1993-3577 CN/G/I/PE/PM
Street Address
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Serial #
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Name Description
Plan ck. # Year
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SOWARDS AND ~OWN ENGINEERI!'S.
1/3-012.1
EXHIBIT "0'
SAMPLE STATEMENT OF COMPLIANCE
FOR ENGINEER OF WORK
January 4, 1995
City Engineer
CITY OF ENCINITAS
505 South Vulcan Avenue
Encinitas, CA 92024
FINAL GRADING ENGINEER'S REPORT FOR TPM 92-029
GRADING PERMIT NO. 3SnGI (Phase I) and 3S77PE
Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter report is hereby
submitted as a final grading report for the subject project. As supervising grading engineer on
the project, I hereby state all grading, lot drainage, and drainage facilities on the site have been
completed and installed in conlormance with the approved plans and requirements 01 the City of
Encinitas Codes and Standards.
I have inspected the site and found the embankment and cut slopes to have been cut to their
proper line and grade in conformance with Sections 23.24.450 through 23.24.500. All building
pad sizes, elevations, drainage and berming have been completed in substantial compliance
with the approved plans and any approved revision thereto.
The pad elevation of Parcel 1, PM 17341 was field surveyed and verified to be at an elevation of
315.5 feet as shown on approved Grading Plan No. 35n-G.
An 'As-Built" grading plan has been completed by me or under my direction and has been
submitted to the City for review and approval.
(Signature) ~..::?. ~~&.... 0 3w'''\O
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ENGINEERING SER.;'~~ES
CITY OF ENC1NI I ;;>
2187 NEWCASTLE AVENUE' SUITE 103. CARDIFF 8Y THE SEA, CA 92007. 619/436-8500
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S. C. E. SOILS
974 Bremen Way
Alpine, California 91901
(619) 445.1869
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I Soil Investigations
Compaction Control
Remodeling Recommendations
Foundation/Slab Inspections
California Civil Engineer R,C,E, 29704
Mr. George Ren
1280 Esexony Road
Cn,,;nit:o':l('o r...,lifnrn;.." ~?O~4
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Subject: Report of site preparation, grading and compaction of fills.
TPM 92-029 West 8th Street
Encinitas, California
Dear Mr. Reh:
Pursuant to your request, S.C.E, Soils has completed tests, inspections and
surveillance required to assure proper site preparation, grading and
compaction of fills on the subject project. Grading consisted of on-site
cut/fill operations and levelling for two building sites, extension of West
8th Street and appurtenant private access drive.
All trash and debris have been removed from the areas to be graded and
the sites prepared and graded in accordance with our recommendations.
Keys were properly cut and topsoils recompacted under our surveillance.
Laboratory tests performed in accordance with ASTM test method 0-1557
indicate a maximum dry density of 118.0 pcf and optimum moisture of
15.0 % for the representative soils compacted on the site. Bearing soils on
the site consist of Chesterton (CfC) clay loams with an expansion index
of 14.6. The Unified Classification is (SM).
Field density tests were performed in accordance with ASTM test method
0-1556. Results of these tests are presented on Page "A" and their
approximate locations are shown on Figure No.1.
Based on the results of tests and observations, we hereby certify the
sites have been compacted to within 90 percent of maximum dry density.
Each site has been properly prepared in accordance with our
recommendations and is suitable for its intended use.
Wed, Aug 17, 1994
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T.P.M. 92-029
Compactionllnspection Report Continued:
RECOMMENDATIONS
1. A soil bearing pressure of 2000 psf for continuous footings
and 2500 psf for square spread foundations is recommended for use in the
design of structures on the project.
2. Foundations should extend a minimum depth of 18 inches
below the lowest adjacent grade and be reinforced with one No. 4 bar near
the top and one near the bottom. On-grade structure slabs should be a
minimum of 4 inches thick, cast over 4 inches of clean sand with a
moisture barrier and reinforced with 6"X6"-10gaX10ga WWF or No.3 bars
at 24 inches in each direction.
3. Finish grade each site after structures and other
improvements are installed such that surface waters are directed away
from building foundations and fill slopes for a distance of at least five
feet. Thence, via surface swales and/or underground drains, toward and
into approved drainage ways.
If you should have any questions after reviewing this report, please do not
hesitate to call. We appreciate this opportunity to provide our
professional services.
Sincerely
S. C. E. SOilS
~~
Dennis J. Sloan, RC
Attachments
Wed, Aug 17, 1994
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T.P.M 92.029
Compactionllnspection Report Continued:
W>~@!g w~w
TABLE OF FIELD DENSITY TEST RESULTS
Test Depth Field Field Laboratory Relative
No ot Moisture Density Density Compaction
Test (& dry wt) (pet) (pet) (% Lab Den)
---- ---- ----- ------ ------ -----
1. Key 14.4 108.1 118.0 91.61
2. 2' 15.0 108.8 118.0 92.20
3. Key 15.3 109.8 118.0 93.05
4. F.G. 14.9 108.3 118.0 91.78
5. Key 15.3 109.0 118.0 92.37
6. Key 15.6 108.9 118.0 92.29
7. 2' 15.5 109.2 118.0 92.54
8. 4' 15.4 109.6 118.0 92.88
9. 6' 15.4 108.7 118.0 92.12
10. 2' 14.8 109.4 118.0 92.71
11. 4' 15.7 107.4 118.0 91.02
12. Key 15.6 107.2 118.0 90.85
13. 2' 15.9 106.8 118.0 90.51
14. 4' 15.7 108.2 118.0 91.69
15. F.G. 15.4 109.2 118.0 92.54
Wed, Aug 17, 1994
-2388 C-
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LEIGHTON AND ASSOCIATES, INC
Geotechnical and Environmental Engineering Consultants
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GEOLOGIC RECONNAISSANCE
OF PROPOSED
TWO-LOT SUBDMSION,
SOUlHEAST OF THE INTERSECTION
OF SAN DIEGO AVENUE AND 8TH STREET,
ENCINITAS, CALIFORNIA
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March 25, 1m
Project No. 4920187-02
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JUN 07 1993 -'
ENGINEEHli'G Sl:HvICIES
CITY OF ENC1NITAS
Prepared For:
MR. GEORGE REH
343 Whitewood Place
Encinitas, California 92024
3934 MURPHY CANYON ROAD, SUITE B205, SAN DIEGO, CALIFORNIA 92123
(619) 292-B030. (BOO) 447-2626
FAX (619) 292-0771
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LEIGHTON AND ASSOCIATES, INC
Geotechnical and Environmental Engineering Consuhants
March 25, 1992
Project No. 4920187-02
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To:
Mr. George Reh
343 Whitewood Place
Encinitas, California 92024
Subject:
Geologic Reconnaissance of Proposed Two-Lot Subdivision, Southeast of the
Intersection of San Diego Avenue and 8th Street, Encinitas, California
I
Introduction
In accordance with the request and authorization of Mr. Lee Rotsheck, this report presents a
summary of our geologic reconnaissance of the subject site. The purpose of our study was to perform
a limited evaluation of existing site conditions and identify potential geologic or seismic hazards that
could impact development of the site.
The scope of our study included:
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· Review of pertinent published and unpublished geologic literature (Appendix A).
· Review of stereoscopic aerial photographs (Appendix A).
· Field reconnaissance of general site conditions.
. Preparation of this report.
General Site Conditions
The subject site is located at the southeast corner of San Diego Avenue and 8th Street (east of Sierra
Ridge Road) in Encinitas, California (Figure 1). The proposed two-lot division consists of a relatively
flat terrace on the west, an east- to northeast-facing, near-vertical inland bluff face in the center of
the site and an east-sloping hillside below the bluff face. Elevations range from a height of
approximately 330 feet mean sea level (msl) at the southwest corner of the site to 245+ feet at the
northeast corner. The terrace above the bluff face gently slopes at an inclination of 4:1 (horizontal
to vertical) or flatter toward the northeast. The bluff face ranges in height from approximately 25 to
30 feet. The bluff face generally has a slope inclination of 112:1 (horizontal to vertical) with localized
sections of the bluff slope, vertical or near-vertical. The east-facing slope below the bluff face ranges
from 50 to 75 feet in height with inclinations of 1:1 to 2:1 (horizontal to vertical).
3934 MURPHY CANYON ROAQ SUITE 8205, SAN DIEGQ CALIFORNIA 92123
(619) 292-8030. (800) 447-2626
FAX (619) 292-0771
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4920187-02
The site is currently undeveloped with a moderate amount of natural vegetation covering the site.
The relatively flat terrace above the bluff face is covered by wild grasses, weeds and a few trees, while
the slope and area directly above the top of the bluff is covered by chaparral-type shrubs and bushes.
Numerous end-dumped piles of lawn cuttings and landscape vegetation were observed at the
northwest comer of the site. The existing conditions in the area of proposed San Diego Avenue
include a fill slope within the street right-of-way limits.
Prooosed Develooment
We understand proposed development will consist of the construction of two pads for single-family
dwellings and the improvement of San Diego Avenue and 8th Street (as a driveway to the proposed
dwellings), and that minimal grading will be required during construction. We also understand that
in accordance with local development guidelines, there will be a minimum 25-foot structural setback
from the top of the bluff face for structural improvements. It is anticipated that improvement of the
two lots will be limited to the area above the bluff face, keeping the remainder of the lots
undeveloped,
Geotechnical Conditions
Based on our field reconnaissance, review of pertinent geologic literature and evaluation of aerial
photographs (Appendix A), the site is underlain by bedrock material of the Torrey Sandstone and
surficial units consisting of topsoil and terrace deposits. As exposed in the bluff face the Torrey
sandstone, consists of an off-white to light brown, dense, silty sandstone that appeared to be
moderately cemented, locally iron oxide stained, and massive (i.e., no"distinct bedding); .
The topsoil and terrace deposits, based on our professional experience with similar units in the
vicinity, are anticipated to be slightly clayey to silty sands with occasional zones of rounded gravel and
cobbles. The thicknesses of these units are unknown and is anticipated to be on the order of 10 feet
or less for the Terrace Deposits, and up to 2 feet thick for the topsoil.
The geotechnical engineering characteristics of the onsite soils (based on our experience with nearby
sites) includes a very low to low expansion potential, relatively high shear strength, minimal sulfate
content, and rippable with light-duty construction equipment.
No evidence of landslides or faulting was apparent at the site. Review of pertinent literature and
stereoscopic aerial photographs (Appendix A) indicates that there are no known active faults crossing
the property. The geologic factor which most affects the site is the bluff which bisects the property.
Although we have not performed a stability evaluation of the bluff, it appears relatively stable in its
present configuration, This is based on the presence of materials with very favorable engineering
characteristics being exposed in the bluff face and our aerial photograph review. Review of
1953 aerial photographs and our recent site visit indicate that bluff retreat is occurring at very slow
rates and should not affect the proposed development. In fact, by controlling surface drainage and
landscaping with drought-tolerant vegetation bluff erosion may even be further slowed, Based on our
review, it appears that the 25-foot structural setback should provide an adequate buffer zone for the
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4920187-02
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proposed development. This should however be confirmed by performing a stability analyses prior
to construction as part of a geotechnical investigation.
The nearest significant active regional fault is the Rose Canyon fault zone, located approximately
7 miles west of the site. As such, moderately strong ground shaking can be expected at the site from
a significant event along the Rose Canyon fault zone (i.e., a peak bedrock/repeatable horizontal
ground acceleration [RHGAj of 0.33g based on a 'maximum probable earthquake of 6.2 Richter
magnitude). Since the site is within 20 miles of the Rose Canyon fault zone, for preliminary design
purposes, an RHGA of 65 percent (or 0.22g) may be assumed for the anticipated duration of ground
shaking (Plnessel and Slosson, 1974). The site does not lie within an Alquist-Priolo Zone as defined
by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and as subsequently revised in 1975, 1985
and 1990 (Hart, 1990).
No flowing surface water or ground seepage was observed at the site at the time of our field
reconnaissance. Ground water is not anticipated to be a geotechnical constraint to development
provided the proposed development includes provisions for control of surface drainage. We also
recommend the use of drought-tolerant vegetation to minimize the need for excessive irrigation.
Conclusions and Recommendations
The subject site is feasible for development provided appropriate geotechnical recommendations are
incorporated into the design and construction of the project.
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A comprehensive geotechnical investigation is recommended when more detailed design and grading
plans are available to address specific grading deSign and construction considerations.
If you have any questions regarding our report, please contact this office. We appreciate this
Opportunity to be of service.
Respectfully submilled,
ImrKJrOQATES,mc
Randall K. Wagner, CE~
Senior Staff Geologist
RKW ISRHlIk
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Stan Helenschmidt, GE 2064 (Exp. 6/30192)
Managing Principal, San Diego Region
Allachmenls: Figure 1 - Site Location Map
Appendix A - References
Distribution: (2) Addressee
(2) Mr. Lee ROlsheck
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SITE LOCATION MAP
Bas e Map: Aerial Graphics, 1986-87, Aerial Foto-Map
Book, San Diego County, Page 9E
ROTSHECK/ENCINITAS
ENCINITAS, CA.LIFORNIA
Pro/ecl No. 4920187-02
o a I e MARCH 25. 1992
[][I]
1040 889
Figure No.1
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APPENDIX A
REFERENCES
Albee, AL., and Smith, J.L., 1966, Earthquake Characteristics and Fault Activity Southern California
in Lung, R., and Proctor, R., Eds., Engineering Geology in Southern California,
Association of Engineering Geologists, Special Publication, dated October 1966.
Allen, C.R, Amand, P., Richter, C.F., and Nordquist, J.M., 1965, Relationship Between Seismicity
and Geologic Structure in Southern California, Seismological Society of America
Bulletin, Vol. 55, No.4, pp. 753-797.
Bolt, B.A, 1973, Duration of Strong Ground Motion, Proc. Fifth World Conference on Earthquake
Engineering, Rome, Paper No. 292, pp. 1304-1313, dated June 1973.
Bonilla, M.J., 1970, Surface Faulting and Related Effects, in Wiegel, R, Ed., Earthquake
Engineering, New Jersey, Prentice-Hall, Inc., pp. 47-74.
Eisenberg, L.r., 1983, Pleistocene Terraces and Eocene Geology, Encinitas and Rancho Santa Fe
Quadrangles, San Diego County, California, San Diego State University Master's
Thesis (Unpublished) p. 386.
, 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in Abbott, P.L.,
Editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego
County, San Diego Association of Geologists, Field Trip Guideh99k. pp.86-91.
Greensfelder, RW., 1974, Maximum Credible Rock Acceleration From Earthquakes in California,
California Division of Mines and Geology, Map Sheet 23.
Hart, 1990, Fault-Rupture Hazard Zones In California, Alquist-Priolo Special Studies Zones Act of
1972 With Index to Special Study Zones Maps: Department of Conservation, Division
of Mines and Geology, Special Publication 42.
Jennings, C.W., 1975, Fault Map of California, Scale 1:750,000, California Division of Mines and
Geology, Geologic Map No.1.
Lamar, D.L., Merifield, P.M., and Proctor, RJ., 1973, Earthquake Recurrence Intervals on Major
Faults in Southern California, in Moran, D.E., Slosson, J.E., Stone, RO., and
Yelverton, C.A, Eds., 1973, Geology, Seismicity, and Environmental Impact,
Association of Engineering Geologists, Special Publication.
Lindvall, S.C., Rockwell, T.K., and Lindvall, C.E., 1990, The Seismic Hazard of San Diego Revised,
New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon Fault
Zone, From Proceedings of Fourth U.S. National Conference on Earthquake
Engineering, Palm Springs, California (Vol. I), May 20 through 24, 1990.
Ploessel, M.R, and Slosson, J.E., 1974, Repeatable High Ground Accelerations From Earthquakes _
- Important Design Criteria, California Geology, V. 27, No.9.
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4920187-02
REFERENCES (Continued)
Real, C.R., Toppazada, T.R., and Parke, D.L, 1978, Earthquake Epicenter Map of California,
California Division of Miens and Geology, Map Sheet 39.
Schnabel, R., and Seed, H.B., 1974, Accelerations in Rock From Earthquakes in the Western United
States, Bulletin of the Seismological Society of America, V. 63, No.2, pp. 501-516.
Seed, H.B., and Idriss, I.M., and Kiefer, R.W., 1969, Characteristics of Rock Motions During
Earthquakes, Journal of Soil Mechanics and Foundations Division, ASCE, V. 95,
No. SM5, Proc. Paper 6783, pp. 1199-1218.
Weber, F.J., Jr., 1963, Geology and Mineral Resources of San Diego County, California, California
Division of Mines and Geology County Report 3, p. 309.
Wilson, KL, 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas
Quadrangles, San Diego, California.
AERIAL PHOTOGRAPHS
Source Flight Photo No. '. . Scale Date
. . 1"=6,667'
USDA AXN-8M 14 and 15 4/14/53
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(ENGI/'"..,~.i""G SERVICES
" CITY OF ENCINITAS
HYDROLOGY AND HYDRAULICS STUDY
FOR
TPM 92-029
WEST 8TH STREET
ENCINIT AS,CALIFORNIA
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PREPARED BY:
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SOWARDS AND BROWN ENGINEERING, INe
CONSULTING ENGINEERS
2187 NEWCASTLE AVE., SUITE 202, CARDIFF, CA 92007
(619) 436-8500
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93-012
Augusl27,1993
May 15,1993
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SOWARDS AND BROWN ENGINEERING
2187 Newcastle Ave., SuIte 202
CARDIFF BY THE SEA, CALIFORNIA 92007
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CURVES I
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URBAN AREAS
TIME'.OF 'FLOW
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COE..Ff1c..IE.NT OF RVNOF~ e =.70
lt~Ai:>: OV~LAND f'LO\i\.,lrHY'le..: 'I~ M'NUTis',
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RUNOFF COEFFICIENTS (RATIONAL METHOD) .
DEVELOPED AREAS (URBAN)
Land Use
,
n
coefficientaf
" Soil Type I
Residential:
" Single Family
Multi-Units
Mobile Homes
Rural (lots greater than I/2.acre)
Commercial (2)
8096 Impervious
Industrial (2)
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NOTES:
D
"-5
.70
.65
.45
. " .85
;9L
'Type D soil to be used for all areas.
Where actual conditions deviate significantly from _ the tabulated
ImpervIousness values of 8096 or 9096, the values given for coefficIent C,
may be revised by multiplying 8096 or 9096 by the ratio of actual __
Imperviousness to the tabulated imperviousness. However, in no case shall
the final coefficient be less than 0.50. For example: Consider commercial
property on 0 soil.
Actual Imperviousness
=
5096,
8096'
Q.53
Tabulated imperviousness
50
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Revised C
=
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Hydrau Ilc Engineering C,rcu lar..Noi: ~ ~"'t'''''''';::%lleC~~~r,~1975'''''-';''~.>:'.it,.;h~-;''~i~]"';
..~0F~i.~~.*'Js~"'i
Prepilred by the Hy~raulics Branch; Bridge D !yisio"O;'<;lffice. otErigineering;Jn'..:iir ~"'. ';. ,i\"f,';:
": :::. collaboratiori with the I)e"io!lst,ra.~igri P'ioNcts)l.'~[S!~niRegioi):t~F;'!!o~~~4i.."> .
. .',: i"if..,':'" Federal H ighwily Administratioii;Wa's~iiigtori;' D:C.'"205901.t~~, .
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. ".-... ...~..",~~"".t'>'.:~..,.._..ro"'.. .....t'"i:'~-.;~~~t...~s;=\'..;r..l'~.,
CHAPTER .'. CONTENTS, ....,. '. "'~'"~.~,,'. "/ PAGE, '., "":'~""""."'" .~..",~ "..,
. ...: ~..:: . -~ , -.. ::"~.' ;,:-,,;'~~';'~'~~~:"",: ~~::":.;::..~::. ..:~.~~t.."::'':;;;~;'l':.~-t;:.:~::.~;..,:..
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I ;1:.:,- 'IV .. Flow Transitions" '.. .............:"...,.. "'-'''''','''JV.l'''' :.~,.".~<(.......;,. . ,_.
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~.; ~. .'\. ':'':;'-'C'.:'>' '. U.S...DEPARTME~TOFTRANSPORTATION." . ,;."...'~::~*~::;:,::;,<
. '.i!t' ....'. - FEDERAL HIGHWAY ADMINISTRATION'. '-':"<.' ,,_.. "
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X-B. CORPS OF ENGINEERS STILLING WELL
"The design of this type of stilling well energy dissipator
&is based on model tests conducted by the Corps of Engineers.
i; (X-B-I and 2)
,
iL~.
fThe dissipator has application where debris is not a serious
rproblem. It will operate with moderate to high con centra-
j tions of sand and silt but is not recommended for areas where
{-quantities of large floating or rolling debris is expected
o unless suitable debris-control structures are utilized. Its
1 greatest potential, as fa~ as hig~ways are ~oncerned, i~ at
:;the outfalls of storm dra~ns, med~an, and p~pe down dra~ns
,'. where little debris is expected. It may also be useful as a'
Ltemporary erosion control device during construction.
.
': Design Recommendations
The design'is straightforward. Once the size and discharge
;,. of the incoming pipe are determined, figure X-B-I is used
~:.:;to.-select....the...stil1:ing, well. diameter (~). The model tests
::."indicated,_that.:.satisfactory.performance can. be 'naintained .
.' for Q/0S/2. ratios as large as 10. 0, with stilling weil dia-
.;meters of one, t,.,o, three, and five times' that of the incoming
conduits. . These ratios were used to define the curves shown
in figure X~B-I. .
The tests also indicated that there is an optimum depth of
stilling well below the invert of the incoming pipe. .This
depth is determined by entering figure X-B-2 with the slope
of the incoming pipe and using the stilling well diameter (OW)
previously obtained from figure X~B-I.
The height of the stilling well above the' invert is fixed
at twice the diameter of the incoming pipe (20). This
dimension results in satisfactory operation and is practical
from a cost-standpoint~ however, if increased, greater effi-
ciency will. result.
Tailwateralso increases the efficiency of the stilling well.
Whenever possible, it should be located in a sump or depressed
area.
,It is recommended that.riprap or other. types of channel pro-
tection be provided around the stilling well outlet and. for
a distance of at least 30W downstream.
X-B-I
-.
.
.
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.
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,The outlet may also be cOvered with a Screen Or grate for
safety. However, the screen or grate should h~ve a clear
opening area of at least 75 percent of the total stilling
well area and be capable of passing small floating debris
such as cans and bottles.
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! .:"
Design Procedures
(1) . Select approach pipe diameter (D) and discharge (O)~
(2) . Obtain well diameter (Ow) from figure X-B-l.
(3) Calculate the culvert slope = (Vertical/horizontal ,
distance). The depth of the, well below the culvert invert (hl)-~
is' determined from figure X-B-2. . . . , . _:;
(4) The depth of the well above the cl:lvert :invert. (h2) ..,
is equal to 2 (D) as a minimum bu~ ,may be greater' if the site~=
permits.
. '(5) The total height of the welL (hw) . =hl+h-2'-~_"
~-..:.;~~~.,
.4.-'_-.
~
. . .. -....-.
, . Example' Problem. " ',_
~-
,,-'-"1
Given: '24" CMP downdrain on a' 2:1 slope carrying a
Q = 15 cfs
Find: Stilling well dimensions
Solution:
(1)
(2)
(3)
(4)
(5)
.
0=2 'ft., 0=15 cfs
From figure X-B-l Dw=1.5D=3 ft.
Slope=1/2=.5, hl/Dw=.42 from figure X-B~2
hl=.42(3.0)=1.26 ft., Use.hl=1.3 ft.
h2=2(D)=2(2)=4 ft.
hw= hl+h2=1.3+4=5.3 ft.'
X-B-l.
IMPACT-TYPE ENERGY DisSIPATOR FOR STORM-DRAINAGE
. OUTFALLS STILLING WELL DESIGll, U. S. ,Army Corps of
'Engineers, Technical 'Report No: 2-620 March 1963,
WES, Vicksburg, MiSSissippi. .
X-B-2. Grace, J. L., PiCkering;, G. A., EVALUATION-OF"
. THREE ENERGY DISSIPNI'ORS FOR STORM DRAIN OUTLETS,
--'""~U.S. Army WES, HRB'1971','liashington, D.C.
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U ~UG ~O '99~
G SERVICES
E~G\~EERf\~~C\N\TAS
erN 0
REPORT OF GEOTECHNICAL
INVESTIGATION
Reh Property - Two Residential Lots
East of 8th Street and Sierra
Encinitas. California
Job No. 93-652_
11 August 1993
Prepared for:
Mr. George P. Reh
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GEOTECHNICAL EXPLORATION, INC.
SOIL & FOUNDATION ENGINEERING . GROUNDWATER
HAZARDOUS MATERIALS MANAGEMENT . ENGINEERING GEOLOGY
11 August 1993
Mr. George P. Reh
749 Mays Hollow Lane
Enclnltas, CA 92024
Job No. 90-li52'
Subject:
Report of Geotechnical Investigation
Reh Property - Two Residential Lots
East of 8th Street and Sierra Ridge Drive
Enclnltas, California
Dear Mr. Reh:
In accordance with your request, Geotechnical Exploration. Inc. has
performed an Investigation of the soil and geologic conditions at the
loaction of the subject site, It Is our understanding that the property
is to be split and developed Into two residential lots with adjacent
street and driveway improvements, The field work was performed on
July 23, 1993, by our Project Geologist.
Our investigation revealed the site is underlain by dense formational
materials overlain by loose topsoil to a depth ranging from 1 to 2 feet,
Also, approximately 5 feet of loose fill was encountered at the east end
of 8th Street in the north west corner of the site. These loose solis
will require removal and recompaction prior to the addition of any
proposed fill material and/or structural improvements.
In our opinion, If the conclusions and recommendations presented in
this report are Implemented during site preparation, the site will be
suited for the proposed development.
7420 TRADE STREET. SAN DIEGO, CALIFORNIA 92121 . (619) 549-7222 . FAX: (619) 549-1604
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2
This opportunity to be of service Is sincerely appreciated. Should you
have any questions concerning the following report, please do not
hesitate to contact us. Reference to our Job No. 93-6524 will expedite
response to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
~,~ ""21G.'.
Senior Geotechnical Engineer
2007
JKHIJAC/lg
Enclosures
QliD4~~
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FIGURES
I.
II a-f.
III a-b.
IV.
V.
APPENDICES
A.
B.
C.
Plot Plan and Geologic Map
Trench Logs
Laboratory Test Results
Foundation Requirements Near Slopes
Regional Fault Map
Unified Soil Classification System
General Earthwork Specifications
Fault Tables
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REPORT OF GEOTECHNICAL INVESTIGATION
Reh Property - Two Residential Lots
East of 8th Street
Enclnltas, California
Job No. 93-65211
The following report presents the findings and recommendations of
Geotechnical Exploration. Inc. for the subject project.
I. SCOPE OF WORK
It Is our understanding, based on communications with Mr. Randy
Brown, that the property Is being split Into two residential lots and one
is being developed to receive a single-family residence with adjacent
street, driveway and associated improvements. With the above in mind,
the Scope of Work is briefly outlined as follows:
1. Identify and classify the surface and subsurface solis to depths,
in conformance with the Unified Soil Classification System (refer
to Appendix A),
2. Review the site geology Including an evaluation of the existing
bluff and any potential geologic hazards which may affect the
development of the site.
3. Recommend site preparation procedures.
4. Recommend the allowable bearing pressures for the existing solis
and recommended import soils.
5. Estimate the anticipated settlement of the natural-ground solis, as
well as any compacted fill soils under the proposed structural
loads.
6. Recommend foundation design Information and provide recommen-
dations for active and passive earth pressures to be utilized in
design of any proposed retaining walls and foundation structures.
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-6524
Page 2
II. SITE DESCRIPTION
The property is known as: Assessor's Parcel No. 265-331-01, in the
County of San Diego, State of California.
The site, consisting of approximately 2.12 acres, is located east of 8th
Street and Sierra Ridge Drive, approximately 1/8-mile south of Willow
Spring Road in the City of Encinitas (see Figure No. I). The western
half of the property consists of a relatively level building area, while
the eastern half of the site consists of a steeply sloping, east-facing
canyon bluff. The property is bordered on the north by undeveloped
land, on the south and east by developed residential properties, and on
the west by a developed residential subdivision. Access to the
property is through the eastern terminus of West 8th Street at the
northwest corner of the property.
There were no structu res on the site at the time of our field
investigation. Vegetation on the site consists primarily of native
weeds, shrubbery and several eucalyptus trees.
The property generally slopes gently to the north east and then steeply
down the canyon bluff edge to the east. Approximate elevations across
the site range from a high of 328 feet above mean sea level (MSL) to a
low of 228 feet MSL. Survey information concerning actual elevations
across the site was obtained from a grading plan map prepared by
Sowards and Brown Engineering, Inc. dated May 18, 1993.
III. FIELD INVESTIGATION
Six backhoe trenches were placed on the site, specifically in areas
where structures and Improvements are to be located and where access
allowed. The trenches were located in the field by referring to a
grading plan map prepared by Sowards and Brown Engineering, Inc.
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Reh Property - Two Residential Lots
Encinltas, California
Job. No. 93-6524
Page 3
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The trenches were observed and logged by our Project Geologist, and
samples were taken of the predominant solis throughout the field
operation, Trench logs have been prepared on the basis of our
observations and the results have been summarized on Figure No. II.
The predominant solis have been classified in conformance with' the
Unified 5011 Classification System (refer to Appendix AI.
IV. GROUNDWATER
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No groundwater was encountered during the course of our field
investigation and we do not expect significant groundwater problems to
develop in the future -- if the property Is developed as recommended
herein and proper drainage is maintained. It should be kept in mind,
however, that any required grading operations may change surface
drainage patterns and/or reduce permeabilities due to the densification
of compacted soils. Such changes of surface and subsurface hydrologic
conditions, plus irrigation of landscaping or significant Increases In
rainfall, may result In the appearance of surface or near-surface water
at locations where none existed previously.
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Positive drainage measures should be constructed to Intercept and
divert the surface runoff waters away from the slopes, structures and
improvements planned for the site. The damage from such water is
expected to be minor and cosmetic in nature, if good positive drainage
is implemented and maintained at the completion of construction.
Corrective action should be taken on a site-specific basis, if and when
it becomes necessary.
V. LABORATORY TESTS
Laboratory
undisturbed
tests
soil
were performed
samples In order
on
to
the disturbed
evaluate their
and relatively
physical and
a~@,m
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Reh Property - Two Residential Lots
Encinltas, California
Job. No. 93-652_
Page 4
mechanical properties and their ability to support the proposed
structures and improvements. The following tests were conducted on
the sampled soils:
1. Moisture/Density Relations (ASTM 01557-78, Method A)
2. Moisture Content (ASTM 02216-80)
3. Density Evaluations (ASTM 01188-84)
4. Mechanical Analysis (ASTM 0422-72)
5. Consolidation Test (ASTM 02435-80)
The relationship between the moisture and density
samples gives qualitative information regarding
characteristics and soil conditions to be anticipated
grading operation.
of undisturbed soil
the soil strength
during the proposed
The mechanical analysis test was used to aid in the classification of the
soils according to the Unified Soil Classificati~n System.
Our experience with the onsite soils indicate that they have a very low
expansion potential, with expansion index of 20.
A consolidation test was performed on a sample of the native soil. The
soil was contained in a l-inch-high brass ring and loaded into a
consolidometer. The specimen was subjected to increased loads and the
resulting consolidation readings noted. The consolidation test aids in
determining anticipated settlements of the native soil under the
proposed building loads and the weight of any overburden fill soils.
Based on the above laboratory test data, observations of the primary
soil types on the project, and our previous experience with laboratory
testing of similar solis, our Geotechnical Engineer has assigned conser-
vative values for friction angle and cohesion to those soils which will
have significant lateral support or bearing functions on the project.
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Reh Property - Two Residential lots
Enclnltas, California
Job. No. 93-6524
Page 5
These values are presented In Figure No. III and have been utilized In
recommending bearing values as well as active and passive earth pres-
sure design criteria for wall and footing designs.
VI. SOilS AND GENERAL GEOLOGIC DESCRIPTION
A review of available geologic maps,
Investigation, Indicates that the subject
artificial fill solis, topsoil, and formational
Torrey Sandstone.
as well as our on-site
property Is underlain by
materials of the Eocene-age
Artificial Fill (Qaf): A limited amount of fill was encountered near T-6
(see Figure No. I) in the northwest corner of the site. The fill Is
approximately 5 feet In depth and consists of loose, tan-brown, silty
fine to medium sand with abundant landscaping and construction debris.
These materials appear to have been dumped on the site since the
completion of the adjacent subdivision.
Topsoil: The topsoil was encountered at the surface of most
building site. This material has a thickness of approximately
feet and consists of loose, dark gray-brown, silty, fine to medium
with abundant roots, rock fragments, and shells.
of the
to 2
sand
Torrey Sandstone en): The site is mapped as being underlain by the
Eocene-age Torrey Sandstone (Tan, 1986). The encountered formational
material consists primarily of massive, tan-gray, fine to medium sand
that Is dense, but poorly to moderately well-lndurated.
VII. GEOLOGIC HAZARDS
Reference to the County of San Diego Map of Faults
Indicates the site is located in a generally stable area
and Epicenters
from a geologic
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-652/1
Page 6
hazard standpoint. According to the map, there are no faults or other
known geologic hazards on the site.
A. Faulting and Seismicity
In California, major earthquakes can generally be correlated with
movement on active faults. As defined by the California Division of
Mines and Geology (Hart, E. W" 1980), an "active" fault is one which
has had ground surface displacement within Holocene time (about the
last 11,000 years). Additionally, faults along which major historical
earthquakes have occurred (about the last 210 years in California) are
also considered to be active (Association of Engineering Geologist,
1973). The California Division of Mines and Geology defines a
"potentially active" fault as one which has had ground surface
displacement during Quaternary time, that Is during the past 2 to 3
million years (Hart, E.W., 1980).
For construction projects In California, seismologists and earthquake
engineers estimate earthquake magnitudes for "maximum credible
earthquake" and "maximum probably earthquake" to ascertain the
seismic risk involved with different faults. Greensfelder (1974) defines
these as follows: The maximum credible earthquake is "the maximum
earthquake that appears to be reasonably capable of occurring under
the condition of the present known geologic framework." While the
event is highly unlikely, it is stili a believable event that could occur.
The maximum probable earthquake is "the maximum earthquake that
appears to be reasonably expectable within a 100-year period." This is
also regarded as the maximum "design" earthquake.
A review of available published geologic literature indicates there are
three small "observed" faults mapped within 5 miles of the site in a
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93--652"
Page 7
westerly and northwesterly direction and two small "Inferred" faults
within 5 miles of the site in an easterly and northeasterly direction.
These north to northeasterly trending high-angle faults have been
mapped for relatively short distances and there Is no evidence to date
of any of the faults displacing Holocene sediments.
An estimation of the peak ground acceleration likely to occur at the
project site, by the known significant local and regional faults within
100 miles of the site, is Included In Table 1 (see EQFAUL T--Appendlx
C). Also, a listing of the known historic seismic events that have
occurred within 100 miles of the site at a magnitude of 5.0 or greater
since the year 1800, and the probability of exceeding the experienced
ground accelerations In the future, based upon the historical record, Is
provided in Table 2 (see EQSEARCH Appendix C).
Faults in the Southern California region that are of particular concern
to the subject site are the local Rose Canyon Fault and Coronado Bank
Fault and regional Elsinore Fault (see Figure No. V -- Regional Fault
Map).
Rose Canyon Fault: The Rose Canyon Fault zone, located approximately
6 miles southwest of the subject site, is mapped trending north-south
from Oceanside to downtown San Diego, where It appears to head
southward Into San Diego Bay, through Coronado and offshore. The
Rose Canyon Fault zone is possibly the southern extension of the active
Newport-Inglewood Fault zone and is considered to be a complex zone of
onshore and offshore, en echelon strike slip, oblique reverse and
oblique normal faults. Investigative work on faults (believed to be part
of the Rose Canyon Fault zone) within the downtown area of the City of
San Diego and at the SDG&E facility in Rose Canyon has encountered
what appear to be offsets of Holocene (Geologically recent) sediments
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-652.
Page 8
and soils. These findings have reportedly been accepted as confirmed
Holocene displacement on the Rose Canyon Fault and this previously
classified "potentially active" fault Is now considered an "active" fault.
It Is our opinion that a known "active" fault presents the greatest
seismic risk to the subject site during the lifetime of the proposed
development. To date, the nearest known "active" faults to the subject
site are the nearby Rose Canyon Fault and the regional Coronado Bank
Fault and Elsinore Fault.
Coronado Bank Fault: The Coronado Bank Fault is located
approximately 21 miles southwest of the site. Evidence for this fault Is
based upon geophysical data (acoustic profiles) and the general
alignment of epicenters of recorded seismic activity (Greene, 1979). An
earthquake of 5.3 magnitude, recorded July 13, 1986, is known to
have been centered on the fault or within the Coronado Bank Fault
zone. Although this fault is considered active (due to the seismicity
within the fault zone). it Is significantly less active seismically than the
Elsinore Fault (Hillman, 1973). It Is postulated that the Coronado Bank
Fault is capable of generating a 6.5 magnitude earthquake and is of
great Interest due to its close proximity to the greater San Diego
metropolitan area.
Elsinore Fault: The Elsinore Fault is located approximately 26 miles
northeast of the site. The Elsinore Fault extends approximately 200 km
(125 miles) from the Mexican border to the northern end of the Santa
Ana Mountains. The Elsinore Fault zone Is a 1- to 4-mile-wlde,
northwest-southeast-trending zone of discontinuous and en echelon
faults extending through portions of Orange, Riverside, San Diego, and
Imperial Counties. Individual faults within the Elsinore Fault Zone
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Reh Property - Two Residential lots
Enclnltas, California
Job. No. 9]~524
Page 9
range from less than 1 mile to 16 miles in length. The trend, length
and geomorphic expression of the Elsinore Fault Zone identify it as
being a part of the highly active San Andreas Fault system.
like the other faults in the San Andreas system, the Elsinore Fault 'is a
transverse fault showing predominantly right-lateral movement.
According to Hart, et al. (1979), this movement averages less than 1
centimeter per year. Along most of its length, the Elsinore Fault Zone
is marked by a bold topographic expression consisting of linearly
aligned ridges, swales and hallows. Faulted Holocene alluvial deposits
(believed to be less than 11,000 years old) found along several
segments of the fault zone suggest that at least part of the zone is
currently active.
Although the Elsinore Fault Zone belongs to the San Andreas set of
active, northwest-trending, right-slip faults in the southern California
area (Crowell, 1962), it has not been the site of a major earthquake in
historic time, other than a 6. a-magnitude quake near the town of
Elsinore in 1910 (Richter, 1958; Toppozada and Parke, 1982).
However, based on length and evidence of late-Pleistocene or Holocene
displacement, Greensfelder (1974) has estimated that the Elsinore Fault
Zone Is reasonably capable of generating an earthquake with a
magnitude as large as 7.5. Recent study and logging of exposures in
trenches in Glen Ivy Marsh across the Glen Ivy North Fault (a strand
of the Elsinore Fault Zone between Corona and lake Elsinore]. suggest
a maximum earthquake recurrence Interval of 300 years, and when
combined with previous estimates of the long-term horizontal slip rate of
0.8 to 7.0 mm/year, suggest typical earthquake magnitudes of 6 to 7
(Rockwell, 1985).
B. Other GeoloQlc Hazards
Ground Rupture: Ground rupture is characterized by bedrock slip-
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 9315211
Page 10
page along an established fault and may result In displacement of the
ground surface. For ground rupture to occur along a fault, an
earthquake usually exceeds magnitude 5.0. If a 5.0-magnltude earth-
quake were to take place on a local fault, an estimated surface-rupture
length 1 mile long could be expected IGreensfelder, 1974). .Our
investigation Indicates that the subject site Is not directly on a known
fault trace and, therefore, the risk of ground rupture is remote.
Ground Shak ing: Structural damage caused by seismically induced
ground shaking is a detrimental effect directly related to faulting and
earthquake activity. Ground shaking is considered to be the greatest
seismic hazard in San Diego County. The intensity of ground shaking
is dependent on the magnitude of the earthquake, the distance from the
earthquake, and local seismic condition. Earthquakes of magnitude 5.5
Richter scale or greater are generally associated with significant
damage. It is our opinion that the most serious damage to the site
would be caused by a large earthquake originating on a nearby strand
of the Rose Canyon Fault Zone. Although the chance of such an event
is remote, it could occur within the useful life of the proposed
development.
Landslides: According to our geologic investigation, and review of
Open File Report 86-15 LA, Landslide Hazards In the Rancho Santa Fe
Quadrangle, there are no known or suspected ancient landslides located
on the site. Furthermore, the competent nature of most of the
formational material suggest that the potential for deep-seated failure is
unlikely.
Liquefaction: The liquefaction of saturated sands during earthquakes
can be a major cause of damage to buildings. Liquefaction is the pro-
cess in which soils are transformed into a dense fluid which will flow as
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-6524
Page 11
a liquid when unconfined. It occurs principally in loose, saturated
sands and silts when they are shaking by an earthquake.
On this site, the risk of liquefaction of foundation material due to
seismic shaking is considered to be remote due to the dense nature of
the naturai-ground material and the lack of a shallow water table under
the site.
Bluff Stability: The existing bluff face is approximately 50 feet in
height and is primarily composed of moderately cemented, massive
sandstone. The upper 10 to 20 feet is near-vertical, while the base
slopes down to the adjacent properties at a ratio of approximately 1.0 to
1.0 (horizontal to vertical and gentler). No mass slope failure
involving the entire bluff is anticipated. The bluff face will, however,
be subject to normal, minor surficial sluffing and erosion during periods
of rainfall. The proposed redirection of runoff from the proposed lots
toward the storm drain system Is a positive st'ep to help reduce the flow
of water over the top of the bluff. It should be known that the base
of the bluff will always be subject to normal soil accumulation and
continued minor erosion in the future.
C. Summary
The subject site is iocated approximately 6 miles from the Rose Canyon
Fault. This fault is considered "active," Indicating that some known
displacement has occurred within the last 11,000 years. No evidence of
on-site faulting or landslidlng was encountered. The existing bluff is
considered to be relatively stable and should not affect the proposed
site development.
It is our opinion, after performing the geotechnical investigation and
reviewing the current geologic literature, that a significant geologic
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93--6524
Page 12
hazard does not exist on the site. The site Is situated In a developed
neighborhood of Enclnitas and is considered to possess a similar level of
risk as surrounding existing homes and properties. In the event that
severe earth shaking does occur from a significant seismic event within
the area, compliance with Uniform Building Code requirements. for
construction should help to minimize structural damage.
VIII. CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon the
practical field investigations conducted by our firm, and resulting
laboratory tests, in conjunction with our knowledge and experience with
the soils in the Olivenhain area of the City of Encinltas.
Our investigation revealed that the site is underlain by dense
formational materials overlain by loose topsoil and to depths ranging
from 1 to 2 feet. Also, approximately .5 feet of loose fill was
encountered at the east end of 8th Street In the northwest corner of
the site. In their present condition, the loose fill and topsoil will not
provide a stable soil base for the proposed structures and
improvements. Therefore, we recommend that the loose solis be
removed to expose dense native soils in all areas that are to receive fill
and/or structural improvements. All loose solis in proposed cut areas
of the site should also be entirely removed and recompacted to obtain
the planned grades.
A. Preparation of Solis for Site Development
1. The existing debris and vegetation observed on the site must be
removed prior to the start of grading.
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-6Sn
Page 13
2. To provide a uniform, firm soil base for the project, the existing
loose fill located In the proposed building areas (including areas of
pavement and other improvements) and extending for a distance of
at least 5 feet beyond the perimeter thereof, shall be excavated to
expose firm, native soil, or as approved by our Field Soils
Technician. All loose fill and topsoils In proposed cut areas
should also be entirely removed. The depth of removal is expec-
ted to be approximately 5 feet at the east end of 8th street and
approximately 1 to 2 feet over the remainder of the site.
The excavated soils to be used as fill shall be cleaned of any
debris and deleterious materials, watered to approximately optimum
moisture content and compacted to at least 90 percent of Maximum
Dry Density, in accordance with ASTM D1557 standards. Those
areas supporting proposed retaining structures, driveways,
swimming pools and decking or other improvements should be
prepared in a like manner. If the gr'ading operation results in
transitional cut/fill building pads, the cut portion of the pads shall
be undercut at least 3 feet and properly recompacted, to provide a
uniform soil surface for the proposed structures and Improvements.
3. No uncontrolled fill soils shall remain on the site after completion
of the grading operation. In the event that temporary ramps or
pads are constructed of uncontrolled fill soils, the loose fill solis
shall be removed and/or recompacted prior to completion of the
grading operation.
4. Any buried objects, abandoned utility lines, wells, etc., which
might be discovered on the site, shall be removed and the
resulting excavation properly backfilled with approved on-site or
Imported fill solis and compacted to at least 90 percent of Maximum
Dry Density.
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-6524
Page 14
5. Any backfill solis placed In utility trenches or behind retaining
walls which support structures and other improvements (such as
patios, sidewalks, driveways, pavements, etc.) shall be compacted
to at least 90 percent of Maximum Dry Density. In addition, all
utility trenches beneath footings shall be plugged with concrete to
prevent subsurface water flow beneath any structure.
B. Design Parameters for Foundations and Retaining Walls
6. The recommended allowable bearing value for design of foundations
for the proposed residential structures is 2,000 pounds per square
foot. This load-bearing value may be utilized in the design of
continuous foundations and spread footings when founded a
minimum of 18 inches into the fi rm natu ral ground or properly
compacted fill, measured from the lowest adjacent grade at the time
of foundation construction. This load-bearing value may be
increased one-third for design loads that include wind or seismic
analysis. If Imported soils are required to bring the site to
grade, the imported soils should be nonexpansive and be obtained
from an approved off-site borrow area.
Based on our laboratory test results and our experience with the
soils types on the subject site, the soils should experience
differential settlement in the magnitude of less than one-Inch under
a structural load of 2,000 pounds per square foot and away from
the top of the bluff a minimum distance of 25 feet.
7. Due to numerous reasons, footings and slabs occasionally crack,
causing ceramic tiles or other brittle coverings to become damaged.
All conventional footings and slabs should therefore contain at
least a nominal amount of reinforcing steel to reduce the separation
of cracks, should they occur. For nonexpanslve soil conditions,
the footings and slabs shall be as follows:
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-65211
Page 15
7.1 A minimum of steel for continuous footings should Include at
least four No. 4 steel bars continuous, with two bars near
the bottom of the footing and two bars near the top.
7.2 Isolated square footings should contain, as a minimum, a
grid of No. 4 steel bars on 12-inch centers, In both
directions, with no less than two bars each way.
7.3 Floor slabs should be a minimum of II Inches actual
thickness and be reinforced with No. 3 steel bars, placed
on IS-inch center, at midheight in the slab. Slabs should
be underlain by a 3-lnch-thlck layer of clean sand CS.E. =
30 or greater) overlying a 6-mil vlsqueen membrane. Slab
subgrade soil shall be thoroughly moistened prior to place-
ment of the vapor barrier and pouring of concrete. A
representative of our firm shall check the moisture content
of the soil prior to concrete pouring.
7.4 It is our understanding that a raised-wood floor Is proposed
for the residence on Parcel 2. We recommend the use of
continuous strip footings In place of isolated pier footings
in the proposed crawl space areas.
We recommend the project Civil / Structural Engineer incor-
porate isolation joints and sawcuts to at least one-fourth the
thickness of the slab In any floor designs. The jOints and
cuts, if properly placed, should reduce the potential for
and help control floor slab cracking. However, due to a
number of reasons (such as base preparation, construction
techniques, curing procedures, and normal shrinkage of
concrete). some cracking of slabs can be expected. In no
case shall control joints be spaced further than 20 feet
apart.
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Reh Property - Two Residential Lots
Encinitas, California
Job. No. 93-652"
Page 16
NOTE: The project Civil/Structural Engineer shall review
all reinforcing schedules. The reinforcing minimums recom-
mended herein are not to be construed as structural
designs, but _rely as minimum safeguards to reduce
possible crack separations.
8. As a minimum for protection of on-site improvements, it Is
recommended that all nonstructural concrete slabs (such as patios,
walkways, decking etc.) be underlain by at least 2 inches of clean
sand and include 6 x 6 - 6/6 (6 x 6 - W2.9 x W2.9) welded wire
mesh at the center of the slab, and contain adequate isolation
joints. Spacing of control joints for slabs reinforced with welded
wire fabric shall not exceed 15 feet apart. The performance of
on-site Improvements can be greatly affected by soil base
preparation and the quality of construction. It is therefore
important that all improvements are properly designed and
constructed for the existing soils and the anticipated use.
Geotechnical Exploration, Inc. takes no responsibility for the
performance of the improvements. We recommend that a represen-
tative of our firm evaluate the subgrade and/or base of any rigid
improvement prior to concrete pouring.
C. Retaining Walls
The proposed retaining walls located adjacent to the street and
driveway improvements should take into consideration any existing
fill soils that may exist along the base of the existing slopes in
these areas. The proposed retaining walls should be designed
utilizing the following criteria.
9. The active earth pressure (to be utilized in the design of retaining
walls utilizing a mixture of on-site soils as backfill) shall be based
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Reh Property - Two Residential Lots
Encinltas, California
Job. No. 93-6524
Page 17
on an Equivalent Fluid Weight of 38 pounds per cubic foot (for
level backfill only utilizing nonexpansive on-site soils with proper
surface and subsurface drainage),
In the event that a retaining wall is surcharged by sloping backfill
(of the same soil type), the design active earth pressure shall be
based on the appropriate Equivalent Fluid Weight presented In the
following table:
Slope Ratio
2.0: 1.0
Height
0.25
44
of Slope! Height
0.50 0.75
48 50
of Wall*
1.00(+)
52
*To determine design active earth pressures for ratios intermediate
to those presented, Interpolate between the stated values.
In the event that a retaining wall is to be designed for a
restrained condition, a uniform pressure equal to 9 x H (nine
times the total height of retained wall, considered in pounds per
square foot) shall be considered as acting everywhere on the back
of the wall In addition to the design Equlvalent'Fluld Weight.
10. The passive earth pressure of the encountered natural-ground
soils and any compacted fill soils (to be used for design of shallow
foundations and footings to resist the lateral forces) shall be based
on an Equivalent Fluid Weight of 300 pounds per cubic foot. This
passive earth pressure shall only be considered valid for design if
the ground adjacent to the foundation structu re Is essentially level
for a distance of at least three times the total depth of the
foundation.
The soil bearing value of retaining wall foundations may be equal
to 2000 psf plus 400 psf for each additional foot in width over 3
feet, but not to exceed 5000 psf.
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-65211
Page 18
11. A Coefficient of Friction of 0.110 times the dead load may be used
between the bearing soils and concrete foundations, walls, or floor
slabs.
D. Slopes
12. The existing slopes on the site appear to be stable. In addition,
the slopes adjacent to the street and driveway Improvements
appear to be stable. However, the developer should be cognizant
of any fill solis that may exist in the proposed retaining wall
locations. It is our opinion that any new slopes to be graded as
part of site development should be stable for the following
maximum slope heights (behind the 25 foot blufftop setback):
Slope Ratio
(Horizontal: Vertical)
Maximum Height of Slope
Compacted Cut
Fill Ground
2.0: 1.0
15 feet
20 feet
NOTE: The slope ratio and height presented above are subject to
review by the local governing agency. "Cut ground" denotes only
cuts into dense, native materials -- and should be observed by a
geologist during grading.
13. The compacted fill soils that occur within 8 feet of the face of any
new fill slopes will possess poor lateral stability, even though they
have been compacted. Proposed structures and other Improve-
ments (such as walls, fences, patios, sidewalks, swimming pools,
driveways, etc.) that are located within 8 feet of the face of
compacted fill slopes could suffer differential movement as a result
of the poor lateral stability of these solis.
Foundation and footings of proposed structures, walls, etc., when
founded 8 feet and farther away from the top of compacted fill
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-65211
Page 19
slopes, may be of standard design in conformance with the
recommended load-bearing value. If the proposed foundations and
footings are located closer than 8 feet inside the top of compacted
fill slopes. they shall be deepened to 1.5 feet below a line
beginning at a point 8 feet horizontally inside the fill slopes and
projected outward and downward, parallel to the face of the fill
slope (see Figure No. IV).
14. Steep temporary cuts may be required during excavation of the
soils adjacent to property boundaries for the proposed retaining
walls. Either shoring, bracing, or underpinning may be required
to prevent damage to adjacent properties or endangerment of
workers, as a result of construction of the temporary slopes.
This office should be contacted for additional recommendations If
shoring is required.
15. Where not superseded by specific recommendations presented in
this report, trenches, excavations and temporary slopes at the
subject site shall be constructed in 'accordance with Title 8,
Construction Safety Orders, issued by OSHA.
16. It is recommended that all compacted fill slopes and natural cut
slopes be planted with an erosion resistant plant, in conformance
with the requirements of the City of Encinltas.
E. Site Drainage Considerations
17. Adequate measures shall be taken to properly fini sh-grade the site
after the structures and other improvements are In place.
Drainage waters from this site and adjacent properties are to be
directed away from foundations, floor slabs, footings, and slopes,
onto the natural drainage dl rection for this area or into properly
designed and approved drainage facilities. Roof gutters and
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-652/1
Page 20
downspouts should be installed on all structures, with runoff
directed away from the foundations. Proper subsurface and
surface drainage will help minimize the potential for waters to seek
the level of the bearing soils under the foundations, footings, and
floor slabs. Failure to observe this recommendation could result in
uplift or undermining and differential settlement of the structure
of other improvements on the site. Due to the potential for signi-
ficant surface water runoff during storm periods from adjacent
slopes and properties, proper design, installation and maintenance
of drainage is especially important on the subject property.
The proposed redirection of surface runoff from the residential lots
into the proposed storm drain system is a positive step to reduce
the flow of water over the top of the bluff. It is our
understanding that the proposed storm drain sytem will involve
drilling and installation of a storm drain pipe from the building
pad area of Parcel 1 through the bluff face and into a rip rap
energy dissipator and storm drain inlet at the base of the bluff.
The existing soil and bluff conditions should not be affected by
the proposed drilling and trenching operations. Proper compaction
effort to obtain at least 90 percent of ASTM D1557 Maximum Dry
Density shall be provided to all trench backfill.
In addition, appropriate erosion-control measures shall be taken at
all time during construction to prevent surface runoff waters from
entering footing excavations and ponding on finished building pads
or running uncontrolled over the tops of newly constructed cut or
fill slopes. Particular care should be taken to prevent saturation
of any temporary construction slopes.
18. In order to minimize the potential for moisture-related problems to
develop at the site, proper ventilation and waterproofing shall be
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Reh Property - Two Residential Lots
Enclnitas, California
Job. No. 93-652/1
Page 21
provided for all below-ground
backfill side of all structure
waterproofed and drained.
areas, (crawl-space areas), and the
retaining walls shall be adequately
Proper subdrains with free-draining back wall material or filter
fabric shall be installed behind all retaining walls on the subject
project, Geotechnical Exploration, Inc. will assume no liability for
damage to structures which is attributable to poor drainage nor for
damage due to improperly backfilled trenches or retaining walls
with fill soils placed without our observations and testing,
19. Planter areas and planter boxes shall be sloped to drain away from
the foundations, footings, and floor slabs. Planter boxes shall be
constructed with a sealed bottom and a subsurface drain, installed
in gravel, with the direction of subsurface and surface flow away
from the foundations, footings, and floor slabs, to an adequate
drainage facility.
F. General Recommendations
20. Following placement of any concrete floor slabs, sufficient drying
time should be allowed prior to placement of floor coverings.
Premature placement of floor coverings could result in degradation
of adhesive materials and loosening of the finish-floor materials.
21. In order to minimize any work delays at the subject site during
site development, this firm should be contacted at least 24 hours
prior to any need for observations of slopes or footing excavations
or field density testing of compacted fill soils. If possible,
placement of formwork and steel reinforcement in footing excava-
tions should not occur prior to observation of the excavations; in
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-652"
Page 22
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the event that our observation reveals the need for deepening or
redesigning foundation structures at any locations, any formwork
or steel reinforcement in the affected footing excavation areas
would have to be removed prior to correction of the observed
problem (I.e., deepening the footing excavation, recompacting' soil
in the bottom of the excavation, etc.).
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22. Contemporary pavement section design methods require compaction
of at least the upper 6 inches of subgrade solis (natural ground or
compacted fiil) to 90 percent of Maximum Dry Density, and all base
materials to at least 95 percent of Maximum Dry Density. We
therefore recommend that the upper 6 inches of subgrade soils and
all base materials beneath the proposed, driveway and street
pavements be compacted to these standards. Any loose solis
encountered under the street subgrade would need to be removed
and recompacted before base placement. This recommendation also
applies to the upper soils in backfilled trenches or behind
retaining walls which will support pavement sections or slopes.
As per your request, we have tested
and determined a suitable structural
street and driveway improvements.
the surface soil on the lot
section for the proposed
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A representative sample of the surface soil was obtained and an
"RN {resistance)-value test was performed in accordance with
California Test Method 1130 I, In order to evaluate the pavement
subgrade quality of this material. The result of the test Indicates
a design "R"-value of 77. Based on a traffic Index of 4.5 for the
street and driveway traffic, we have developed the recommended
pavement section in accordance with the "Structural Section Design
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-652_
Page 23
Guide for California Cities and Counties" procedures.
Asphalt
Location Concrete
Asphalt Pavement Areas 3 Inches
Processed Misc. Base
(Class II Aggregate Base)
4 Inches
Concrete pavement (PCCl. If used, shall be not less than 5 Inches
thick, with control joints every 12 feet and concrete at least f'c =
3500 psi at 28 days of age. All control and Isolation joints shall
be provided with joint sealant.
IX. GRADING NOTES
Any required grading operations shall be performed In accordance with
the General Earthwork Specifications (Appendix B) and the require-
ments of the City of Encinitas Grading Ordinance.
23. Geotechnical Exploration, Inc. recommends that we be asked to
verify the actual soil conditions revealed during site grading work
and footing excavations to be as anticipated in this "Report of
Geotechnical Investigation." In addition, the compaction of any
fill soils placed during site grading work must be tested by the
soil engineer. It is the responsibility of the grading contractor to
comply with the requirements on the grading plans and the local
grading ordinance. ,
24. It is the responsibility of the owner and/or developer to ensure
that the recommendations summarized In the report are carried out
In the field operations and that our recommendations for design of
the project are incorporated in the building and grading plans.
Our firm should review the final grading and foundation plans
when they are completed.
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Reh Property - Two Residential Lots
Enclnltas, California
Job. No. 93-652"
Page 24
25. This firm does not practice or consult In the field of safety
engineering. We do not direct the contractor's operations, and we
cannot be responsible for the safety of personnel other than our
own on the site; the safety of others Is the responsibility of the
contractor. The contractor should notify the owner if. he
considers any of the recommended actions presented herein to be
unsafe,
X. LIMITATIONS
Our conclusions and recommendations have been based on all available
data obtained from our field investigation and laboratory analysis, as
well as our experience with the soils and formation materials located in
the Olivenhain area of the City of Enclnltas.
Of necessity, we must assume a certain degree of continuity between
exploratory excavations and/or natural expQsures. It Is, therefore,
necessary that all observations, conclusions, and recommendations be
verified at the time grading operations begin or when footing
excavations are placed. In the event discrepancies are noted,
additional recomlllendatlons may be Issued, If required.
The work performed and recommendations presented herein are the
result of an investigation and analysis which meet the contemporary
standard of care in our profession within the County of San Diego.
This report should be considered valid for a period of two (2) years,
and Is subject to review by our firm following that time. If significant
modifications are made to the building and/or grading plans, especially
with respect to the height and location of any proposed structures, this
report must be presented to us for Immediate review and possible
revision.
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Reh Property - Two Residential Lots
Enclnlta..' California
Job. No. tJ-(i524
Page 25
The firm of Geotechnical Explor.tlon. Inc. shall not be held responsible
for changes to the physical condition of the property. such as addition
of fill solis or changing drainage patterns. which occur subsequent to
Issuance of this report.
Once again. should any questions arise concerning this report. please
feel free to contact the project coordinator. Reference to our Job No.
93-(i524 will help to expedite a reply to your Inquiries.
Respectfully submitted.
GEOTECHNICAL EXPLORATION, INC.
~
Jay K Project Geologist
L~~~:Y
R.G. 3391/C.E.G. 999
,
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JKH/LDRI JAC/lg
'''''''- ..........
aJ~
Jaime A. Cerros. R.C.E. 34422/G.E. 2007
Senior Geotechnical Engineer
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REFERENCES
JOB NO. 93-6524
13 August 1993
Association of Engineering Geologists, 1973, Geoiogy and Earthquake
Hazards, Planners Guide to the Seismic Safety Element, Southern
California Section, Association of Engineering Geologists, Special
Publication, Published July 1973, p. 44.
California Division of Mines and Geology - Alquist-Priolo Special Studies
Zones Map, November 1, 1991,
Growell, J.C., 1962, Displacement along the San Andreas Fault,
California; Geologic Society of America Special Paper 71, 61 p.
Greene, H. G., 1979, Implication of Fault Patterns In the Inner
California Continental Borderland betwen San Pedro and San Diego, In
"Earthquakes and Other Perils, San Diego Region," P.L. Abbott and
W.J. Elliott, editors.
Greensfelder, R. W" 1974, Maximum Credible Rock Acceleration from
Earthquakes in California; California Division of Mines and Geology, Map
Sheet 23.
Hart, E.W., D.P. Smith and R.B. Saul, 1979, Summary Report: Fault
Evaluation Program, 1978 Area (Peninsular Ranges-Salton Trough
Region). Calif. Div. of Mines and Geology, OFR 79-10 SF, 10.
Hart E. W" 1980, Fault-Rupture Hazard Zones in California, Calif. Div.
of Mines and Geology, Special Publication 42, 'Rev. March 1980, p. 25.
Hileman, J.A., C. R. Allen and J. M. Nordquist, 1973, Seismicity of the
Southern California Region, January 1, 1932 to December 31, 1972;
Seismological Laboratory, Cal- Tech, Pasadena, Calif.
Kennedy, M. P., 1975, Geology of the San Diego Metropolitan Area,
California; Bulletin 200, Calif. Div. of Mines and Geology, 1975.
McEuen, R.B. and C.J. Pinckney, 1972, Seismic Risk In San Diego;
Transactions of the San Diego Society of Natural History, Vol. 17, No.
4, 19 July 1972.
Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and
Company, San Francisco, Calif.
Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985,
Study of Seismic Activity by Trenching Along the Glen Ivy North Fault,
Elsinore Fault Zone, Southern California: Lamar-Merlfield Technical
Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 p.
Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California
Earthquakes, 1900-1949; Calif. Dlv. of Mines and Geology, Open-file
Report 82-17, Sacramento, Calif.
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED
Case Backhoe 2' x 5' x 2' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
%318' Mean Sea Level Not Encountered JKH
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AND .. u - '" u Q
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2 Bottom of Hole @2'
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3 -
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4 -
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5 -
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6 -
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7 -
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JOB NAME Reh Property (Two Residential Lots)
'l WATER TABLE SITE LOCATION East of 8th Street and Sierra Ridge Drive
~ LOOSE BAG SAMPLE Encintas, CA
JOB NUMBER REVIEWED BY LOG No.
lD IN-PLACE SAMPLE T-1
. 93-6524
DRIVE SAMPLE FIGURE NUMBER a~@;i~
~ SAND CONE/F.D.T. IIa
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION OA TE LOGGED
Case Backhoe 2' x 10' x 4' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
x329' Mean Sea Level Not Encountered JICH
I
FIELD DESCRIPTION ~ ~
... ,..... ..
AND .. v .. 0 0
CO< V
0. 00. ,.;
CLASSIFICA TlON ... 0 0
...... ... !ig!; + ... CO<;;'
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~ ~ OESCRI PTI ON AND REMARKS "l ce::> cel- EI- Vl ......
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E ~ (Grain size, Density, Moisture, Color) , - , Z 1-- ><z Z ... Z 0::> ~:5
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Vl Vl ::> _E -0 "'l~ ... u mu Vl_
SILTY FINE TO MEDIUM SAND with abundant SM
roots, rock fragments and shells. Loose.
Dry. Dark gray-brown.
TOPSOIL 10.2 127
FINE TO COARSE SAND with some roots and SM
pebbles. Dense. Dry to damp. Tan-orange.
I-
...
:z:
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...
o
2
3
4
FORMATION
Bottom of Hole @ 4'
5
6
7
JOB NAME Reh Property (Two Residential Lotsl
'l WATER TABLE SITE LOCATION East of 8th Street and Sierra Ridge Drive
~ LOOSE BAG SAMPLE Enclntas. CA
JOB NUMBER REVIEWED 8Y LOG Noo
C!] I N- PLACE SAMPLE
. 93-6524 T-2
DRI VE SAMPLE FIGURE NUMBER ~~M~
~ SAND CONE/FoDoTo lIb
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED
CUA RaekhoA 2' x 10' x 4' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
!326 , Mean Sea Level Not Encountered JKH
0-
...
'"
0-
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....
o
FIELD DESCRIPTION ~ ~ ;; >-~ ..
AND .. u '" u 0 0
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CLASSIFICA liON .... 0 0
........ .... I~ + ... ",VI
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.... :i! DESCRIPTION AND REMARKS "l <~ :3= .... '" ........
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ox
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SILTY FINE TO MEDIUM SAND with abundant SM
roots, rock fragments and shells. Loose.
Dry. Dark gray-brown.
1
FORMATION
2
TOPSOIL
FINE TO COARSE SAND with some pebbles and SM
cobbles, moderately well indurated. Dense.
Dry to damp. Tan-orange.
3
4
Bottom of Hole @ 4'
5
6
7
JOB NAME Lots)
Reh Property (Two Residential
V WATER TABLE SITE LOCATION East of 8th Street and Sierra Ridge Drive
~ LOOSE BAG SAMPLE Endntas, CA
JOB NUMBER REVIEWED BY LOG No.
ill IN-PLACE SAMPLE
. 93-6524 T-3
DRIVE SAMPLE FIGURE NUMBER ~~~~
(f] SAND CONE/F.D.T. lie
l.
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED
Case Backhoe 2' x 10' x 3' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
t322' Mean Sea Level Not Encountered JkH
FIELD DESCRIPTION ~ ~ -
... ..
AND .. v .. ...... 0 0
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0 V> V> o. _x _0 q~ ... u cou
SILTY FINE TO MEDIUM SAND with roots. Loos . SM
Dry. Dark gray-brown. TOPSOIL
1
. iiil! FINE TO MEDIUM SAND with slight silt, poor SM
- :w;~- 1y to moderately indurated. Dense. Dry to 2.8
.~,., 1 123.2 10.2 127 97*
2 - }~,~ damp. Tan.
-
t:.-~~~~ .0'
3 It.i~.j FORMATION
Bottom of Hole @ 3'
-:
4 -
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.
5 -
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6 -
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7 -
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.
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.
-
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.
-:
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.::
MOD OF SIMILAR SOIL TYPE JOB NAME Reh Property (Two Residential Lotsl
*
'l WATER TABLE SITE LOCATION East of 8th Street and Sierra Ridge Drive
181 LOOSE BAG SAMPLE Encintas. CA
JOB NUMBER REVIEWED BY LOG No.
m IN-PLACE SAMPLE
. 93-6524 T-4
DRIVE SAMPLE FIGURE NUMBER Q~@=ilo
[[] SAND CONE/F.D.T. lId
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED
Case Backhoe 2' x 10' x 6' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
t314' Mean Sea Level Not Encountered JKH
FIELD DESCRIPTION ~ ~ ... ~ ..
.. C
AND .. u - >- u 0
- Q. ""
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.... >- V> zO z.... ~i !~ ...... >< 0 ....0 ..-
0 V> V> :> _E -0 "1- .... <..> 0)<"> V>_
SILTY FINE TO MED !UM SAND with abundant SM
roots, rock fragments and shell s. Loose.
I Dry. Dark gray-brown.
TOPSOIL
2 - ~~~~;; FINE TO COARSE SAND with some silt, pebbles SM
~r and cobbles. Poorly to moderately indurated
~ ~~{I Medium dense. Dry to damp. Tan.
3 - 'I""
J;I 4.6 88*
4 -if1 112.1 0.2 127
;::-;tji I-
-!t'
5-fi~ --------------------- - -
-r~ FINE TO MEDIUM SAND with some sil t, well SM
6 '~.t\1~ indurated. Dense. Damp. Tan-orange.
FORMATION
Bottom of Hole ~ 6'
-
7 -
-
.
-
-
.
-
-
-
.
-
~
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-
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JOB NAME Lotsl
* MOO OF SIMILAR SOIL TYPE Reh Property (Two Residential
'i;j WATER TABLE SITE LOCATION East of 8th Street and Sierra Ridge Drive
C8l LOOSE BAG SAMPLE Encintas, CA
JOB NUMBER REVIEWED BY LOG No.
[j] IN-PLACE SAMPLE T-5
. 93-6524
DRIVE SAMPLE FIGURE NUMBER ~~@=il~
l ~ SAND CONE/F.D.T. lie
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EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED
Case BackhOf! 2'x 10' x 6' Trench 7/23/93
SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY
t308' Mean Sea Level Not Encountered JKH
0-
...
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FIELD DESC RIPTION ~ ~
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CLASSIFICATION I~ e~ e 0- e
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SILTY FINE TO MEDIUM SAND with abundant SM
landscape and construction debris.(wood,
concrete and brick). Loose. Damp. Tan-bro
1
2
3
4
5
FILL
FINE TO MEDIUM SAND, well indurated. Dense SM
Damp. Tan-orange.
FORMATION
Bottomn of Hole @ 6'
6
7
JOB NAME Lotsl
Reh Property (Two Residential
"l WATER TABLE SITE LOCATION East of 8th Street and Sierra Ri dge Drl ve
181 LOOSE BAG SAMPLE Encintas, CA
JOB NUMBER REVIEWED BY LOG No.
m IN-PLACE SAMPLE
. 93-6524 T-6
DRIVE SAMPLE FIGURE NUMBER a~~D
l !D SAND CONE/F.D.T. I1f .
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140
LABORATORY SOIL DATA SUMMARY
DIRECT SHEAR TEST
DATA
APPARENT COHESIIIl (pst)
APPARENT FRICTIIIl Al6lE
1 *
2
3
50
340
130
* Assi ned Value
Sand
Fines
Gravel
Coarse To Fine Silt
MediUlll
U.S. st.ndard sieve sizes
Chy
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... ~ ~ ~ ~ ~
o doc .; 0
120
100
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- 80
~
110 -
W ~ 60
z
.... ~
-
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... ~40
III w
Cl ~
100 20
0
~IMUM DRY DENSITY 1 2 3
90
(pet) 127
OPTIMUM IlOISTURE
ClIlTENT (I)
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GRAIN DIAMETER, HM
2.70~
2.60
2.SO SPECIFIC GRAVITY
ZERO AIR VOIDS CURVES
80
o
ID 20 30 40
LABORATORY COMPACTION TEST
SOIL
TYPE
BORIIlG TREIICIl
No. No.
SOIL CLASSIFICATION
DEPTH
1
SILTY FINE TO MEDIUM SAND. Dark gray-brown.
FINE TO MEDIUM SAND with slight silt. Tan-
orange.
2'
T-2
l'
2
T-l
3
SWElL TEST DATA
1
2
3
INITIAL DRY DENSITY (pet)
INITIAL KATER CIIlTEIfT (I)
LOAD (pst)
PERCENT SlIELL (E I )
FIGURE NUMBER Ilia
JOB NUMBER 93-6524
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FOUNDATION REQUIREMENTS NEAR SLOPEI
PllOrvxu S~
COICIETE FlOlll SlM
SETIACI
I'
.....11I ................. ....
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1E11F0RCEIlEIT OF
FOlIIIo\TIlIlS AlII FlOlll
SlAIS Fll.lOllIIl6 TIE
IEflJlEJlMTIlIlS OF TIE
AllCIIlTECT . STlIJC11IlM. EIl6I1EEI
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ClIlPAC1ED FIll
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COICIETE FlIlIIlIlTI.
18" 11I1111II . AS DEEP AS
~ IEQUIIED F. LATEMl.
STAlILITl
TYPICAL SECTION
T. OF ClIftCTED FIll SlOPE
(Ally 1_ son I .. tile I I... surface
sllall _ .. conlf...... te "...,f.
lateral or ftrtfcal It,....u for the
footf.. or for II... ltaIoflft,. Ileedecl
deptlt of f_.at slla 11 .. ..sured
f.... ca.petawt sof 1.)
~ FIll SlOPE IIIT11
MlIIIII IlCllllllTI. AS
PEl SOilS IIEPOIT
TOTAl IIEPT1I OF FOOTIIl6 IlEASURED
Filii FIIISH SOIL __GMIlE
8'
(SHOWING PROPOSED FOUNDATUII LOCATED WITHIN 8 FEET OF TOP Of SlOPE)
18- FOOTING / 8' SETBACK
TOTAL DEPTH OF FOOTING
1.5:1.0 SlOPE , I
2 III 0' 8Z-
0 A.
ar:: 0 Z' 66-
u. ..J
III 11\ 4' 51-
u u.
Z 0
<Cl. 6' 34-
1-0
!al- 8' 18-
c
, lIhen applicable
2.0:1.0 SlOPE
66-
54-
42-
30-
18-
FIGURE NtIIlER I V
JOB NtIIlER 93-6524
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APPENDIX A
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APPENDIX A
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
COARSE-GRAINED
More than ha" of material I. larger than a No. 200 .Ieve
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)
SANDS. CLEAN SANDS
More than half of coarse fraction is smaller than a
NO.4 sieve.
SANDS WITH FINES
(appreciable amount)
FINE.GRAINED
More than ha" of material I. ImlIller than a No. 200 .leve
GW Well-graded gravels. gravel and sand mix-
tures. little or no fines.
GP Poorly graded gravels. gravel and sand mix-
tures. little or no fines.
GM Silty gravels. poorly graded gravel-sand-silt
mixtures.
GC Clay gravels. poorly graded gravel-sand-silt
mixtures.
SW Well-graded sand. gravelly sands. iillle or no
no fines.
SP Poorly graded sands. gravelly sands. lillle or
no fines.
SM Silt:>, sands. poorly graded sand and silty
mixtures.
SC Clayey sands. poorly graded sand and clay
mixtures.
SILTS AND CLAYS ML Inorganic silts and very fine sands. rock flour.
sandy silt and clayey-silt sand mixtures with
a slight plasticity.
Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity.
gravelly clays. sandy clays. silty clays. clean
clays.
OL Organic silts and organic silty clays of low
plasticity.
MH Inorganic silts. micaceous or diatomaceous
fine sandy or silty soils. elastic silts.
Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity. fat clays.
OH Organic clays of medium to high plasticity.
HIGHL Y ORGANIC SOILS PT Peat and other highly organic soils.
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APPENDIX B
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APPENDIX B
GENERAL EARTHWORK SPECIFICATIONS
General
The objective of these specifications Is to properly establish procedures
for the clearing and preparation of the existing natural ground or
properly compacted fill to receive new fill; for the selection of the fill
material; and for the fill compaction and testing methods to be use~.
Scope of Work
The earthwork Includes all the activities and resources provided by the
contractor to construct In a good workmanlike manner all the grades of
the filled areas shown In the plans. The major Items of work covered
In this section Include all clearing and grubbing, removing and
disposing of materials, preparing areas to be filled, compacting of fill,
compacting of backfills, subdraln Installations, and all other work
necessary to complete the grading of the filled areas.
Site Visit and Site Investigation
1. The contractor shall visit the site and carefully study It, and
make all Inspections necessary In order to determine the full
extent of the work required to ,complete all grading In
conformance with the drawings and specifications. The contractor
shall satisfy himself as to the nature, location, and extent of the
work conditions, the conformation and condition of the existing
ground surface; and the type of equipment, labor, and facilities
needed prior to and during prosecution of the work. The
contractor shall satisfy himself as to the character, quality, and
quantity of surface and subsurface materials or obstacles to be
encountered. Any Inaccuracies or discrepancies between the
actual field conditions and the drawings, or between the drawings
and specifications, must be brought to the engineer's attention In
order to clarify the exact nature of the work to be performed.
2. A solis Investigation report has been prepared for this project by
GEl. It Is available for review and should be used as a reference
to the surface and subsurface soil and bedrock conditions on this
project. Any recommendations made In the report of the soil
Investigation or subsequent reports shall become an addendum to
these specifications.
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AuthorIty of the Solis Enqlneer and Enqlneerlng Geoloqlst
The solis engineer shall be the owner's representative to observe and
test the construction of fills. Excavation and the placing of fill shall
be under the observation of the solis engineer and his/her
representative. and he/she shall give a written opinion regarding
conformance with the specIfications upon completion of grading. .The
solis engineer shall have the authority to cause the removal' and
replacement of porous topsoils, uncompacted or Improperly compacted
fills, disturbed bedrock materials, and soft alluvium, and shall have the
authority to approve or reject materials proposed for use In the
compacted fill areas.
The solis engineer shall have, In conjunction with the engineering
geologist, the authority to approve the preparation of natural ground
and toe-of-flII benches to receive fill material. The engIneering
geologist shall have the authority to evaluate the stability of the
existing or proposed slopes, and to evaluate the necessity of remedial
measures. If any unstable condition Is being created by cutting or
filling, the engIneering geologist and/or solis engineer shall advise the
contractor and owner Immediately, and prohibit grading In the affected
area until such time as corrective measures are taken.
The owner shall decide all questions regarding: (1) the Interpretation
of the drawings and specifications, (2) the acceptable fulfillment of the
contract on the part of the contractor,' and (3) the matter of
compensation .
Clearlnq and Grubblnq
1. Clearing and grubbing shall consist of the removal from all areas
to be graded of all surface trash, abandoned Improvements,
paving, culverts, pipe, and vegetation (Including -- but not
limited to -- heavy weed growth, trees, stumps, logs and roots
larger than I-Inch In diameter).
2. All organic and Inorganic materials resulting from the clearing and
grubbing operations shall be collected, plied, and dIsposed of by
the contractor to give the cleared areas a neat and flnlshed
appearance. Burning of combustible materials on-sIte shall not be
permitted unless allowed by local regulations, and at such times
and In such a manner to prevent the fire from spreading to areas
adjoining the property or cleared area.
3. It Is understood that minor amounts of organic materials may
remain In the fill solis due to the near ImpossIbility of complete
removal. The amount remaining, however, must be considered
negligible, and In no case can be allowed to occur In
concentrations or total quantities sufficient to contribute to
settlement upon decomposition.
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Preparation of Areas to be Filled
1. After clearing and grubbing, all uncompacted or Improperly
compacted fills, soft or loose solis, or unsuitable materials, shall
be removed to expose competent natural ground, undisturbed
bedrock, or properly compacted fill as Indicated In the solis
Investigation report or by our field representative. Where. the
unsuitable materials are exposed In final graded areas, they. shall
be removed and replaced as compacted fill.
2. The ground surface exposed after removal of unsuitable solis shall
be scarified to a depth of at least 6 Inches, brought to the
specified moisture content, and then the scarified ground
compacted to at least the specified density. Where undisturbed
bedrock Is exposed at the surface, scarification and recompactlon
shall not be required,
3, All areas to receive compacted fill, Including all removal areas and
toe-of-flll benches, shall be observed and approved by the solis
engineer and/or engineering geologist prior to placing compacted
fill.
4. Where fills are made on hillsides or exposed slope areas with
gradients greater than 20 percent, horizontal benches shall be cut
Into firm, undisturbed, natural ground. In order to provide both
lateral and vertical stability. This Is to provide a horizontal base
so that each layer Is placed and compacted on a horizontal plane.
The Initial bench at the toe of the fill shall be at least 10 feet In
width on firm, undisturbed, natural ground at the elevation of
the toe stake placed at the bottom of the design slope, The
engineer shall determine the width and frequency of all
succeeding benches, which will vary with the soli conditions and
the steepness of the slope. Ground slopes flatter than 20 percent
(5.0: 1.0) shall be benched when considered necessary by the
solis engineer.
Fill and Back fill Material
Unless otherwise specified, the on-site material obtained from the
project excavations may be used as fill or backfill, provided that all
organic material, rubbish, debris, and other objectionable material
contained therein Is first removed. In the event that expansive
materials are encountered during foundation excavations within 3 feet of
finished grade and they have not been properly processed, they shall
be entirely removed or thoroughly mixed with good, granular material
before Incorporating them In fills. No footing shall be allowed to bear
on solis which, In the opinion of the solis engineer, are detrimentally
expansive -- unless designed for this clayey condition.
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However, rocks, boulders, broken Portland cement concrete, and
bituminous-type pavement obtained from the project excavations may be
permitted In the backfill or fill with the following limitations:
1. The maximum dimension of any piece used In the top 10 feet shall
be no larger than 6 Inches.
2 Clods or hard lumps of earth of 6 Inches In greatest dimension
shall be broken up before compacting the material In fill.
3. If the fill material originating from the project excavation contains
large rocks, boulders, or hard lumps that cannot be broken
readily, pieces ranging from 6 Inches In diameter to 2 feet In
maximum dimension may be used In fills below final subgrade If all
pieces are placed In such a manner (such as windrows) as to
eliminate nesting or voids between them. No rocks over" feet
will be allowed In the fill.
II. Pieces larger than 6 Inches shall not be placed within 12 Inches of
any structure.
5. Pieces larger than 3 Inches shall not be placed within 12 Inches of
the subgrade for paving.
6.
Rockfllls containing less than 40 percent of soil passing
sieve may be permitted In designated areas.
recommendations shall be made by the soils engineer
subject to approval by the city engineer.
3/4-lnch
Specific
and be
7. Continuous observation by the soils engineer Is required during
rock placement.
8. Special and/or additional recommendations may be provided In
writing by the solis engineer to modify, clarify, or amplify these
specifications.
9. During grading operations. soil types other than those analyzed
In the 5011 Investigation report may be encountered by the
contractor. The soils engineer shall be consulted to evaluate the
suitability of these solis as fill materials.
Placing and Compacting Fill Material
1. After preparing the areas to be filled, the approved fill material
shall be placed In approximately horizontal layers, with 11ft
thickness compatible to the material being placed and the type of
equipment being used. Unless otherwise approved by the solis
engineer. each layer spread for compaction shall not exceed 8
Inches of loose thickness. Adequate drainage of the fill shall be
provided at all times during the construction period.
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2. When the moisture content of the fill material Is below that
specified by the engineer. water shall be added to It until the
moisture content Is as specified.
3. When the moisture content of the fill material Is above that
specified by the engineer. resulting In Inadequate compactlo.n or
unstable fill. the fill material shall be aerated by blading' and
scarifying or other satisfactory methods until the moisture content
Is as specified.
4. After each layer has been placed. mixed. and spread evenly. It
shall be thoroughly compacted to not less than the density set
forth In the specifications. Compaction shall be accomplished with
sheepsfoot rollers. multiple-wheel pneumatic-tired rollers. or other
approved types of acceptable compaction equipment. Equipment
shall be of such design that It will be able to compact the fill to
the specified relative compaction. Compaction shall cover the
entire fill area. and the equipment shall make sufficient trips to
ensure that the desired density has been obtained throughout the
entire fill. At locations where It would be Impractical due to
Inaccessibility of roiling compacting equipment. fill layers shall be
compacted to the specified requirements by hand-directed
compaction equipment.
5. When soli types or combination of soli types are encountered
which tend to develop densely packed surfaces as a result of
spreading or compacting operations. the surface of each layer of
fill shall be sufficiently roughened after compaction to ensure
bond to the succeeding layer.
6. Unless otherwise specified. fill slopes shall not be steeper than
2.0 horizontal to 1.0 vertical. In general, fill slopes shall be
finished In conformance with the lines and grades shown on the
plans. The surface of fill slopes shall be overfilled to a distance
from finished slopes such that It will allow compaction equipment
to operate freely within the zone of the finished slope, and then
cut back to the finished grade to expose the compacted core.
Alternate compaction procedures Include the back roiling of slopes
with sheepsfoot rollers In Increments of 3 to 5 feet In elevation
gain. Alternate methods may be used by the contractor, but
they shall be evaluated for approval by the solis engineer.
7. Unless otherwise specified, all allowed expansive fill material shall
be compacted to a moisture content of approximately 2 to 4
percent above the optimum moisture content. Nonexpanslve fill
shall be compacted at near-optlmum moisture content. All fill
shall be compacted. unless otherwise specified. to a relative
compaction not less than 95 percent for fill In the upper 12 Inches
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of subgrades under areas to be paved with asphalt concrete or
Portland concrete. and not less than 90 percent for other fill.
The relative compaction Is the ratio of the dry unit weight of the
compacted fill to the laboratory maximum dry unit weight of a
sample of the same soli. obtained In accordance with A.S. T .M. 0-
1557 test method.
8. The observation and periodic testing by the solis engineer are
Intended to provide the contractor with an ongoing measure of the
quality of the fill compaction operation. It Is the responsibility of
the grading contractor to utilize this Information to establish the
degrees of compactlve effort required on the proJect. More
Importantly. It Is the responsibility of the grading contractor to
ensure that proper compactlve effort Is applied at all times during
the grading operation, Including during the absence of solis
engineering representatives.
Trench Backfill
1. Trench excavations which extend under graded lots. paved areas.
areas under the Influence of structural loading. In slopes or close
to slope areas. shall be backfilled under the observations and
testing of the solis engineer. All trenches not failing within the
aforementioned locations shall be backfilled In accordance with the
City or County regulating agency specl,flcatlons.
2. Unless otherwise specified. the minimum degree of compaction
shall be 90 percent of the laboratory maximum dry density.
3. Any soft, spongy. unstable. or other similar material encountered
In the trench excavation upon which the bedding material or pipe
Is to be placed. shall be removed to a depth recommended by the
solis engineer and replaced with bedding materials suitably
denslfled.
Bedding material shall first be placed so that the pipe Is
supported for the full length of the barrel with full bearing on
the bottom segment. After the needed testing of the pipe Is
accomplished. the bedding shall be completed to at least 1 foot on
top of the pipe. The bedding shall be properly denslfled before
backfill Is placed. Bedding shall consist of granular material with
a sand equivalent not less than 30. or other material approved by
the engineer.
4. No rocks greater than 6 Inches In diameter will be allowed In the
backfill placed between 1 foot above the pipe and 1 foot below
finished subgrade. Rocks greater than 2.5 Inches In any
dimension will not be allowed In the backfill placed within 1 foot
of pavement subgrade.
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5. Material for mechanically compacted backfill shall be placed In lifts
of horizontal layers and properly moistened prior to compaction.
In addition, the layers shall have a thickness compatible with the
material being placed and the type of equipment being used.
Each layer shall be evenly spread, moistened or dried, and then
tamped or rolled until the specified relative compaction has been
attained.
6. Backfill shall be mechanically compacted by means of tamping
rollers. sheepsfoot rollers, pneumatic tire rollers, vibratory
rollers, or other mechanical tampers. Impact-type pavement
breakers (stompers) will not be permitted over clay, asbestos
cement, plastic. cast Iron, or non reinforced concrete pipe.
Permission to use specific compaction equipment shall not be
construed as guaranteeing or Implying that the use of such
equipment will not result In damage to adjacent ground, existing
Improvements, or Improvements Installed under the contract. The
contractor shall make his/her own determination In this regard.
7. Jetting shall not be permitted as a compaction method unless the
solis engineer allows It In writing.
8. Clean granular material shall not be used as backfill or bedding
In trenches located In slope areas or within a distance of 10 feet
of the top of slopes unless provisions are made for a drainage
system to mitigate the potential buildup of seepage forces Into the
slope mass.
Observations and Testing
1. The solis engineers or their representatives shall sufficiently
observe and test the grading operations so that they can state
their opinion as to whether or not the fill was constructed In
accordance with the specifications.
2, The solis engineers or their representatives shall take sufficient
density tests during the placement of compacted fill. The
contractor should assist the solis engineer and/or his/her
representative by digging test pits for removal determinations
and/or for testing compacted fill. In addition, the contractor
should cooperate with the solis engineer by removing or shutting
down equIpment from the area being tested.
3. Fill shall be tested for compliance with the recommended relative
compaction and moisture conditions. Field density testing should
be performed by using approved methods by A.S. T .M., such as
A.S.T.M. 01556, 02922, and/or 02937. Tests to evaluate density
of compacted fill should be provided on the basis of not less than
one test for each 2-foot vertical 11ft of the fill, but not less than
one test for each 1,000 cubic yards of fill placed. Actual test
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Intervals may vary as field conditions dictate. In fill slopes,
approximately half of the tests shall be made at the fill slope,
except that not more than one test needs to be made for each 50
horizontal feet of slope In each 2-foot vertical 11ft. Actual test
Intervals may vary as field condItions dictate.
4. Fill found not to be In conformance with the grading
recommendations should be removed or otherwise handlecl as
recommended by the solis engIneer.
Site Protection
It shall be the grading contractor's obligation to take all measures
deemed necessary during grading to maintain adequate safety measures
and working conditions, and to provide erosion-control devices for the
protection of excavated areas, slope areas, finished work on the site
and adjoining properties, from storm damage and flood hazard
originating on the project. It shall be the contractor's responsibility to
maintain slopes In their as-graded form until all slopes are In
satisfactory compliance with the Job specifications, all berms and
benches have been properly constructed, and all associated drainage
devices have been Installed and meet the requirements of the
specifications.
All observations, testing services, and approvals given by the solis
engineer and lor geologist shall not relieve' the contractor of hls/her
responsibilities of performing the work In accordance with these
specification s.
After grading Is completed and the solis engineer has finished hls/her
observations and lor testing of the work, no further excavation or
filling shall be done except under hls/her observations.
Adverse Weather Conditions
1. Precautions shall be taken by the contractor during the
performance of site clearing, excavations, and grading to protect
the work site from flooding, pondlng, or Inundation by poor or
Improper surface drainage. Temporary provisions shall be made
during the rainy season to adequately direct surface drainage
away from and off the workslte. Where low areas cannot be
avoided, pumps should be kept on hand to continually remove
water during periods of rainfall.
2. During periods of rainfall, plastic sheeting shall be kept
reasonably accessible to prevent unprotected slopes from becoming
saturated. Where necessary during periods of rainfall, the
contractor shall Install checkdams, deslltlng basins, rip-rap,
sandbags, or other devices or methods necessary to control
erosion and provide safe conditions.
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3. During periods of rainfall, the solis engineer should be kept
Informed by the contractor as to the nature of remedial or
preventative work being performed (e.g. pumping, placement of
sandbags or plastic sheeting, other labor, dozing, etc.).
4. Following perIods of rainfall, the contractor shall contact the solis
engineer and arrange a walk-over of the site In order to visually
assess rain-related damage. The solis engineer may" also
recommend excavations and testing In order to aid In hIs/her
assessments. At the request of the solis engineer, the contractor
shall make excavations In order to evaluate the extent of raln-
related damage.
5. Rain-related damage shall be considered to Include. but may not
be limited to, erosion, silting, saturation, swelling, structural
distress, and other adverse conditions IdentifIed by the solis
engineer. Soli adversely affected shall be classIfied as Unsuitable
Materials, and shall be subject to overexcavatlon and replacement
with compacted fill or other remedial gradIng, as recommended by
the solis engineer.
6. Relatively level areas, where saturated solis and/or erosion gullies
exist to depths of greater than 1.0 foot, shall be overexcavated
to unaffected, competent materIal. Where less than 1.0 foot In
depth, unsuitable materials may be processed In place to achieve
near-optlmum moisture conditions, then:thoroughly recompacted In
accordance wIth the applicable specifications. If the desIred
results are not achIeved, the affected materials shall be over-
excavated, then replaced In accordance wIth the applicable
specIfIcations.
7. In slope areas, where saturated solis and/or erosIon gullies exist
to depths of greater than 1.0 foot, they shall be overexcavated
and replaced as compacted fill In accordance with the applicable
specifications. Where affected materials exist to depths of 1.0
foot or less below proposed finished grade, remedIal grading by
moIsture-conditioning In place, followed by thorough recompactlon
In accordance with the applicable grading guidelines herein
presented may be attempted. If materials shall be overexcavated
and replaced as compacted fill, It shall be done In accordance
wIth the slope-repaIr recommendations hereIn. As field conditions
dictate, other slope-repair procedures may be recommended by
the solis engineer.
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A P PEN D I X C
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TABLE 1
*************************************
* *
* E Q F A U L T *
* *
* Ver. 2.00 *
* *
* *
*************************************
(Estimation of Peak Horizontal Acceleration
From Digitized California Faults)
SEARCH PERFORMED FOR:
JAY
cJOB NUMBER:
93~-.b:I:~4
JOB NAi'1E:
F:EH
SITE COORDINATES:
LATITUDE: 33.05
LONGITUDE: 117.24
N
w
SEARCH RADIUS:
.too
mi
ATTENUfHIUN RELATION:
1) Campbell (1991) Horiz.
- Deep Soil
8~ Sof t F~oc k
UNCERTAINTY
(M=Mean~ S=Mean+l-Sigma): M
SCOi'W:
o
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CALIFLT.DAT
SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File): A
I
-----------.-----------.---------
DETERMINISTIC SITE PARAMETERS
-----.-----.------.--------------.-
Ip~~~__-~---------------------------------------------_____________________
:MAX. CREDIBLE EVENT: :MAX. PROBABLE EVENT:
1
ABBPE'! I (~TED
FAULT NA~lE
APPPDX.
: DISTf;NC::E
mi (km)
I : -----------
,
---------.--------
82 (132): 7.001 0.011:
III
:BLUE CUT
1-------------------: :---------------.-----l
~lAX .
: CF:ED.
MAL,.
PEAK
~;r TE
JACC.
SITE
: I NTENS '
g: MM
: BORF:EGO MTN.
(100) 1
I 1 I r I
1 ,--------------------------,---------,-----,------,------
I I I
(San (Jacinto)
62
: -~-~~_._--------_...._--_.-
6.501
0.01.3 r
I I I I
,-----.-----1-----'------,-------
:CASA LOMA-CLARK (S.Jacin.)
50
J I, I
---------------1----------1-----1------,------
I : ---------
: CH I ~.O
80)
7.50: 0.037:
V
: 54 88) 7.001 0.027: V
I I I I
.--1----------,------,------1------
1 : CLEGHORN
84
(1~56 )
1-------.------
,
I _..n..n__n
: CORONADO B,;~,W
21
1--------.-----.-------------1---------:-
1
:COYOTE CPEEK
(San \Jac.into):
50
:CUCAMONGA
78 (126)
6 . ~IO: 0 M 007 :
II
, ,
.....----- , -.-~-.---.- 1 '~H
34)
7MOOl OM0891
',ill
81)
7 M ~'O 1
0.0371
'v
, , ,
,-.---- 1 ----.---- , H
7.00: 0.014:
I'v
:ELSINORE
42) :
1 :--------------------------1---------:-----:------:----...--
VII
26
7.50:
0.093:
, " , , I
I _______H___~.~~__..~__.______._____._.____ I ._.__M__M_.._~.H._ 1 .-..-.--- , '__M'_,__"__'" 1 "~'_MM'_.___ 1
1 :GLN.HELEN-LYTLE CP-CLPEMNT:
54
88)
I ! I, I ,
,--------------------------,--------..-,-----'----..--,------,
I I I
:HELENDALE
88
(142)
, ,
1--------------------------,---------
1
:HOT S-BUCK RDG.(S.Jacinto):
51
83)
, ,
1----------.....---------------,_________
: IMPEPIAL
98 (157)
1 : LENWOOD
,
._-------,---------
98 (1:,7)
7.50:
0.032:
v
7.50:
0.013:
7.50: 0.035 t V
, ,
----- ------,------
7. ~!O
0.011:
III
___M____ 1 .--..--.-.--
7.25
o . 009 : I I I
(O,-d Mtn.)
(139)
, ,
--------,---------,-----
0.011: III
1 MOJ AVE f~ I VER
87
, ,
--.....-..--.. I ._..___~_M_. 1
7.00
77)
, ,
----------------,----------.,-----
OM0391 '..)
NEWPORT
I NGLE(~OOD
48
, ,
-.-...---- 1 -...------ 1
7.501
OFFSHORE ZONE OF DEFORM.
22) :
--------------------------'---.------:-----1------1------:
1
'iI I I
14
---------------------------
_____~_~M.._..MM_. r
,
7. ~10 1
OM1961
, , ,
, .-..--.~-.-- 1 _H.M_~..._..~ ,
:OLD WOMAN SPRINGS 95 (153)1 7.(1)1 0.0081 II
I:;:~~~-~~;~~~-~~~~~-------- -;;---;;~:-;~~~:-~~~;;:---~--:
:-------------.-------------,---------:------1-..-----1-----
:PINTO MOUNTAIN - MOPONGO
1:--------------------------
: RAYMOND
77 (12c;)
7.50: 0.017:
I .....J
.--------:-----1------1------1
I'v
:--------------------------:---------:----.-:------1------:
1 : ROSE CANYON
:-----------------------
:SAN ANDREAS (Mojave.)
I:~:~-:~~~~:~-~;~~~~~~~;-
: -- ------- _ ~ _~ _M~ .. _ __ ~__H__.
1 : ~=~~~ -~~ LL c,______________ _____ __~ 1 (1 ~7) :_~:=:': (I. :'~~ : _ IV
88 (1411
6
10)
86
( 139)
-----_.._--:-----1------1
\j
-,...,...
/.,,;,
(U7) :
-----1...----1------:-
7.501 0.016:
7.':101
0.381:
x
, ,
.-.---- 1 -.--~--.-.-- ,
8.~,O:
OM029:
V
8.00:
OM027:
MA X . PEAI<
: F'F~DB. S I IE
MAG. : ACC .
:3ITE
: I ~ITEN~; :
g: Ml..t
, , ,
I-----r------,--
6M251 0.0061
I!
I I I I
,-----'------,------,
6.25: OM0111 III
: ________~. : ___'__M__' : _
"7"00: OM02?:
'./
, ,
.-...--.-.~~~. 1 -_...---~_.-. I
4.751 0.006:
II
, ,
..u__ 1 _._.u____.. 1
6. 2~:,:
0.006:
I I
6.50:
0.066:
VI
, , ,
,-----,------,------
6 M 00 1 0.01::::; 1 I I I
6.7::11 0.011:
II!
, , ,
1 ___.____.__M. i u.~_..._____. , --
6.75: 0.1)58: VI
"7 .00: 0.023: I V
6.25: OM005: II
1 I I ,
, ____._~_M_ I ___....._M___ 1 . .... 1
6.25: 0.0.15: I',!
, , ,
1-----'----.--1----.--
7.00: 0.0071
I I
6.00:
, ,
.-.----~-- I -...~~'"-..-.--~ 1
o . 003 : I
6.251 OM006
,
.----..-., _M___.__..
II
.....HM.._._._.... :
6 M ~IO I 0.020
IV
. H.__....~...._ :
6MOOl OM082
'v'I I
, ,
1 _"'_~__M'" I __'_'___H...__
5 M 7~11 0.003 I
1-----:---.....--1------:
:,.50: 0.011: III
1-----:------1...--.---!
6.001 0.0061
II
, , ,
1 ---...--...- , ------.--- 1 -
5.~.0: 0.0041
I
. , ,
, ._____...M.~_ , _.....____..._ ,
6.2~1: OM21~5: VIII
, , .
, M'M_"~___ , ---...--- 1
8.2:.: OM024l I"i
, , ,
,------.,------,---.....-.-.
7.2:,: 0.016: I'v
, , ,
1 - .....--.- , -.~-_...--~.-. , --
7.001 CI.OOS: III
1
---- --------- -- -. ----
DETERMINISTIC SITE PARAMETERS
-----.-----------------
J'age
,.,
~
------------------
--- -- ----- --- --- -- --- ---- --
-------.-----.-----.---------
I; : APPROX. :~~~~-~~~~~~~~-~~~~~: :~~~~-~~?~~~~~-~~~~~:
I ABBREVIATED :DISTANCE : MAX.: PEAK: SITE:: MAX.: PEAk: SITE:
: F?\UL.T NA~1f= : mi (km) ICRED.: SITE: INTEN:3: :PROB.: SITE: INTEI%:
I:--------------------------:---------:-~~~~:~~~~-~:_-~~__: :-~~~~:~~~:-~:--~~--:
:SAN CLEl"lENTE : ~,3 ( 8~5): 7.50: 0.034 V:: 6.25: 0.014: IV
I:~;~-~;~;~~~---------------:-;;-;~;;~:-;~;;~-;~;~; --~~~-: :-~~;;:-;~;;;:--~~--:
1-------------------------__:_.________:_____ ------- ------: :-----:------l------t
:SAN GORGONIO "- BANNING : 66 (10~,) t 8.00 0.0:33 V:: "7.00: 0.016: II,.}
I: ~;~~;--~;~~~~-=-~;~~~:~;;~---: --;;-;~;;;~: -;~;,~ -;~)~;~,~; ----;~---: : -~~;:,~): -;:,': ;:,~,;,: .---~- ....:
, ,
.---------------------------1---------
J. I J
__H_.".___._._ I -.-------..~~-. I 1--'-'-'" I -....---........-- I ---...-.....-.
1~~~~~~~-~~~~~=~~~-~~~~~~~~-:-~~-~~~~2:-=~~? -~~~~~~---~~--: ;-~:~~:-..~~??~:--~~~-
:SUPERSTITION 1'1LS.(~3.Jacin): 81 (130)J 7.00: 0.01.1: III:: 5.75: 0.004: I
I: ___.._.___._.__.____~..H__..~..______......_........_______: _.-~.~._.--..-._.--: -...-.....---- J ---.-...-...--: --..._-._-~...: : .-.._~...--..: - --- H_n -- H_ - --~ .....:
:SUPEPSTITION MT~,j.(S.Jacin): 75 (121.): 7.00: O.O.l~:': III:: 6.00: 0.006J II
t------------.--.-------.-----:------..---:-----:-----_:------: :.....___._1______..._[_.._____:
: VERDUGO : 90 (1.45) I 7.00: 0.010: III J:
1:~~~~~~~;-=-~;;~~--~~~~~;;~-:-;;-7-~;~:-;~;;:-;~;;;:-----~--::
4.50: 0.002:
._----:-------:------:
IV :
:---------------------..------:---------.:-.----:--~---:------: 1-----:-.-._---:------:
6.~~5: 0.014:
1 *****************************************************************************
-END OF SEARCH- 34 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
ITHE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 6.1 MILES AWAY.
ILARGEST
LAF:GEST
MAXIMUM-CREDIBLE SITE ACCELERATION:
<). :381 g
MAXIMUM-PROBABLE SITE ACCELERATION:
0.215 9
1
1
1
1
1
1
1
-
TABLE 2
- DATE:
FI'"" i.day ~
?k\gust 13, 1993
-
-
-
-
***************************************
* *
* E Q SEA R C H *
* *
* Ver. 2.00 *
* *
* *
***************************************
(Estinlation of Peak Horizontal Acceleration
From California Earthquake Catalogs)
SEARCH PERFORMED FOR:
-JOB NUMBER, 93-6524
,JAY
_ JOB NAME: F;:EH
SITE COORDINATES:
LATITUDE, 33.05 N
LONGITLIDE: 1.17.24
-
w
_TYPE OF SEARCH: RAD I US
SEARC~~ RADIUS: 100 mi
_ SEARCH MAGN I TUDES: :'5.0
SEARCH DATES: 1800 TO
_ ATTENUATION [,EL.ATION:
TO 9.0
1993
1) Campbell (1991) Horiz. - Deep Soil & Soft Rock
UNCERTAINTY (M=Mean, S=Mean+1-Sigma): M
-
-
SCOND: (>
FAUL.T TYPE ASSUMED (DS=Reverse, SS=Strlke-Slip): DS
COMPUTE PEAf< HORI ZONTAL. ACCEL.ERP,TION
_EARTHQUAKE-DATA FIL.E USED: AL.L.QUAKE.DAT
TIME PERIOD OF EXF'OSUF:E FOR STATIC3TICAL CO~IPAF:ISON: 2:'5
-SOURCE OF DEPTH VALUES IA=Attenuation File, E=Earthquake
"j'eat-s
Catalog): A
-
-
-
I Page
1
IFILE LAT. : LONG.
CODE NORTH : WEST
I D~1G
MGI
DMG
I T-A
MGI
T-A
MOl
I T--A
MGI
T-A
I DMG
T-A
T-Fl
I T-A
T-A
DMG
DMG
I DMf,
DMG
DMG
I DMG
DMG
DMG
DMG
I DMG
MGI
MGI
I MGI
DMG
DMG
IOMG
DMG
D~lG
I O~1G
MGI
OMG
MGI
I DMG
MGI
MGI
IOMG
DMG
OMG
1011G
OMG
OMG
OMG
10MG
DMG
DMG
OMG
IDMG
OMG
Dt1G
I ;;~;i,;
,
----.--..- I -.....-------
~53.. 000 : 1.1? .. :300
::;2.. 800: 117.1.00
:33.700:117.900
:34.000:1.1.8.250
: 34 .100: 1.18..100
: 34.. 000: 1113.. :2~~IO
:33.000:117.000
:32.670:117.170
: 34.. 000: 117.. :iOO
: ~A .. 000 : 118.. 250
:32.700:1.17.200
:32.670:117.170
: 32 ~ 670: 117.. .1 70 :
: 33.. ~IOO J 11 ~I.. 8::?O :
: 32.. 2~,O : 117 .. ~K)() :
134.100:116.700:
134..100:117.900:
: :33.. 400: 1.1.6 ~ ~~,OO :
32.700:116.300:
3::::;.200: 116.200:
34.300:117.600:
32.800:116.800:
34.200:117.400:
:::;;4.. 300: 117.. ~IOO r
33.800 117.000
:34.000 118.000
:34.100 117.300
:34.000 liEl.300
:34.200 117.100
:33.700 117~400
:33.700:117.400:
:33.700:11.7.400:
: ::::'3.. ::,00: 116.5001
: 33 . 7 ~IO : 117.000 :
:33.800:.11"7.600:
: 3::; . 7 ~.:IO : 117.000 :
: 34.000: .1.18.500 :
:33.200:116.700:
: :34 . 080 : 11 [3.260
l 33 ,,:?OO : 116.600
1:34.000 t 1.1 '7 . 2~.O
134.000:116.000
1:34.000: 1.1f3. 500
~::;4 . 000 : 1. 1 f). 000
32.900:.11~,.700:
34. 1E!O: 1..16.1.7'::;::0:
34. 1 ~30 : 116.920 :
33.617:117.961:
33" 7 50 : 118 . 08~::; :
3~:.. 7:'10: 11t3. 08~~:;:
33.750: lV:L08~::;:
3:::;.700:1.lB.Ot:l7:
:::;'::::-. ~!7~,: 1.1."7. '~8~::;:
:::;;3 . 68~:; : 11 E~ . 0 ~.o :
::-::;:3.700: .i.1.fJ.O(:>7:
.~:.~~:;. 7:-.::!("1: J JH" ce::::: :
DATE
11/22/1800
5/:2~1/1[,O:~:.
12/ 8/1812
9/23/11:127
7/11/18::',5
1/10/1856
'i /21/1856
.1.2/ 0/1.B56
12/16/1858
~)/26/ 18bO
5/:27/1i362
10/:::,'1/186::::
:'1/24./ 186~'5
5/ 0/186EI
1/13/1877
2/ 7/1889
8/28/1889
2/ 9/1890
2/24/1892
:1/28/1892
7/30/1894
10/23/1894
1/22/189'7
7/2:,'/18'i9
12/25/1899
12i25/1903
7/15/190::',
9/ 3/190:'1
9/20/1907
4/11/1910
5/13/1910
5/15/1910
'1/:::0/1916
4/21/1918
4/22/1918
6/ 6/191f:l
1l/19/19H3
1/ 1/19::'0
7/16/1920
10/ 12/ 19:::~0
7/23/192::::-
4/ 3/1'?::'6
8/ 4/1927
91 :1/1928
101 2/192El
1/16/1.930
1/16/19:';0
3/1.1 / 19c;:3
3/11/1933
3/11/193:3
:3/11/ 19~::3
c;/ 11/ 193::;
~:S/.1.t/.t9:~::.3
3/11/193::;
3/11/19:';3
~j .11./"l. -::;.:0::::;--;:;
T It"1Eo
(GMT) :OEPTH QUAKE
1..1 M See: (km) r-1(\(3.
,
- n_. n_. ._n .-- -.. ._- --. I __ _ _ _.__
2.1.~)O 0:),,0:
o 0 0.0:
15 0 0.0:
o 0 0.0:
41.::1 0.0:
o 0 0.0:
7::::;0 0.0:
(> 0 o~o:
:10 (; 0.0:
: 0 0 own:
:20 0 0.0:
o 0 0.0:
o () 0.0:
n 0 0,,0:
20 (> 0.0:
520 0.0:
215 0.0:
12 6 0.0:
: 720 0.0:
: .1.11~5 0.0:
: 5.1~? 0.01
: 23 ~~; 0" 0
: 046 0.0
: 203:~ 0.0
: .1:225 0.0
:1745 0.0
'2041 0.0
540 0.0:
154 0.0:
757 0.0:
6:20 0.0:
1~.47 0.0:
2.1..1. 0.0:
22::::;2::~.:1. 0:
21..1:::) 0.0:
22:~;2 0.0:
201H 0.0:
2~~:'~:1 (J. 0 :
18 13 0.0:
1748 0.0:
: I:.)O~~6 . 0 :
:20 8 0,,0:
: 1~~~24 0.0:
:1442 0.0:
: 1'7' .1. 0.0:
024::::;::::;.9 :
O~::;4 ~~;. 6 :
1. ~14 7" 8 :
2 9 0,,0:
230 0.0:
32~) 0.0:
~11022. 0:
~11.B 4.0:
6:)8 ::;nO:
F3:)4~1"7 .0:
C/l C'
.3.0
3.0
3.0:
3.0:
3.0:
3.0
3.0
3.0
3.0
.':;,,,\_'
3.0
3.0
3.0:
3.0:
3,,0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
::::;,,0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
~~;, . 0 :
3.0:
3.0:
:3.0 :
~.). 0 :
3.0:
3.0:
~!. . (J :
2;.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
3.0:
6.50
~I.OO
6.90
~\ ,,00
6.30
5.00
5.00
5.00
7.00
~~I. 00
::1. f-?O
::1.00
5.00
f:j. ~;O
5.00
~.;I . ~)O
5.20
6.30
6.70
6.30
5.90
5.70
~" 50
6.50
6.60
::1.00
5..30
::1" ~:.O
6.00
~I. 00
::,.00
t..\.OO
5.00
6.80
5.00
:=,.00
::1.00
~I"OO
5.00
::1.30
6.25
~:" ~50
5.00
~).OO
::1.00
::1.20
5.10
6..30
::,.00
5.10
5.00
~.l.lO
5.20
5.50
:". .1.0
~:::I " :I n
SITE
ACC.
9
0.345
0,,034
0.022
0.002
0.006
O. OO:~
0.049
0.02:2
0.019
0.002
0.044
0.02::;::
0.022
0.007
0.006
0.004
0.00.3
0.014
0.019
0.014
0.005
0.028
0.004
0.008
0.0:21
0.003
0.005
Ow003
0.006
0.009
0.009
0.018
0.007
0.027
0.007
O.OOi3
0.002
0.01.6
0.002
0.015
0.011
0.003
0.002
o. OO~2
0.002
0.004
0.00.3
0.015
0.004
O.OO~.
0.004
0,,005
0.007
0.007
O.OO~I
,._, n.,~:,
:SITE:
: 1'11"1 :
: Il'rr . :
I '"t'
I I I
p
.,/ I
I 'J
IV
~J I
I"
1\/
I I
I I
I
I
IV
IV
I I I :
I I
V
I
I I
IV
I
II
I
I I
I I I :
I I I :
I\-'
I I
\/
I I
II
I"
1..../
I I I :
I
I
I
II)
I
II
I
I I
I I
II
II
r T
...'
APF'F,IJX.
DISTANCE
mi. [km:].
\..!
~5 [
19 [
59 [
88 [
8(3 [
88 [
14 [
27 r
67 [
fJB [
2~ [
T7 [
27 [
88 [
~Y7 [
/CJ [
132 [
::.(:) [
60 [
61 [
89 [
31 [
80 [
8B [
54 [
79 [
7:3 [
90 [
80 [
46 [
46 I:
46 [
"i.~ [
::10 [
56 [
::!O [
9S [
c,..." [
'7':2 [
3Ei [
66 [
97 [
9B [
97 [
90 [
80 [
80 I:
~.l7 [
69 [
69 [
69 I:
6::', I:
~56 [
64 [
h~~! [
B]
~;1]
9~5 :]
14.1J
14.1 J
141J
23J
43]
108J
141]
3'7']
4:5]
">c'; ]
141J
92]
12~1 ]
13::::]
9l:l ]
'76J
'7'8]
143]
::.OJ
1:2t7 ]
141J
B6]
127]
117]
144]
120]
74J
74]
74]
8~IJ
Ell]
90J
ilJ J
157]
5:~ J
1413 J
6:':: J
106J
1:'16J
157]
I ::',6J
145]
129J
129J
r-,;-,...
7..::. j
110J
110J
110J
lO~.;1 J
90J
103J
.1.0:=!J
n r '1 i -\--j
-.. . -. . '-' ',,' - , ..... '-' . .... .~. u ~ "_' '-.1 '_' , ..:',' .1. .":',1 J. 7 'n:' ..::0 i.1. ,,::' J l~S..::: tj . U ; .~:' . u: ~.i ~ ~::; ()
0.005
II
69 [ 11.0J
I p""Jc? 2
, --.--.------.------.-._...__.___.M...._._, ----.M.--n.n--.n.____.__n___..__...___..__h._.MUM__H_____
, , TIME
I ~ I l.E . , , SITE , S1 TE , APPF:OX
, ,
, LAT , LONG , DATE ( l,MT ) , DEF'U" , Ci!.J(i"F !'iCe , ~lM ,
, . , , , , . , , DEn ANeE:
, NlJWrH , vJr.-:-~~;T , , H M ('-"::\ , , ,
LlJDE , , ( km) 11 i''4 U , INT , mi. [ krn]
, , ,:.1E-..C , , , 9 , . ,
M___'_h_ , _M_.n____n. , "'__"'_n__'_._n._ , _ __ ___ .~H un. _. .Hh ._. ._" _H HM. ._. , ..... __ ._. _. ._. __. ._n_ , , ,
, , , , m..____m.. , _m"'_"'UM__.m_ , mn_'_n"'_"'_'''__._n , ""'__n._n. nm .~n _'" __ _. _M 'M_ m_ _n __._
IDMG , . . 617 , 1.1G 017 , ':';/14/17::":5 , 19 .1.~IO 0 , 0 , " 10 0 006
, ...:O..~' , , , . , ..~' , ,,' I I 60 [ <:i{;; J
D~lG , 7Ee , 118 L,c': , 10/ 2/ 19~,,:c; , 91017 , 0 , " 40 0 005
, '_"m' . , , , . b , . , 'nl . I I 7:? [ 116J
DMG , -:~,., 08::::: , 116 667 , 1 .1/2~,!.1.9::::.4 , 81El 0 .0 , '. 0 , ,;: ~(JO 0 .004
, .,,:, ..:~ , , , , . , 'n.! I 75 [ 120]
DMG , :c;1 7:=10 , 116 :100 , 4/29/ 193~:.:' , :20 8 0 0 , 0 , " 00 0 00:2
, . , . , , " , .:. , ..' . 100 [ 160J
IDMG , :54 .100 , 116 BOO , 10/24/ 19.3~3 , lA48 7 6 , ~ 0 , " 1.0 0 004
, , , ,I 7n... [ 1:'4 ]
, , .,,:, , .) . , I
DMG , c)l El67 , 116 571 , 2/21 / l':/:~:.7 , 1:?9Hi 4 , 3..0 , 5 00 0 nn.-)
, . , . , , . , . . 71 [ 14/.J
DMG , 77 408 , 116 26.1 , ~)/25/.t 9:37 , 164'1 1 8 0 , 10 00 0 011 ,
, "~"":' . , , , .":, , I I I , 6~2 ( 99J
ID~lG , 699 , II 7 :H 1 , 5/51/1938 , 8::A~5:=, 4 0 , ~ ::10 o~ 012 ,
, '-"...' . , . , , . ..~, . , . I I I , 47 [ 76J
DMG . 3:2 000 , 117 ~:IOO , ~5 / 1/ 1 9:'8 , 2:::;; ~s::::: n 0 n , 5 00 0 004 I 74 (
, . , . , ; ..~' , . 117J
DI'1G , "'::"r-.' 000 , 11 7 ~IOO , 6/24/19:39 , 162'7 0 0 0 , " 00 0 004 I 74 [ 119J
, '_''';M . , . , " " , .-' . .
-.
IDM13 , :34 .08.3 , 116 ::::;00 , ~,/ 18/ 1940 5 :::;;~58 5 ~ 0 , ~ 40 0 003 I 90 ( 144J
, , , . " . ,
.
D~lG , ~A 06'/ , 116 , :.i/Hl/1940 55.1.:::0 2 3 0 , 5 20 (I 003 I 8-7 [ 141 J
, . , . '~.' '-"-.' , . , . , . ,
DMG , :34 067 , 116 , ~,/ 18/ .1.940 I :~:~ .1 :::;; :,2 7 .~:. 0 , " 00 0 002 ("'7 ( 14.1. J
, . , . 'M) ..~' ..~, ; , .- , . . I::),
DMG , 000 , 116 4:::;:::;; , 6./ 4/1940 10.;":5 8 .::' '.' 0 , " .1.0 0 010 I I I , 47 [ 7"~, ]
I , '-"-.' , . , . , ~, . . ,
DMG , "'::"~ .7tD , 118 .250 , 11/.1.'+/1941 84156 .,,:, 0 , " 40 (I 004 I , '77 ( 1:::4]
, '-".-' , , . ...:' . , " . . ,
DMG , 7'. 783 , 11.5 985 , 5/2:3/1942 1. ~~14 7'::.::9 0 3 0 , ~ 00 0 004 I , 73 [ 11.7]
, .":...:. . , . , , . . ,
DM13 , "'::"r-;. 967 , .1.16 000 , 10/:~.1 / 1942 16:2::2.1.:3 0 ...:, 0 , b 50 0 .0.11 I I I , 7':;' ( 1.16J
, ._'..:. . , , . . , . ,
I DMG , 7r-, 967 , 116 000 , .1.0/21/1942 .1.6:?:',17 0 .~:' 0 , " 00 0 004- I [ 116J
. ''':'~::. . , . , " , 'ml . I"::.
DMG , oz"? 967 , 116 000 , 10/2.1 /1742 1626~54 () ~ 0 , " 00 On 004 I 7:2 [ 116J
, '-'.0:.. . , . , . .. . , " .
DMG , 2::;3 , 115 717 , 10/22/1942 1503El 0 ~ 0 , " 50 0 00::; I 89 [ 14~c:J
, . . . , , . " . , " .
.
I DMG , ~~ 967 , 116 000 , 10/22/.1742 .1'H~~' 0 7 0 , " 00 0 004 I 72 ( 116]
, ...:'..::.- , . , c: . ..~'.::.C) . " . , '.' . .
.
DMG , 34 267 , 116 967 , 8/27/174:" ~34::ll::; (; , ~ 0 , " 50 0 004- I EY:, [ l~:;fj J
, . , . , . , .. . , ~, . .
DMG , 77 976 , .116 721 , 6/ 12/ .1944. .1 04 ::,~34 7 , .,,:, [) , 5 10 0 (lOLl I 71 ( 114]
, ...:,....:' . , . , , , . .
DI-1G , 994 , 11.6 712 , 6/12/.1.744 , .11.1.636 (\ , '. 0 , " ~.:;.O (.1 005 I I --'.-, [ 116J
I , ''':'',,:< . , . , , . , .. . , ~, . . , .:..
DM13 , 77 217 , 116 1.>,- , 8/15/194::1 , 1751024 0 , ~ 0 , ,= '70 0 008 I I ,~:,5 ( 10::1 J
, ...:,...:' . , , , . , . . , " . .
DMG . 000 , 115 .85~; , 1/ 8/1946 , 185418 0 , _:' 0 , ~ 40 0 .004 I 8~:: [ 131 1
, ...:....:. . , , , . , . , . "
DMG , 33 950 , 116 850 , 'i/:?13/1946 , 7.19 9 0 , 0 , " 00 O~ 005 I I 610 ( 106]
, . , , , . , ..~' . , .._'
I DM13 , 34 01.7 , 116 :,00 , /24/1947 , :::21046 0 , 0 , ,. 50 0 00::1 I -7r', [ IT7J
, . , " , , , . , .', . , ,; . " 7
DMG , 34 017 , 11.6 ~IOO , 7i2~l/lr~l47 046:" I u , ~ 0 , " 00 0 0((:;' I 79 ( IT7]
, . , . , . , ..~, , " . .
DMG , 54 ~Ol 7 , 116 :'1 () (J , 7/25/1947 61949 0 , .0 , C ;~o 0 .004 I 79 [ IT!]
, , . , , . , " .
I DMG , 34 017 , 116 ::100 , 7/26/.1.747 24941 0 , 3 0 , 5 10 0 003 I 79 ( .127 1
, . , . , . , . , . J
DI-1G , ~'-.' 500 , 118 550 , 2/:::4/174FI 81 ~~11O 0 , .~) 0 , 5 ~.::;O o. 00::::; I 85 [ 137J
, ._''':''' . , . , . , . , .
DM13 , 9..-,.0, , 116 383 , 12/ 4/1948 . :2::,,43.17 .0 , " 0 , 6 50 0 010 I I I , 78 ( 126J
, . .. . , , , , . , . . ,
DMG , "'::"'":1 .200 , 116 550 , 11/ 4/1747 , 204Z38 0 , " .0 , " 70 0 007 I I 71 [ 114J
I , ._''':- , . , , . , .. , " . .
DM13 , ~~ 200 , 1.16 ::'150 , .11/ 5/1949 , 43524 0 , ...:' 0 , 5 10 0 004 I 71 [ .114 J
. ...;...::. . , . , , . , , . .
DMG , 33 11 7 , 115 567 , 7/28/1750 , 1 7 ~5048 0 , 0 , 5 40 0 003 97 ( 1~:,6J
, . , . , , . . . . , . .
DM13 , ~"7 117 , 115 56? , 7/29/.19::,0 , 143632 0 , ..) 0 , " 50 0 003 I 77 ( 1~,6J
, ...:....:' . , , , . , . , "..1 . .
I DM13 , "'::"r-:. 983 , 115 755 , 1/24/1951 717 2 6 , c' 0 , 5 60 0 (lOl.J. I 87 ( 141 ]
'-''':'' . , , . , . , .
DMG "'::""') 817 , 118 .350 , 12/26/1951 04654 0 : ~ 0 , " .(7'0 0 009 I I I 66 ( 107 J
'-''':'' . , , . . . , ~, .
DMG "7'''1 950 , 11:=1 717 , 6/14/.t 9::1:~:; 417::'9 9 , 3 0 , " 50 o. 004 I 88 [ 142J
.":'L . , . , . , . , ,) .
I D~lG 3~~ 285 , illJ 185 , 5/19/1754 95429 0 , _0 , 6 :-20 0 .012 I I I 63 ( 102J
, , . , .. , .
DMG "'::""'::" 283 , H6 185 , 3/1'1/19~,4 l7i5~556 0 , 0 , " 00 0 00::1 I I 65 r 102J
'_"M" . , . , . , . . , .) . . ,.
D~1l3 33 28~) , 116 183 . 5/19/1754 , 1021 17 0 , ~ (> , " ~~IO 0 007 I I ' ~ [ 102]
. , . , . , .,,:, , ,..' . O..~'
D~lG 33 283 , 116 18c, 3/23/19=14 , 414~IO 0 , .,,:, 0 , 5 1 0 0 .005 I I ()3 [ 102J
. , . ; . , , .
I D~1[3 , ...:. ..~' 216 , 115 808 4/25/.t 9~57 , 21573B 7 , .0 , ~I ~?O I) 003 I 84 [ 1:Y5J
, . , , . , .- , . .
DMG , .. . 18~', , .1.1::1 .8~IO 4/25/ 19~5? , 22241::: 0 , () , " 10 0 003 I 81 [ 150J
. ...:....:' . , , " , ... . ; ~, .
DMG , ":!'"z 2:H , 116 _004 ~1/26/ 1 (757 : 1 ~559:3~~:. , , U , ~5 00 0 004 I ?~5 ( l'j 71
, '-".-' . , . 0 ; , . , . .'" .J
I DMG , 710 , 1.1.\~-; " S'=~~) 9 /2:~:;!.1. 9b~::; , 1441~,~? 6 , . 0 , 5 00 () 008 I I I , 4("-;'; [ 77]
. -- . , , . , . . , . ,
DM13 , 31 811 , 117 1.51 12,1 2~2 / 1964 , ~~O~54:3~) 2 , .() , 5 ~60 0 .004 I , f36 [ 1~::;8 J
, . , . , , . , ,
DMG , ..,..., 190 , 116 1~::7 , 4/ 9/19t)f.-3 , 2::;:~tj 59 1 , '. 0 , 6 40 0 015 ,. 1. I , 'I:' [ 10:'IJ
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D~1G , ". '. In , 116 037 , 4/ 9/1768 , 3 71::7 " , 0 , " 20 0 .OO~1 I I , 70 ( 11::: ]
I , . . . , , , ...:.,.......:' . " , .. . , " . ,
D~1l3 , 33 .0,4..:" , 116 341.:> , 4/28/1969 , 2~:.204:2 9 , 0 : t~ t:jO 0 011 I I I , ~.. r:: [ 89J
. . , , , . , . . " . , ...)-..'
DM13 : 34 270 , 117 ::140 , 7/12/ 1970 , 14:3;0::'13 _0 , ..0 , 5 ..40 0 .00:::; I f36 ( 138J
. , . , , , . ,
DMG , 0::;3 , 11 :j .B21 , (7/~~:;O/1971 , 2::;:~4bl 1 , ~ 0 , ~! 10 0 OO~:; I 82 [ 1 ~)2 J
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I F'A~; . 34 '~~.--, _.~ , ll/J 44~, ; ~::;/.l~:./1979 , :21. 7 .1.{') ~I , ...:' 0 , ~~, 20 () OO:=~ 9'-7 r 1 (J(.l J
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F'{i::::; , 5:',? (/~':':"7 : :.i.. J. ~.:, ~':, .:-:1. i : l() :t(, 1 ,-~,M/C', , , 1 ';' , I:) , " lei 0 OO~:: '::.)0 L , ".." J
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CODE:NORTH : t1JEST : : H f'r1 See (km): t-1{1(:J.: g : INT~: mi [km]
l~~-. : ;;-.-;~;~ ; ~~~~;-;~ : -_.;~;;.~~~;;- ; ~;:)~:;;;~; - -; ~~) : --;, :.;;._m;:;..;:;~;;_ : .~-;~ : --;;-~._._~~;
PAS :33.098:115~632 4/26/1981 l12 928~4 3~0: 5.70 O~O()4 I 93 [ 150J
_:'AS :33.998l116.606 7/ b3/1.986 : 9~?044~:'1 3~O: 5~60 O~O(J5 II 7:'1 [ 1.21J
~AS :32~971:117~87CI 7/13/1986 :1347 8.2 3.0: 5.30 0.016 IV 37 [ 59J
~AS '34~061:118.079 10/ 1/1987 :144220.0 3.0: 5~90 0.005 II 85 [ 137J
I"AS 34.073 118.098 10/ 4/191:17 :1.0593B.2 3.0: 5.30 0.')(>3 I a6 [ r'.9]
'AS 33.082 115.775 11/24/1987: 15414.5 3.0: 5.80 O~005 II 85 [ 136J
'AS 33.013 115.839 11/24/1987 :131556.5 3.0: 6.00 0.rnJ6 II 81 [ 131]
PAS 33.919 118~627: 1/19/1989: 65328.8: 3.0: 5.00 C)~O()2 100 [ 161J
~SP 34.140 .117~700: 2/28/1990 l2::::;4336.6: 3.0: 5.20 0.004 I 80 [128]
~SP 34.262 118.0021 6/28/1991 :144354.5: 3.0: 5.40 0.003 I 94 [ 152J
GSP 133.961:116.318: 4/23/1992 :045023.(1: 3.0: 6.1.0 0.OC16 II 82 [ 132]
t-:JSN :34.201l116.436: 6/28/1992 :.t.1.~,734.1: 3.0: 7~60 0.015 I~) 92 [ 148J
jSP :34.139:116~431t 6/28/1992 :123640~6: 3.0: 5.10 0.003 88 [ 142J
3SF' 134.~::;41t.t.16.~.~129l 6/28/199:2 :.L?405:3~5: 3.0: ~S.20 0.002 98 [ 158J
Gqp :34.163:116.855: 6/28/1992 :144321.0: 3.0: 5.30 0.004 I 80 [ 129J
t<3f"'J :~)4~20.3:1.16.8:27: 6/28/1.992 :.1~30:'130.7: 3.0: 6.70 0.010 III: 8::; [1.34J
jSP j34~108:116.404: 6/29/1992 :141338~8: 3.0: 5.40 O~003 I 87 [ 141J
GSP :33.876:1.16.267: 6/29/1992 :160142.8: 3.0: 5.20 0.004 I 80 [ 129J
I':IEF :~~:;4.:)32:116~462: 7/ .1./1992 :074()29~9: ::::,,,0: ::1.40 O~002 9'i [160J
3SF: ::34.~::39: 116.8~F: 7/ '1/1992 :014:'.~~.7.6: 3.0: 0".:,',0 0.003 I "35 [ 1::\7]
GSP :33.902t116.284: 7/24/1992 l181436~2: 3.0: 5.(1(1 0.003 I 81 [ 130J
lJ~F : :34.19:=,: .1.16.. f.362 I 8/.t 7 / .199:2 : 2041 :',2 ~ 1 : ~:.. 0: 5. :~O 0 ~ 004 I ~32 [ 1:32 ]
~~~ :34.340:116.900: 11/27/1992 :16rnJ57.5: 3.0: 5.30 0.003 I 91 [ 147]
~DP :34~368:116~897: 12/ 4/1992 :O~0857~5: 3~0: 5.10 O~002 93 [ 150J
************************************************************** ****************
I-Et.D OF SEAF':C:H.. 141 RECOF:DS FOUND
COMPUTER TIME REGlUIRED FOR EARTHQUAKE SEARCH: 5~3 minutes
IAXI~lUM ~3ITE ACCEL.ERATlON DUF:ING TIt1E F'EF:IiJD 1800 TO 1'/en: 0.:)45g
.r~X I Ml.m
i.JH X I ~1UM
SITE INTENSITY INN) DURING TIME PERIOD 1800 TO 1993:
IX
MAGNITUDE ENCOUNTERED IN SEARCH: 7.60
.. 10 {',F: EST HI STUF': I ceiL, EAFnHFiLH',[<E W;S ABOUT
NUMBER OF YEARS REPRESENTED BY SEARCH:
5 MILES AWAY FROM SITE.
194 year-"
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RESULTS OF PROBABILITY ANALYSES
TIME PERIOD OF SEARCH: 1800 TO 1993
ILENGTH OF SEARCH TIME: 194 years
ATTENUATION RELATION: 1) Campbell (1991) Horiz.
*** TIME PERIOD OF EXPOSURE FOR PROBABILITY: 25
I~~~~~~~~~~~-~~-~~~~~~~~~~-~~~-~~~~~~~~~~~~
~- De.E'P Soil
year"s
8~ E"ioft Pock
1---iNO . OF:-A\iE-:--: RECljR~---------[::014PljT[DF'-ROE<Ai:~ILITY-OFE-;:-CE:EI)f;r;!ei:::-----
ACC.:TIMEStOCCUR.:INTERV. in t in in: in in t in : in
g :EXCED: #/yr : years 0.5 yr: 1 yr 10 yrl 50 yr 75 yr:l00 yr:*** yr
I~~~~:---;;:-~~~~;:--=~=;~ ~~~;;;:;~~;~~ ;~;;;;:;~;;;~ ~~;~;~:~~~~;~:;~;;=;
0.02: 11: 0.057: 17.636 0.0280:0.0551 0.4328:0.9413 0.9858:0.9966:0.7577
10003: 4: 0.021: 48.50C)10.010310.C)204 0.1863:0.6433 0.7870:0.8728:0.4028
0.04: 3: 0.015: 64.667tO.O()77:0.0153:0.1433:0.5385 0.6864:0.7870tO.3206
0.05: 1: O.OOS:194.000l0.0026:0.0051:0.0502lCI.2272 0.3206:0.4028:0.1209
0.061 1: O.005:194.000:0.0026~O.0051:0.0502:0.227210.320610.4028:0.1209
10.07: 1: O.OOS:194.000:0.0()26:0.00S1:0.0502l0.2272:0.3206ICI.4028:0.1209
0.08: 1: 0.OOS:194.00010.0026:0.0051:0.0502:().2272:0.3206:().4028:0.1209
0.09: 1: 0.005:194.000:0.0026:0.0051:0.0502:0.2272:0.3206:0.4028:0.1209
10.10: 1: O.OOS:194.000:0.0026:0.0051:0.0502:0.2272:0.3206:0.4CI28:0.1209
0.111 11 0.0051194.000:0.0026:Cl.005110.050Z:CI.2272:0.32Cl6:0.4028:1).1209
0.12: II O.0051194.000:0.0026:0.()051:0.050210.2272:0.321)6:0.4028:0.1209
10.13: 1: O.OCIS:194.000:0.(1(126:0.0051:0.050i:0.227Z:CI.3206:0.4028:0.1209
0.14: 1: O.005:194.000:0.0026:(I.0051:0.0502:().2272:0.3206~O.4028:0.1209
0.15: 1: 0.005:194.00010.0026JO.01)51:0.0502:0.2272:0.3206:0.4028:CI.12()9
0.161 11 0.OOS1194.0()0:O.00261().I)05110.050210.227210.3206:0.4028:t).1209
10.17: 1: O.0051194.01)0:0.O()26:0.0051:0.050210.2272:0.3206:0.4028:0.1209
0.18: 1: 0.005~194.000:0.002610.0051:0.0502:0.227210.3206:0.4028:0.121)9
0.19: 11 0.005:194.0(IO~0.0026 0.0051,:O.0502:0.2272:0.3206:0.4028tC'.12(19
10.20: 11 0.005:194.000:0.0026 0.0051:0.050210.2272:0.3206:0.41)28:0.1209
0.21: 1: 0.00S:194.0('010.0026 (I.005110.0S02:1).2272:0.3206:0.402810.1209
0.22: 1: 0.005:194.000:0.0026 0.0051:0.0502:0.2272:0.3206:0.402810.1209
0.23: 11 O.OOS:194.00()tO.O(126 O.0051:0.0502~().2272:0.320610.4028:0.1209
10.24: 11 0.0051194.000:0.0026 0.0051:0.0502:0.227210.320610.4028:0.1209
0.25: 1: 0.005:194.00010.0026 O.O()51:0.0502tO.2272:0.3206 0.4028:0.1209
0.261 1: 0.()05:194.000tO.0026'0.0051:0.0502:0.2272:0.3206 0.4028:0.1209
10.27 11 0.0(15:194.000:0.0026 0.0051:0.0502:0.227210.3206 0.4028:0.1209
0.28 1: 0.0()S:194.000:0.0026 0.0051:0.0502:0.2272:0.3206 0.4028:0.1209
0.29 1: 0.005:194.000:0.0026 0.005110.OS02:0.2272:0.3206 0.4028:0.1209
10.30 1: O.OOS:194.()OOrO.0026 0.0051 0.0502:0.2272:0.3206 O.4CI28:0.1209
0.31 1: (I.005~194.000:0.0026 O.OCI51 (1.0502:0.2272:0.3206 0.4028:0.1209
0.32 1: 0.005:194.000:0.0026 0.0051 0.0502:().2272:0.3206 0.4028:0.1209
0.33~ 1: 0.005:194.(100:0.002610.0051 0.0502:0.2272:0.3206 0.4028:0.1209
I~:~~~----~~-~:~~~~~:~:~~~~~:~~~~~~:~~~~-~:~~~~~~:~~=~~~:~~~~~~:~~~~~~:~~~:
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PRDEiA8 I L_ I TY
1--- -- ---- - - -----
DF EXCEEDANCE FDR MAGNITUDE
~--~~---~'---'-~'---"--'-'-----'--'-'---"-'-------'-'-.---.--.-..---.-------.--.---.........---.----.......-...-.........--....--....-......-----_____..._......_......._............._._.__.."'.."_n'_
: NO . OF: ?'~I,)E:. : F~:ECUF~:F~" :
IMAI- '-1- I 'le,--- , l-- C --LJI--' 'I t- 'l-I--F'" ,
.:1. I .~.~:;:Jl J'JL., ''\. I. '~ :::. ,v. I.. ":n
:EXcE[): #jy~ : years :U.~ yr
, ,
.-..-....-...-- I .----...--... I
1:::,,,00:
5. ~50:
6.00:
6.50:
17 (-,(-,,
'''.. _,I
7.50:
, ,
------~l-.--------I------
(1.727: 1.376:0.3047
0.2531 3.959:0.1186
0..124: 8.083l0.060j)
0.0571 17.63610.0280
2: 0.010: 97.000:0.0051
1: 0.005:194.000:0.0026
1411
4(7 J
24:
11:
CD~~UTED PRDBA8ILITY OF EXCEEDANCE
in I.n
.1. yr": 10 yr'
,in In in in
50 yrl 75 yrtl(IO yr:*** yr
------l------:------J------
0.51651(1.9993 1.(I00011.(IOO():lwl)(IOOll,.OOOO
0.2232l0.9200 1.001)()11.0000:1.0QOOlO.9982
0.1164:0.7(198 O.997910.999911.(IOOOl!J.9546
O.I)551:0.4328:0.9413l0.9858l0.9966:0.7577
0.01(1310.0980:0.4028:0.5385:0.6433:0.2272
O.0051:0.0502JO.2272l0.32061(1.4028:0.1209
--------------.--.--.------------------,-----------------------------------------,-------_.-
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GUTENBERG & RICHTER REDJRRENCE RELATIDNSHIP:
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a..-va 1 UEoO'=
b.'-v...;.~ 1 ue=
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