2002-7344 I/G/CN Dl D 9�
city o
NGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 2, 2003
Attn: Developers Surety and Indemnity Company
17780 Fitch
Suite 200
Irvine, California 92614
RE: Pauline Jordan
1036 and 1038 Dewitt Avenue
APN 264-540-02
Improvement Plan 7344-1
Partial release of security
Permit 7344-1, authorized improvements as shown on approved plan, all needed to build
the described project. The Field Operations Division has approved the improvements.
Therefore, a reduction in the security deposit is merited.
Performance Bond 8269935, in the amount of$23,920.00, may be reduced by 75%
to 5,980.00. The document original will be kept until such time it is fully exonerated.
The remainder will be released after the one-year warranty inspection is approved.
Should you have any questions or concerns,please contact Debra Geishart at(760) 633-
2779 or in writing, attention this Department.
Sincerely, /t
lO
Masih Maher J embach
Senior Civil Engineer Finance Manager
Field Operations Financial Services
CC Jay Lembach,Finance Manager
Pauline Jordan
Debra Geishart
File
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
ENGINEERING SERVICES DEPARTMENT
cit y O f Capital Improvement Projects
~ District Support Services
Encinitas Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
July 2, 2003
Attn: Developers Surety and Indemnity Company
17780 Fitch
Suite 200
Irvine, California 92614
RE: Pauline Jordan
1036 and 1038 Dewitt Avenue
APN 264-540-02
Grading Permit 7344-G
Final release of security
Permit 7344-G authorized earthwork, storm drainage, and erosion control, all needed to
build the described project. The Field Operations Division has approved the grading.
Therefore, release of the security deposit is merited.
Performance Bond 826992S, in the amount of$27,600.00, is hereby fully exonerated.
The document original is enclosed.
Should you have any questions or concerns,please contact Debra Geishart at(760) 633-
2779 or in writing, attention this Department.
Sincerely,
Masih Maher J hea h
S enior Civil Engineer Finance Manager
Financial Services
Cc: Jay Lembach,Finance Manager
Pauline Jordan
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
^-Ai
ENGINEERING SERVICES DEPARTMENT
I Capital Improvement Projects
u'- City of
u District Support Services
Encinitas Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
June 29, 2004
Attn: Developers.Surety and Indemnity Company
17780 Fitch
Suite 200
Irvine, California 92614
RE: Pauline Jordan
1036 and 1038 Dewitt Avenue
APN 264-540-02
Improvement Plan 7344-I
Final release of security
Permit 7344-I authorized improvements as shown on approved plans, all needed to build
the described project. The Field Operations Division has approved the improvements and
the one-year warranty period inspection. Therefore, release of the security deposit is
merited.
Performance Bond 8269935, in the remaining amount of$5,980.00, is hereby fully
exonerated. The original amount was $23,920.00. The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Depal�ment.
Sincerely,
Masih Maher J em ach
Senior Civil Engineer Finance Manager
Financial Services
CC: Jay Lembach, FinanceManager
Pauline Jordan
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
EAST COUNTY SOIL CONSULTATION
& ENGINEERING INC.
10925 HARTLEY ROAD, SUITE I C 2 l
SANTEE, CALIFORNIA 92071
(619) 258-7901
Fax 258-7902
October 28, 2002
Pauline Jordan
1527 Tzena Way
Encinitas, California 92024
Subject: Project No. 01-1167C1B
Report of Field Density Tests, Retaining Wall Backfill
Proposed Three-Story Single Family Residence
DeWitt Avenue, APN 258-321-12-00
City of Encinitas, California
References:1."Report of Field Density Tests, Proposed Three-Story Single Family
Residence, DeWitt Avenue, APN 258-321-12-00, City of Encinitas,
California," Prepared by East County Sooil Consultation & Engineering
Inc., Dated August 05, 2002, Project No. 01-1167C 1 A
2."Limited Site Investigation, Proposed Three-Story Single Family
Residence, DeWitt Avenue, APN 258-321-12-00, City of Encinitas,
California," Prepared by East County Soil Consultation & Engineering
Inc., Dated January 30, 2001, Project no. 01-1167C1
Dear Mrs Jordan:
This is to present the results of field density tests performed on the retaining wall backfill
for the proposed single family residence to be located on DeWitt Avenue, in the City of
Encinitas, California.
In accordance with your request, in-place field density tests were performed in
conformance with ASTM D1556-90. Backfill was conducted between September 20 and
October 24, 2002 under the observation and testing of a representitive of East County Soil
Consultation & Engineering Inc.
On-site fill soils consisting of silty sand were placed in thin lifts and compacted in excess
of 90 percent relative compaction while maintaining a moisture content around optimum.
Compaction was achieved with the use of Handwhackers.
Jordan Project No. 01-1167C 1 B
The results of the field density tests are presented on pages T-1 under "Table of Test
Results". The laboratory determinations of the maximum dry density and optimum
moisture content of the soils are set forth on page L-1 under "Laboratory Test Results".
The approximate test locations are shown on Plate No. 1.
Based on our field observation and density testing, it is our opinion that the backfill
operation was performed in accordance with the referenced soil report ( Reference No. 2 )
and local grading ordinances.
If we can be of further assistance, please do not hesitate to contact our office.
Pages T-1, L-1, and Plate No. 1 are parts of this report.
Respectfull , .
— '9l
S.p�F2
Na C M
* EYO• 1Z-3i
sqT£0CM�
Mamadou Saliou Diallo, P.E.
RCE 54071
MSD/jm
2
Jordan Project No. 01-1167C 1 B
PAGE T-1
TABLE OF TEST RESULTS
ASTM D1556-90
MAXIMUM
DEPTH FEILD DRY DRY
TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT
NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION REMARK
1 1 2' 8.6 117,5 126.5 93
2 1 4' 8.1 116.4 126.5 92
3 1 2' 9.8 120.9 126.5 96
4 1 6'FG 9.1 117.9 126.5 93
5 1 2' 8.6 116.5 126.5 92
6 1 2' 5.9 114.7 126.5 91
7 1 4'FG 6.4 116.4 126.5 92
8 1 4'FG 8.2 121.3 126.5 96
FG=FINISH GRADE TESTS
3
Jordan Project No. 01-116 -AB
PAGE L-1
LABORATORY TEST RESULTS
MAXIMUM DENSITY AND OPTIMUM MOISTURE
(ASTM D1557)
The maximum dry densities and optimum moisture contents of the _ill materials as determined by ASTM
D1557-91, Procedure A and B which uses 25 blows of a 10 pound ilide hammer falling from a height of 18
inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C
which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal
layers in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
DRY DENSITY CONTENT
Soil Type/Procedure (Lb/cu. Ft.) (%)
1/A RED BROWN SILTY FINE 126.5 9.0
GRAINED SAND
RESULTS OF PARTICLE SIZE ANALYSIS
(ASTM D-422)
U.S. Standard
Percent
Sieve Size Passing
1" 100
''/z" 100
3/8" 99
#4 99
#8 98
#16 97
#30 91
#60 31
#100 16
#200 9
USCS SP-SM
4
3l W
• ��� .�/Vs rry 7ZFS75
EAST COUNTY SOIL CONSULTATION
& ENGINEERING, INC. v
10925 HARTLEY RD..SUITE I,SANTEE.CA 92071
(619)258-7901 Fax(619)258-7902
1
RECORDED REQUEST OF ) C 2002-0478511
T First American Title y: DO
SUBDIVISION MAPPING DEPT. ) JUN pp
City of Encinitas )
GFFIGUA RECORDS
When Recorded Mail to: 1 SCI DIEGO COL14TY RECOF:DER`S DFFIL
CKGORY J. SVIIII1. CCtlly RE10DER
City Clerk 009923 FEES: 0.00
City of Encinitas ) : ;41a
505 South Vulcan Avenue )
Encinitas, CA 92024 )
C rt FOR THE BENEFIT OF THE CITY )SPACE ABOVE FOR RE' 2 2-0478511
�l -Z DRAINAGE EASEMENT
Assessor's Parcel No. Project No.: 01-096
258-321-12 W.O. No.: 7344-G
PAULINE JORDAN A MARRIED WOMAN AS HER SOLE AND SEPARATE
PROPERTY, hereinafter designated Grantors do hereby grant, bargain, convey and
release unto the City of Encinitas, herein designated Grantee, its successors and
assigns, a perpetual easement and right-of-way upon, through, under, over and
across the hereinafter described real property for the installation, construction,
maintenance, repair, replacement, reconstruction and inspection of an enclosed flood
DRAINAGE channel and all structures incidental thereto, and for the flowage of any
waters in, over, upon or through said channel, together with the perpetual right to
remove trees, bushes, undergrowth, and any other obstruction interfering with the
use of said easement and right-of-way by the Grantee, its successors or assigns. To
have and to hold said easement and right-of-way unto itself and unto its successors
and assigns forever together with the right to convey said easement, or any portion
of said easement, to other public agencies.
The real property referred to herein above and made subject to said easement and
right-of-way by this grant is situated in the City of Encinitas, County of San Diego,
State of California, and is particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO :DND MADE A PART HEREOF BY
THIS REFERENCE,
The Grantee, its successors and assigns, shall be responsible for operating,
maintaining, and keeping in good repair the above-described works of improvement.
Drainage easement JORDAN 00-096 1
009924
s
f ..
The Grantor, his successors and assigns, reserves the right to enclose in a manner
approved by the Grantee, its successors and assigns, any portion of an unenclosed
flood drainage channel provided such enclosure is constructed or installed by a
licensed contractor in accordance with plans and specifications approved by and to
the satisfaction of the Grantee, its successors and assigns. In granting its approval,
the Grantee, its successors and assigns,
ttractor o�sG Grantor of fl an adequate form' of
but not limited to, the filing by the con
security, as approved by the City Engineer, to guarantee completion of the work.
There is reserved to the Grantor, his successors and assigns, the right and privilege
to use the above described land of the Grantor at any time, in any manner and for
any purpose not inconsistent with the full use and enjoyment by the Grantee, its
successors and assigns, of the rights and privileges herein granted.
Dated this 2-S day of I v l , 2002.
Gran r: P uline Jor an
Signature of Owners to be notarized.
Attach the appropriate acknowledgments.
I certify on behalf of the City Council of the City of Encinitas, pursuant to authority
conferred by Resolution No. 94-107 of said Council adopted on November 9, 1994
that the City of Encinitas accepts and consents to the making of the foregoing
DRAINAGE EASEMENT Dedication and consents to recordation thereof by its duly
authorized officer.
Date:
By:
Leroy Bo as
Director of Engineering Services
City of Encinitas
Drainage easement JORDAN 00-096 2
A"LL-FbRPOSE ACKNOWLEDGEMENT 009925
State of California SS.
County of San Diego
Ncal Ganz
On before me, 11"TARY) '
(�Z i
personally appeared '
su,.eROs)
� personally known tome - OR - %� proved to me on the basis of satisfactory
evidence to be the person(s) whose name(s)
is/are subscribed to the within instrument and
acknowledged to me that he/she/they executed
the same in his/her/their authorized
capacity(ies). and that by his/her/their
„i...,,.w...*� signatures(s) on the instrument the person(s),
oFFIC�GANZ or the entity upon behalf of which the
NOTARYIPUBUC-CALIFORNIA$ person(s) acted, executed the instrument.
COMM.NO.1309685
Cr
SAN DIEGO COUNTY
MY COMM.EXP.JULY 16,2005
WITNESS my hand and official seal.
NOTARY' IGNATURE
OPTIONAL INFORMATION
The information below is not required by law. However, it could prevent fraudulent attachment of this acknowl-
edgement to an unauthorized document.
CAPACITY CLAIMED BY SIGNER (PRINCIPAL) DESCRIPTION OF ATTACHED DOCUMENT
F1 INDIVIDUAL
[] CORPORATE OFFICER
TITLE OR TYPE OF DOCUMENT
11IL"sl
PARTNER(S) NUMBER OF PAGES
[� ATTORNEY-IN-FACT
TRUSTEE(S)
GUARDIAN/CONSERVATOR DATE OF DOCUMENT
OTHER:
OTHER
e
r
SIGNER IS REPRESENTING: RIGHT THUMBPRINT a
NAME OF PERSON OF S)OR ENTITY(IES) E
r
SIGNER o
S
APA 5/99 VALLEY-SIERRA. 800-362-3369
' 009926
EXHIBIT"A"
LEGAL DESCRIPTION
THE NORTHERLY 5.00 (FIVE) FEET MEASURED AT RIGHT ANGLES TO THE NORTHERLY
LINE OF THE FOLLOWING DESCRIBED PROPERTY:
LOT 5 IN BLOCK 10A OF STURGES AND RATTON'S SUBDIVISION OF EAST BLOCK 10 OF
ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,
ACCORDING TO MAP THEREOF NO. 33, FILED IN THE OFFICE OF THE COUNTY RECORDER
OF SAN DIEGO COUNTY,MARCH 19, 1887.
ALSO THAT PORTION OF THE WEST 10 FEET OF DE WITT AVENUE LYING EAST OF AND
ADJACENT TO SAID LOT, AS VACATED AND CLOSED TO PUBLIC USE BY RESOLUTION OF
THE BOARD OF SUPERVISORS OF SAN DIEGO COUNTY, A CERTIFIED COPY OF WHICH
WAS RECORDED SEPTEMBER 15, 1949,IN BOOK 3319,PAGE 345 OF OFFICIAL RECORDS.
DOC ,. 2002-0500137
JUN 12P 2002 4 : 24 PM
Recording Requested by: ) OFFICIAL RECORDS
City Engineer ) SM DIEGO COMITY RECORDER'S OFFICE
GREGORY J. SHITHP COIWY RECORDER
When Recorded Mail To: ) FEES: 17.00
City Clerk )
City of Encinitas )
505 South Vulcan Avenue )
rf Encinitas CA 92024 ) SPACE ABOVE FOR RECORDER'S USE
b COVENANT REGARDING REAL PROPERTY
0," WAIVER OF PROTEST TO ASSESSMENTS
I � Asse sor' s Parcel
Number: 258-321-12 Project No. O1-096 TPM
A. PAULINE JORDAN, A MARRIED WOMAN AS HER SOLE AND
SEPARATE PROPETY as, ("OWNER" hereinafter) is the owner
of real property which is commonly known as TPM 01-096,
("PROPERTY" hereinafter) and which is legally described
as follows :
See Attachment "A" which is attached hereto and made a
part hereof .
B. In consideration of TPM 01-096 OWNER hereby covenants
and agrees for the benefit of CITY, to do the following:
No protest shall be made by the owners to any
proceedings for the installation or acquisition of
street improvements, including undergrounding of
utility lines, under any special assessment 1911 or the
Municipal Improvement Act of 1913 , or any other
applicable state or local law, and whether processed by
the City of Encinitas or any other governmental entity
having jurisdiction in the matter and for the purposes
of determining property owners support for same .
C. This Covenant shall run with the land and be binding
upon and inure to the benefit of the future owners, encumbrancers,
successors, heirs, personal representatives, transferees and
assigns of the respective parties .
D. OWNER agrees that OWNER' s duties and obligations under
this Covenant are a lien upon the PROPERTY. Upon notice and
opportunity to respond, CITY may add to the property tax bill of
the PROPERTY any past due financial obligation owing to CITY by
way of this Covenant .
waiver. doc JORDAN 01-096
FEB 10 2002
HYDROLOGY REPORT
JORDAN RESIDENCE
1036 & 1038 DEWITT AVENUE
ENCINITAS, CA
Prepared for:
Pauline Jordan
1527 Tzena Way
Encinitas, CA 92024
w
n Prepared by:
.. r1
�" ct No.29 2 7
Exp. 3/:31/03
; �' v`� '` r bNA, Inc.
Op and planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
Carlsbad, CA 92008-4387
(760) 931-8700
January 11, 2002
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA INC.
5115 AVENDIA ENCINAS, SUITE L
CARLSBAD, CA 92008
************************** DESCRIPTION OF STUDY **************************
* PROPOSED HYDROLOGY FOR 100 YEAR STORM EVENT
*
*
**************************************************************************
FILE NAME: JORDON.DAT
TIME/DATE OF STUDY: 17:38 1/10/2002
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 120.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 370.00
UPSTREAM ELEVATION = 160.00
DOWNSTREAM ELEVATION = 134.40
ELEVATION DIFFERENCE = 25.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.994
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.551
SUBAREA RUNOFF(CFS) = 2.50
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.50
****************************************************************************
1
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN. ) = 9.99
RAINFALL INTENSITY(INCH/HR) = 4.55
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 220.00
UPSTREAM ELEVATION = 140.00
DOWNSTREAM ELEVATION = 134.40
ELEVATION DIFFERENCE = 5.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.755
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.341
SUBAREA RUNOFF(CFS) = 1. 19
TOTAL AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 1.19
****************************************************************************
FLOW PROCESS FROM NODE 120. 00 TO NODE 120.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN. ) = 10.75
RAINFALL INTENSITY(INCH/HR) = 4.34
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1. 19
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 2.50 9.99 4.551 1.00
2 1. 19 10.75 4.341 .50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 3.64 9.99 4.551
2
2 3.58 10.75 4.341
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3. 64 Tc(MIN. ) = 9.99
TOTAL AREA(ACRES) = 1.50
FLOW PROCESS FROM NODE 120.00 TO NODE 120.10 IS CODE = 4
----------------------------------------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 14.0
UPSTREAM NODE ELEVATION = 124.43
DOWNSTREAM NODE ELEVATION = 106.47
FLOWLENGTH(FEET) = 113.41 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.64
TRAVEL TIME(MIN. ) _ .14 TC(MIN. ) = 10.13
FLOW PROCESS FROM NODE 120.10 TO NODE 120.20 IS CODE = 4
----------------------------------------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 6.6
UPSTREAM NODE ELEVATION = 106.39
DOWNSTREAM NODE ELEVATION = 106.00
FLOWLENGTH(FEET) = 20.40 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18. 00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.64
TRAVEL TIME(MIN. ) _ .05 TC(MIN. ) = 10.18
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 3. 64 Tc(MIN. ) = 10.18
TOTAL AREA(ACRES) = 1.50
END OF RATIONAL METHOD ANALYSIS
3
CHART 1-103.6C
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to
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Is
ELEVATION SECTION
REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. N0.
NOMOGRAM - CAPACITY , CURB
INLET AT SAG
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1 I INTERPRETATIONS FOR LAND MANAGEMENT
KEY TO INTERPRETATION RATING SYMBOLS:
HYDROLOGIC SOIL GROUPS: LIMITATIONS:
A - HIGH 1NFILTRAT/0N RATE SL - SLIGHT DEGREE OF LIMITATION
B MODERATE INFILTRATION RATE M - MODERATE DEGREE OF LIMITATION
SLOW INFILTRATION RATE SE - SEVERE DEGREE OF LIMITATION
rl
D
VERY SLOWINFILTRAT/ONRATE
Interpretation Ratingb Interpretation Ratingb
Soil Map o g Soil Map o o
Symbol' Erodibility by Water >m M Symbol' o Erodibility by Water m
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(1) (2) (3) (4) (1) '(2) (3) (4)
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IsA C SE (str) (Hr) D SE (sip) SE
KcC B SE (txt) SL 9 Md D
KcD2 B SE (txt) SL s MI A SE (txt) SL
IE SE (txt) SL
LaE2 A SE (txt) SL s SE (str)
LaE3 A SE (txt) SE 9 Mn6 B SE (str)
LcE A SE (txt) M 9 MoA B SE (str)
-' LcE2 A SE (txt) M 9 MpA2 B SE (str)
LcF2 A SE (sip) M 9 MrG D SE (sip) SE
LdE c MvA A SE (txt) SL 9
(La) A SE (txt) M 9 MvC A SE (txt) SL 9
(Sp) C SE (txt) M 9 MvD A SE (txt) SL 9
"-� LdG c MxA D SE (txt) SL 9
(La) A SE (sip) M 9
(Sp) C SE (sip) M 9 OhC D SE (str) SL
LeC D SE (txt) SL OhE D SE (str) SL
T! LeC2 D SE (txt) SL OhF D SE (sip) M
LeD D SE (txt) SL OkC
LeD2 D SE (txt) SL (Oh) D
LeE D SE (txt) SL (Ur) D
LeE2 D SE (txt) SL OkE
LeE3 D SE (txt) SE (Oh) D
LfC ° (Ur) D
(Le) D
(Ur) D PeA D SE (dpt) SL
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(Ur) D PeD2 D SE (dpt) SL
LpB D M (txt) SL PfA D SE (str) SL
LpC D M (txt) SL PfC D SE (str) SL
LpC2 D M (txt) SL Py D M (txt)
LpD2 D M (txt) SL
LpE2 D M (sip) SL RaA C SE (str) SL
LrE D M (sip) M RaB C SE (str) SL
LrE2 D M (sip) M RaC C SE (str) SL
_ LrG D SE (sip) M RaC2 C SE (str) SL
LsE C M (txt) M RaD2 C SE (str) SL
LSF C SE (sip) M RcD C SE (std) SL
—� 95
J
5
EAST COUNTY SOIL CONSULTATIONt JAN 1 4 ZOOZ
AND ENGINEERING,INC. F` f- - .., --- — 2
EN61Ntr.H6UE9RES
10925 Hartley Road, Suite I CITYOFENCiNITAA -,_
Santee, California 92071
(619) 258-7901
Fax 258-7902
January 30, 2001
Pauline Jordan
1385 Trabert Ranch Road
Encinitas, California 92024
Subject: Project No. 01-1167C1
Limited Site Investigation
Proposed Three-Story Single-Family Residence
Dewitt Avenue, APN 258-321-12-00
City of Encinitas, California.
Dear Mrs . Jordan:
In accordance with your request, we have performed a limited
investigation of the soil conditions at the subject site .
The investigation was undertaken to provide the soil
engineering criteria for site grading and recommend an
appropiate foundation system for the proposed three-story
single-family residence .
The subject site was found to be underlain by Terrace
Deposits to the explored depth of six (6) feet within the
limits of the proposed development .
These Terrace Deposits generally consists of reddish brown,
fine-grained sandstone exhibiting a very low potential for
expansion. Consistency ranges from loose to a depth of three
(3) feet and medium dense at greater depths .
It is our opinion that the proposed development is feasible
provided the recommendations herein are implemented during
construction.
Respectfully submitted,
Mamadou a iou Diallo, P. E.
RCE 54071
MSD/jm
JORDAN PROJECT NO. 01-1167C1
INTRODUCTION
This is to present the findings and conclusions of a soils
investigation for the proposed three-story single-family
residence located on the west side of Dewitt Avenue, in the
City of Encinitas, California .
The objectives of the investigation were to determine the
existing soils conditions and provide recommendations for
site development .
In order to accomplish these objectives, three exploratory
holes were excavated to a maximum depth of 6 feet;
undisturbed and loose bag samples were obtained, and
laboratory tests were performed.
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The subject site is located on the west side of Dewitt
Avenue, in the City of Encinitas, California. The site slopes
moderately to the west and is bounded by existing single-
family residences and an existing park to the west. It is
our understanding that the proposed development consists of
a three-story, wood-framed, single-family dwelling to be
founded on continuous footings with a slab-on-grade floor
system. According to the project structural engineer,
anticipated loads are approximately 2000 pounds per lineal
foot for the continuous footings .
FIELD INVESTIGATION
Three exploratory holes were excavated with a shovel and a
hand auger to a maximum depth of six (6) feet on January 03,
2001 at the approximate location shown on the attached Plate
No. 1, entitled "Location of Exploratory Holes" . A
continuous log of the soils encountered was recorded at the
time of excavation and is shown on the attached Plate No. 2,
entitled "Summary Sheet" .
The soils were visually and texturally classified according
to the filed identification procedures set forth on the
attached Plate No. 3 entitled "Uniform Soil Classification
Chart" .
2
JORDAN PROJECT NO. 01-1167C1
SURFACE CONDITIONS
The surface soils encountered during the course of our
investigation were Terrace Deposits consisting of reddish
brown, fine grained sandstone. Consistency ranges from loose
to the depth of three feet to medium dense to the explored
depth of six feet .
EXPANSIVE SOILS
An expansion index test was performed on a sample of the
subgrade soil encountered to determine volumetric change
characteristics with change in moisture content . An
expansion index of 0 indicates a very low potential for
expansion.
GROUNDWATER
Ground water was not encountered during the course of our
investigation. We do not expect the ground water table to
affect the proposed improvements .
GEOLOGIC HAZARDS
A review of the available geological literature pertaining
to the site indicates the existence of the Rose Canyon Fault
Zone approximately 12 Km to the west . Ground shaking from
this fault or one of the major active faults in the region
is the most likely happening to affect the site. With
respect to this hazard, the site is comparable to others in
the general area. The proposed residential structures should
be designed in accordance with seismic design requirements
of the 1997 Uniform Building Code or the Structural
Engineers Association of California using the following
seismic design parameters :
PARAMETER VALUE UBC REFERENCE
Seismic Zone Factor, Z 0.40 Table 16-I
Soil Profile Type Sp Table 16-J
Seismic Coefficient, Ca 0.44 Table 16-Q
Seismic Coefficient, Cv 0.64 Table 16-R
Near-Source Factor,Na 1.0 Table 16-S
Near-Source Factor,Nv 1.0 Table 16-T
Seismic Source B Table 16-U
Based on the absence of shallow ground water, type and
consistency of the soil deposit, it is our opinion that the
potential for liquefaction is low.
3
JORDAN PROJECT NO. 01-1167C1
CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon
the analysis of the data and information obtained from our
soil investigation. This includes visual inspection; field
investigation; laboratory testing and our general knowledge
of the soils native to the site . The site is suitable for
the proposed construction provided the recommendations set
forth are implemented during construction.
GRADING AND EARTHWORK
Site grading should begin with clearing and grubbing, e. g.
the removal of vegetation, debris and deleterious materials .
It is our understanding that the building pad will be
undercut to a depth of app.'roximately nine (9) feet below
existing grade to meet proosed finish elevations . It is
anticipated that the building pad will be founded in cut .
Therefore, we recommend that the upper 12 inches of subgrade
be scarified, moisture conditioned to near optimum and
recommpacted to a minimum of 90 percent relative compaction.
If a transition between cut and fill occurs under the
building pad, we recommend that the upper three (3) feet of
subgrade soils be overexcavated, moisture conditioned to
near optimum, and compacted to a minimum of 90 percent
relative compaction. The actual depth and extent of removal
should be evaluated in the field at the time of excavation
by a representative of this firm. Grading should be done in
accordance with the attached appendix A.
FOUNDATION AND SLAB
a . Continuous footings and/or spread footings are suitable
for use . Continuous footings shall extend a minimum of 24
inches for the three-story structure into the native soils,
and should be a minimum of 18 inches in width. The footing
should be reinforced with a minimum of four #4 steel bars;
two bars placed near the top of the footings and the other
two bars placed near the bottom of the footings . The
reinforcing steel should be verified by the project
structural engineer.
b. Concrete floor slabs should be a minimum 4 inches thick.
Reinforcement should consist of #3 bars placed at 16 inches
on center each way. Slab reinforcement should be placed
within the middle third of the slab by supporting the steel
4
JORDAN PROJECT NO. 01-1167C1
on chairs or concrete blocks "dobies" . The slab should be
underlain by 2 inches of clean sand over a 10-mil visqueen
moisture barrier. The effect of concrete shrinkage will
result in cracks in virtually all concrete slabs . To reduce
the extent of shrinkage, the concrete should be placed at a
maximum of 4 inch slump. The minimum steel recommended is
not intended to prevent shrinkage cracks .
c. Where moisture sensitive floor coverings are anticipated
over the slab, the 10 mil plastic moisture barrier should be
underlain by a capillary break at least 4 inches thick,
consisting of sand, gravel or crushed rock not exceeding 3/4
inch in size with no more than 5 percent passing the #200
sieve .
d. An allowable soil bearing value of 2000 pounds per square
foot may be used when designing continuous foundations and
spread footings at least 18 inches wide and founded a
minimum of 24 inches into the native soil . This value may be
increased by 550 pounds per square foot for each additional
foot of depth and 220 pounds per square foot for each
additional foot of width to a maximum value of 6000 lb/ft2 .
e. Lateral resistance to horizontal movement may be provided
by the soil passive pressure and the friction of concrete to
soil. . An allowable passive pressure of 250 pounds per square
foot per foot of depth may be used. A coefficient of
friction of . 35 is recommended. The passive pressure as well
as the soil bearing value may be increased by 1/3 for wind
and seismic loading.
RETAINING WALLS
Unrestrained, cantilevered retaining walls with level
backfill should be designed to resist an active equivalent
fluid .pressure of 35 pounds per cubic foot . This pressure is
based on the backfill soils being free draining and non-
expansive . On-site soils are suitable for backfill and must
be approved by the soils engineer prior to use .
Restrained walls, such as basement walls, that are not free
to rotate should be designed to resist an active equivalent
fluid pressure of 55 pounds per cubic foot .
SETTLEMENT
Because of the type and consistancy of the subgrade
soils (sandstone) , settlement should be within acceptable
limits .
5
JORDAN PROJECT NO. 01-1167C1
DRAINAGE
Adequate measures shall be undertaken to properly finish
grade the site after the structures and other improvements
are in place, such that the drainage water within the site
and adjacent properties is directed away from the
foundations, footings, floor slabs and the tops of slopes
via surface swales and subsurface drains towards the natural
drainage for this area. Proper surface and subsurface
drainage will be required to minimize the potential of water
seeking the level of the bearing soils under the
foundations, footings and floor slabs, which may otherwise
result in undermining and differential settlement of the
structures and other improvements .
LIMITATIONS OF INVESTIGATION
The recommendations of this report pertain only to the site
investigated and based upon the assumption that the soil
conditions do not deviate from those disclosed in the holes .
If any variations or undesirable conditions are encountered
during construction, or if the proposed construction will
differ from that planned at the present time, East County
Soil Consultation and Engineering, Inc. should be notified
so that supplemental recommendations can be provided.
Page L-1, Plates No. 1 through 3, Shear Test results,
References and Appendix A are parts of this report .
Respectfully submitted,
O!g No.C 054071 rn
Mamadou Saliou Diallo, P. E.
RCE 54071 J' CML %
MSD/jm 9TFOF CA1-�ti0�`.
6
8
yFp(f Z
1
EAST COUNTY SOIL CONSULTATION
&ENGINEERING, INC.
10925 HARTLEY RD.,SUITE I,SANTEE,CA 92071
SOILS-FOUNDATIONS
2w- l v,1- 7C/
JORDAN PROJECT NO. 01-1167C1
PLATE NO. 2
SUMMARY SHEET NO. 1
HOLE NO. 1
DEPTH SOIL DESCRIPTION Y M
Surface TERRACED DEPOSITS
medium brown, damp, loose,
fine grained sand (SP-SM) (Qt2)
1 . 0' red brown, damp, loose, 3 . 1
fine grained sand
3 . 0' tan brown, damp,medium dense,
fine grained sand
5 . 0'
bottom of hole, hole backfilled 1-03-01
------------------------------------------------------------
HOLE NO. 2
DEPTH SOIL DESCRIPTION Y M
Surface TERRACED DEPOSITS
medium brown, dry, loose
fine grained sand
1 . 0' red brown, damp, loose,
fine grained sand
3 . 0' tan brown, damp, medium dense, 2 . 8
fine grained sand
5 . 0 \\ N% IN
bottom of hole, hole backfilled on 1-03-01
------------------------------------------------------------
HOLE NO. 3
DEPTH SOIL DESCRIPTION Y M
Surface TERRACED DEPOSITS
medium brown, dry, loose
fine grained sand
1 . 0' red brown, damp, loose
fine grained sand
2 . 0 IN NN NN
4 . 0' tan brown, damp, medium dense
fine grained sand
bottom of hole, hole backfilled on 1-03-01
-----------------------------------------------
7
MAJOR DIVISIONS SYMBOL DESCRIPTION
GW WELL GRADED GRAVELS OR GRAVEL-SAND
MIXTURES,LITTLE OR NO FINES
GRAVELS GP
(MORE THAN%= POORLY GRADED GRAVELS OR GRAVEL-SAND
OF COARSE MIXTURES,LITTLE OR NO FINES
FRACTION GM SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES
>NO.4 SIEVE
COARSE SIZE)
GC CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES
GRAINED SOILS
(MORE THAN%OF SOIL> Sw
NO.200 SIEVE SIZE) WELL GRADED SANDS OR GRAVELLY SANDS,
LITTLE OR NO FINES
SANDS SP
(MORE THAN'/: POORLY GRADED SANDS OR GRAVELLY SANDS,
OF COARSE LITTLE OR NO FINES
FRACTION SM SILTY SANDS,SILT-SAND MIXTURES
<NO.4 SIEVE
SIZE)
SC CLAYEY SANDS,SAND-CLAY MIXTURES
ML INORGANIC SILTS AND VERY FINE SANDS,ROCK
FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY
SILTS & SILTS WITH SLIGHT PLASTICITY
CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM
LIQUID LIMIT PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,
SILTY CLAYS,LEAN CLAYS
FINE GRAINED <50 OL
ORGANIC SILTS O DO ASTI ITYILTY CLAYS OF
SOILS
(MORE THAN%:OF SOIL<
NO.200 SIEVE SIZE) NIH INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS
SILTS & FINE SANDY OR SILTY SOILS,ELASTIC SILTS
CLAYS CH
LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY,FAT
>50 CLAYS
OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,
ORGANIC SILTY CLAYS,ORGANIC SILTS
HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGAMC SOILS
CLASSIFICATION CHART(UNIFIED SOIL CLASSIFICATION SYSTEM)
�o
CLASSIFICATION RANGE OF GRAIN SIZES
U.S.STANDARD GRAIN SIZE IN aO
SIEVE SIZE MILLIMETERS % so
BOULDERS Above 12 Inches Above 305
COBBLES 12 Inches To 3 Inches 305 To 76.2 'O
GRAVEL 3 Inches to No.4 76.2 to 4.76 � Jo
Coarse 3 Inches to'/.Inch 76.2 to 19.1 a l
Fine '/4 Inch to No.4 19.1 to 4.76 I
SAND No.4 to No.200 4.76 to 0.074 NMa 6m
Coarse No.4 to No. 10 4.76 to 2.00 �o
Medium No. 10 to No.40 2.00 to 0.420 u�c—
Fine No.40 to No.200 0.420 to 0.074 ° o io 20 Jo .o so ao 70 a° so i°o
SILT AND CLAY Below No.200 1 Below 0.074 uowo uwr (u). r
GRAIN SIZE CHART PLASTICITY CHART
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD,SUITE "I" JORDAN PROJECT PLATE 3
SANTEE, CALIFORNIA 92071
U.S.C.S. SOIL CLASSIFICATION
JORDAN PROJECT NO. 01-1167C1
LABORATORY TEST RESULTS
PAGE L-1
The maximum dry densities and optimum moisture contents of the fill materials as
determined by ASTM Dl 557-91, Procedure A and B which uses 25 blows of a 10 pound
slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch
diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a
10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6
inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows:
OPTIMUM
MAXIMUM MOISTURE
DRY DENSITY CONTENT
SOIL TYPE/PROCEDURE LB/CU. FT. % DRY WT.
Hole No. 3 @ 1.5'
1/A Medium brown silty fine 126.0 9.0
grained sand
An expansion test in conformance with UBC 18-2 was performed on a representative
sample of on-site soils to determine volumetric change characteristics with change in
moisture content. The recorded expansion of the sample is presented as follows:
INITIAL SATURATED INITIAL DRY
MOISTURE MOISTURE DENSITY EXPANSION
CONTENT% CONTENT% LB./CU. FT. INDEX
9.0 17.6 113.4 0
8
DIRECT SHEAR SUMMARY
i
5000
4500
j 4000 --
�
3500 --- --..
a 3000 -
j I i
W
H 2500 I _
2000
1500
i
1000
500 -
0
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
NORMAL STRESS [PSF] (2 13/32" SAMPLE)
2M (0.545) 1 L (1.093) 2L(2.185)
ANGLE OF COHESION
INTERNAL INTERCEPT
SAMPLE DESCRIPTION FRICTION (PSF)
Dewitt Undisturbed 27 ° 50
SOUTHERN CALIFORNIA DEWITT
SC SOIL &TESTING, INC. BY: DBA/SO DATE: 01-11-01
S T, _.
JOB NUMBER: 0012031 IPLATE NO.: 1
JORDAN PROJECT NO. 01-1167C1
REFERENCES
1 . 111997 Edition, Uniform Building Code, Volume 2,
Structural Engineering and Design Provisions" .
2 . "Maps of Known Active Fault Near-Source Zones in
California and Adjacent Portions of Nevada", Page 0-36, used
with the 1997 Edition of the Uniform Building Code,
Published by International Conference of Building Officials .
3 . "Geologic Map of the Encinitas and Rancho Sante Fe 7 . 5'
Quadangles, San Diego County, California, by Siang S . Tan
and Michael P. Kennedy 1996.
9
EAST COUNTY SOIL CONSULTATION
AND ENGINEERING, INC.
10925 HARTLEY ROAD, SUITE I
SANTEE, CALIFORNIA 92071
(619) 258-7901
APPENDIX A
RECOMMENDED EARTHWORK SPECIFICATIONS
1. General Description
The intent of these specifications is to obtain uniformity and adequate strength in filled ground so
that the proposed structures may be safely supported. The procedures include the clearing and
preparation of the land to be filled, processing the fill soils, the spreading, and compaction of the
filled areas to conform with the lines and grades as shown on the approved plans.
The owner shall retain a Civil Engineer qualified in soil mechanics (herein referred to as engineer)
to inspect and test earthwork in accordance with these specifications. The engineer shall advise the
owner and grading contractor immediately if any unsatisfactory conditions are observed to exist
and shall have the authority to reject the compacted filled ground until such time that corrective
measures are taken, necessary to comply with the specifications. It shall be the sole responsibility
of the grading contractor to achieve the specified degree of compaction.
2. Preparing Areas to be Filled
(a) All brush, vegetation and any biodegradable refuse shall be removed or otherwise
disposed of so as to leave the areas to be filled free of vegetation and debris. Any uncompacted
filled ground or loose compressible natural ground shall be removed unless the report recommends
otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to
the satisfaction of the engineer.
(b) The natural ground which is determined to be satisfactory for the support of the filled
ground shall then be plowed or scarified to a depth of at least 12 inches (12").
(c) After the natural ground has been prepared, it shall then be brought to the proper
moisture content and compacted to not less than 90 percent of maximum dry density in accordance
with ASTM D1557-91.
(d) Where fills are made on slopes greater than 20 percent, horizontal benches shall be cut
into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width
on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet.
APPENDIX A 2
3. Fill Materials
All material shall be approved by the engineer and shall consist of materials free from vegetable
matter, and other lumps greater than 6 inches in diameter. If, during grading operations, soils are
found which were not encountered and tested in the preliminary investigation, tests on these soils
shall be performed to determine their physical characteristics. Any special treatment recommended
in the preliminary or subsequent soils reports not covered herein shall become an addendum to
these specifications.
4. Placing and Compacting Fill Materials
(a) When the moisture content of the fill material is below that specified, water shall be
added until the moisture content is near optimum to assure uniform mixing and effective
compaction.
(b) When the moisture content of the fill materials is above that specified, the fill material
shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is
near optimum as specified.
(c) After processing, the suitable fill materials shall be placed in layers which, when
compacted, shall not exceed six inches (6"). Each layer shall be spread evenly and shall be
thoroughly mixed during the spreading insure uniformity of materials and moisture in each layer.
(d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly
compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be
accomplished with approval types of compaction equipment. Rolling shall be accomplished while
the fill material is at the specified moisture content. In place density tests shall be performed in
accordance with ASTM D1556-90.
(e) The surfaces of the fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compacting operations shall be continued until the slopes are stable and until
there is no appreciable amount of loose soil on the slopes.
5. Inspection
Sufficient inspection by our firm or the Soil's Engineer of record and/or his/her representative shall
be maintained during the filling and compacting operations so that he/she can verify that the fill
was constructed in accordance with the accepted specifications.
6. Seasonal Limits
No fill material shall be placed, spread, or rolled if weather conditions increase the moisture
content above permissible limits. When the work is interrupted by rain, fill operations shall not be
resumed until the moisture content and density of fill are as previously specified.
All recommendations presented in the attached report are a part of these specifications.
2