structure should be removed from within 10 feet of the structure
and properly capped off. The resulting depressions from the above des-
cribed procedures should be backfilled with acceptable soil that is com-
pacted to the requirements of the Soil Engineer. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines or leach lines,
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• _ storm drains and water lines. Any buried structures or utilities not" to
be abandoned should be investigated by the Soil Engineer to determine if
any special recommendation will be necessary.
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All water wells which will be abandoned should be backfilled and capped in
accordance to the requi rements set forth in the Geotechni ca 1 Report. The
top of the cap should be at least 4 feet below finish grade 6r 3 feet
below the bottom of footing whichever is greater. The type of cap will
depend on the di ameter of the we 11 and shou 1 d be determi ned by the. Soi 1
Engineer and/or a qualified Structural Engineer.
When the slope of the natural ground receiving fill exceeds 20% (5 hori-
zontal units to 1 vertical unit), the original ground shall be stepped or
benched. Benches sha 11 be cut to a fi rm competent soi 1 condi t i on. The
lower bench shall be at least 10 feet wide or 1 1/2 times the equipment
width which e.ver is greater and shall be sloped back into the hillside at
a gradient of not less than two (2) percent. All other benches should be
at least 6 feet wide. The horizontal portion of ·each bench shall be
compacted pri or to recei vi ng fi 11 as specifj ed herei nbefore for compacted
natural ground. Ground slopes flatter than 20% shall be benched when
considered necessary by the Soil Engineer.
After clearing or benching, the natural ground in areas to be filled shall
be scarifi ed to a depth of 6 ; nches, brought to the proper moi stu re con.,.
tent, compacted and tested for the minimum degree of compaction in the
Special Provisions or the recommendation contained in the preliminary s6il
investigation report. All loose soils in excess of 6 inches thick should
be removed to firm natural ground which is defined as natural soil which
possesses an i n-s itu density of at 1 east 85% of its maxi mum dry dens ity.
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FILL MATERIAL
Materials placed in the fill shall be approved by the soil engineer and
shall be free of vegetable matter and other deleterious substances. Gran-
ular soil shall contain sufficient fine material to fill the voids. The
definition and disposition of oversized rocks, expansive and/or detri-men-
tal soils are covered in the soils report or Special Provisions. Expan:"
sive soils, soils of poor gradation, or soils with low strength character-
istics may be thoroughly mixed with other soils to provide satisfactory
fill material, but only with the explicit consent of the soil engineer.
Any import material shall be approved by the Soil Engineer 'before being
brought to the site •
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive fill
in layers not to exceed 6 inches in compacted thickness. Eac'h layer shall
have a uniform moisture content in the range that will allow the compac-
tion effort to be efficiently applied to achieve the specified degree of
compaction. Each 'layer shall be uniformly compacted to the minimum speci-
fi ed deg ree of compact ion with equ i pment of adequ ate ~ i ze to economi ca lly
compact the layer. Compaction equipment should either be specifically
deSigned for soil compaction or of proven reliability. The minimum degree
of compaction to be achieved is specified in either the Special Provisions
or the recommendations contained in the preliminary soil investigation
report •
When the structural fill material includes rocks, no rocks win be allowed
to nest and all voids must be carefully filled with soil such that the
minimum degree of compaction reconmended in the Special Provisions is
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achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the soil report, when
applicable •
Field observation and compaction tests to estimate the degree of compac-
tion of the fill will be taken by the Soil Engineer or his representative.
The location and frequency of the tests shall be at the Soil Engineer's
discretion. When the compaction test indicates that a particular layer is
less than the required degree of compaction, the layer shall be reworked
to the satisfaction of the Soil Engineer and until the desired relative
compaction has been obtained.
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at
ratios of two horizontal to one vertical or flatter, should be track-
rolled. Steeper fill slopes shall be over-built and cut-back to finish
contours. Slope compaction operations shall result in all fill materi·al
six or more inches inward from the finished face of the slope having a
relative compaction of at least 90% of maximum dry density or that speci-
fied in the Special Provisions section of this specification. The compac-
tion operation on the slopes' shall be continued until the Soil Engineer is
satisfied that the slopes will be stable in regards to surficial stabil-
ity.
S10pe tests wi 11 be made by the Soi 1 sEngi neer duri n9 constructi on of the
slopes to determine if the required compac:tion is being achieved. Where
failing tests occur or other field problems arise, the Contractor will be
notified that day of such conditions by written communication from the
Soil Engineer in the form of a daily field report •
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If the method of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no additional cost to the Owner or Soils Engineer.
CUT SLOPES
The Engineering Geologist shall inspect all cut slopes excavated in rock
or lithified formational material during the grading operations at inter-
vals determined at his discretion. If any conditions not anticipated in
the preliminary report such as perched water, seepage, lenticular or
confined strata of a potentially adverse nature, unfavora.bly inclined
bedding, joints or fault planes are encountered during grading, the,se
conditions shall be analyzed by the Engineering Geologist and Soi i Engi-
,neer to determine if mitigating measures are necessary.
Unless otherwise specified in the soil and geological report, no cut
slopes sha 11 be excavated hi gher or steeper than that a 11 owed by the
ordinances of the controlling governmental agency.
ENGINEERING OBSERVATION
Field observation by the Soil Engineer or his, representative shall be made
during the filling and compacting operations so that he can express his
opinion regarding the conformance of the grading with acceptable standards
of practice. The presence of the Soi 1 Engineer or his representative or
the observation and testing shall not release the Grading Contractor from
his duty to compact all fi 11 material to the specified degree of compac-
tion.
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SCS&T 14143 April 26, 1983 Appendix B, Page 7
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work
is interrupted by heavy rain, filling operations sha11 not be resumed
until the proper moisture content and density of the fill materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of work.
RECOMMENDED GRADING SPECIFICATIONS-SPECIAL PROVISIONS
The minimum degree of compaction to be obtained in compacting natural
ground, in the compacted fi 11, and in the compacted backfi 11 shall be. at
least 90 percent.
Detrimentally expansi ve soil is defi ned as soil whi ch wi 11 swell' more than
3 percent agai nst a pressu re of 150 pounds per square foot from a condi-
tion of 90 percent of maximum dry density and air dried moisture content
to saturation.
Oversized fill material is defined as rocks or lumps over 6 inches in
di ameter. At 1 east 40 percent of the fi 11 soil s shall pass through a No.
4 U.S. Standard Sieve.
Transition Lots: Where transitions between cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
foot below the base of the proposed footings and recompacted as structural
back fill.
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