1998-5744 GC I T Y OF E N C I N I T A S
E1 'VEERING SERVICES DEPARTMF
505 S. VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMIT
PARCEL NO. : 264- 240 -3800
JOB SITE ADDRESS: TRES VISTAS ESTATES
APPLICANT NAME XION INVESTMENTS INC.
MAILING ADDRESS: 131 ESCONDIDO BLVD. SOUTH
CITY: ESCONDIDO STATE: CA ZIP
CONTRACTOR : TOM YODER GRADING
LICENSE NO.: 277938
ENGINEER : PASCO ENGINEERING INC.
PERMIT ISSUE DATE: 12/10/98
PERMIT EXP. DATE: 12/10/99 PERMIT ISSUED BY
INSPECTOR: TODD BAUMBACH
------- ------------ - - - - -- PERMIT FEES & DEPOSITS
1. PLAN CHECK FEE
2. INSPECTION FEE
3. PLAN CHECK DEPOSIT:
PERMIT NO.: 5452GI
PLAN NO.: 5452 -G
PHONE NO.: 760 - 738 -7500
92025-
PHONE NO.: 760 -741 -3310
LICENSE TYPE: C -12
UEN0.' F 9- 259 -c212
2,900.00 4. INSPECTION DEPOSIT: .00
8,564.00 5. SECURITY DEPOSIT 218,808.80
.00 6. Flood Control Fee: 8,613.00
DESCRIPTION OF WORK ------------------------- - - - - --
EARTHWORK /PRIVATE ROAD & DRAINAGE IMPROVEMENTS /LOT ACCESS DRIVEWAYS/
EROSION CONTROL FOR "TRES VISTAS ESTATES ", TRACT 97 -201 (TPM). A MINOR
SUBDIVISION OF 4EA SFD LOT, 1EA REM PCL. EARTHWORK: 16,900CY CUT /FILL.
DRAIN: 570LF PIPE /11EA HEADWALL /4EA CATCH BASIN /240LF DOWNDRAIN /3,140LF
DITCH /220CY CHANNEL /11CY RIP -RAP. SURFACE: 41,012SF AC PAVING /BERM.
Letter dated Sep 17 1998 applies. Sanitary sewer per separate permit.
- - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOF.'S SIGNATURE
INITIAL INSPECTION
COMPACTION REPORT RECEIVED
ENGINEER CERT. RECEIVED
ROUGH GRADING INSPECTION
FINAL INSPECTION
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING. AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
SIGNATURE Xr0A)1NdE�Ti- lti ✓i5 �Ne
AZ(244� A - ,�� /��i
PRINT NAME
CIRCLE ONE: K. OWNER 1 2. AGENT 3. 0TH
-Dec_ /1) ,
DATE SIGNED
(%6 73�= 7�_, r
TELEPHONE NUMBER
C' T Y O F E N C I N I T
NEERING SERVICES DEPARTN
505 S. VULCAN AVE.
ENCINITAS, CA 92024
CARDIFF SANITATION DISTRICT
SEWER CONSTRUCTION PERMIT
PERMIT NO.: DCS272
vsavv= ssass= sv=s a=s saav== vva= v=av asvvaasaaav= asas =s =a =v = =es =as = =saasa =saasa =ae=
PARCEL NO. : 264- 240 -3800 PLAN NO.: CS -272
JOB SITE ADDRESS: TRES VISTAS ESTATES
APPLICANT NAME XION INVESTMENTS INC.
MAILING ADDRESS: 375 RHO SANTA FE RD S #103 PHONE NO.: 760-738 -7500
CITY: SAN MARCOS STATE: CA ZIP: 92069-
CONTRACTOR : BURTECH PIPELINE PHONE NO.: 760 - 634 -2415
LICENSE NO.: 692890 LICENSE TYPE: A
INSURANCE COMPANY NAME: ACCEPTANCE INSURANCE COMPANY
POLICY NO. : C98CGI236 POLICY EXP. DATE: 11/01/99
ENGINEER : PASCO ENGINEERING INC. Azl%� 212
P ERMIT ISSUE DATE: 6/02/99
PERMIT EXP. DATE: 11/01/99 PERMIT ISSUED BY:
INSPECTOR: TODD BAUMBACH
------------------- - - - - -- PERMIT FEES & DEPOSITS ----------------------------
1. PERMIT FEE .00 4. INSPECTION DEPOSIT: 850.00
2. INSPECTION FEE .00 5. SECURITY DEPOSIT 28,837.00
3. PLAN CHECK DEPOSIT: 850.00
------------------- - - - - -- DESCRIPTION OF WORK --- -- --- --- ---- ---------- - - - - --
PUBLIC SEWER IMPROVEMENTS TO INCLUDE 425LF MAIN, 20LF ENCASEMENT, SEA
LATERAL, 4EA MANHOLE, ALL FOR TRACT 97 -201, MINOR SUBDIVISION OF 4 SFD
PCLS & I REM PCL. LETTER DATED SEP 17 1998 APPLIES. AS- BUILTS & 1YR
WARRANTY PERIOD REQUIRED. WASTEWATER DISCHARGE PERMIT(S) DEFERRED.
CONNECTS TO EXIST MAIN CS -146.
- - -- INSPECTION ------- --- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - --
INITIAL INSPECTION
FINAL INSPECTION
I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT AND DO HEREBY CERTIFY UNDER
PENALTY OF PERJURY THAT ALL THE INFORMATION IS TRUE.
k -y -lf
DATE SIGN D
PRINT NAME
TELEPHONE NUMBER
CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER cgyp ACfja�
C.T T Y O F E N C I N I T A S
I NEERING SERVICES DEPARTM'
505 S. VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMIT
PERMIT NO.: 5744G1
....................................................... m........ a............
PARCEL NO. : 264- 240 -3800 PLAN NO.: 5744 -G
JOB SITE ADDRESS: REM PCL TRES VISTAS ESTATES
APPLICANT NAME XION INVESTMENTS INC.
MAILING ADDRESS: 375 RANCHO SANTA FE RD. #103 PHONE NO.: 760- 738 -7500
CITY: SAN MARCOS STATE: CA ZIP: 92069 -
CONTRACTOR : TOM YODER GRADING PHONE NO.: 760 - 741 -3310
LICENSE NO.: 277938 LICENSE TYPE: C -12
ENGINEER : PASCO ENGINEERING INC. P 0 E NO.: 619- 259 -8212
PERMIT ISSUE DATE: 4/06/99
PERMIT EXP. DATE: 4/06/00 PERMIT ISSUED BY:
INSPECTOR: TODD BAUMBACH
------------------- - - - - -- PERMIT FEES & DEPOSITS ---------------------- - - - - --
1. PLAN CHECK FEE 700.00 4. INSPECTION DEPOSIT: .00
2. INSPECTION FEE 282.00 5. SECURITY DEPOSIT 5,636.00
3. PLAN CHECK DEPOSIT: .00
------------------- - - - - -- DESCRIPTION OF WORK -------------------------------
EARTHWORK /DRAINAGE IMPROVEMENTS /EROSION CONTROL TO ENABLE CONSTRUCTION
OF SINGLE FAMILY DWELLING ON REMAINDER PARCEL WITHIN TRACT 97 -201, MINOR
SUBDIVISION. EARTHWORK: 900CY CUT /FILL. DRAIN: IEA AREA /IEA UNDER /15LF
PIPE. LETTER DATED FEB 26 1999 APPLIES. CERTIFICATE OF COMPLIANCE ALLOWS
BUILDABLE SITE. EXIST PMT 5452GI SUPERSEDED IN PART. SEWER PER DCS272.
- - -- INSPECTION ---------- - - - - -- DATE - - - - - - --
INITIAL INSPECTION
COMPACTION REPORT RECEIVED
ENGINEER CERT. RECEIVED
ROUGH GRADING INSPECTION
FINAL INSPECTION
INSPECTOR'S SIGNATURE - - --
I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF
ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
i
SI NATURE DATE.,SIGNIfb
P17iff �i
i //� iL/tl
TELEPHONE NUMBER
CIRCLE ONE: 1. OWNER 2.1AGENT 3. OTHE
3C4003M
September 22, 1998
Jeff Garami
Engineering Department
City of Encinitas
505 South Vulcan Avenue
Encinitas, CA 92024
Dear Mr. Garami:
1 M'%rOWt111811tsq 111C.
Thank you for your prompt response with regards to your letter dated September 17,
1998.
With respect to posting of Surety deposits fo 218,807 for Gradrgan�d $28,837 for
Sewer, will it be acceptable to the City ' a "Set Aside Letter" is-provided from Scripps
Bank, stating that the Bank has set asi ° ount of this security for this
purpose in lieu of posting a Surety Bond?
I will be grateful if you can let us know this at your earliest convenience.
Sincerely,
X1ON Investments, Inc.
Zach A. Abbasi
ZA/pg
cc: Hans Jensen
Wayne Pasco
131 south ex dldo boulevard escoudldo, caflf mla 92025
760/738-7555 760/734-7510 fax
/ ENGINEERING SERVICES DEPARTMEN. APPLICATION NO.
ENGINEERING DEVELOPMENT APPLICATION -
OB SRE DDRESS L-
O LC AN G A4 I�
THE ADDRESS S � I ��S
CITY, STATE, ZIP CODE
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CIVIL ENGINEER INFORMAT16/V�/� /�r 1/ 6 10
p4-ls c0 NG
NAME
535 .N Alwr /01 "A "
ADDRESS
SOLANA aL_ACA -1 922075
CITY, STATE, ZIP TELEPHONE NO.
RCE e9577 Z5`�-62lZ
REGISTRATION NO
SIGNATU
JOE YuHRS
PRINT NAME
ASSESSOR PARCEL NO.
iiL 2Gd 2 40 - 30 —� -2�i'J 3�'
CONTRACTO INFORMATION
NAME
ADDRESS
CITY, STATE, ZIP CODE TELEPHONE NO.
STATE LICENSE NO. & TYPE
SOILS ENGINEER INFORMATION
VINJE 6 y1IDnLETOA/
NAME
24Jr0 VINEWVCD A4 +t 1oZ
ADDRESS
ESCoA1t;rInC5, CA 9 Z OZ4 7Ga - 743 -1Z!¢
CITY, STATE, ZIP TELEPHONE NO.
REGISTRATION NO
DESCRIPDON OF WORK TO BE DONE
lk'l 61-
CASE NO.: - 1i
DATE SIGNED
(,/9 -259 -8Z/ Z
TELEPHONE NO.
F f'r-1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(FOR OFFICE USE ONLY) c
TYPE OF APPLICATION DATE COMPLETED DEPOSITS AND
[ ] FEES PT
AGREEMENT, COV., DOC. PERMIT /APPLICA FE Q) PAID
[ J BEACH ENCROACHMENT PLAN CHECK FE
[ J CO STRUCTION J_J_ ADDITIONAL PLAN CH CK _
[ J AL MAP 1q�QrCp3q(�'(•p' J FLOOD CONTROL FEE:
[( NAL PARCEL MAPR I fi � sA IJ2i� INSPECTION FEE /DEPOSIT:
GRADING �_/_ SECURITY DEPOSIT: —_
[ ] IMPROVEMENT /�_ (CIRCLE ONE OF EACH)
ENT / PERMIT: NEWSRACK — ASSIGN /BOND ASSIGN /BOND
[ ] P MANENT ENCROACHMENT _f�_ CASH /CD /LOC CASH /CD /LOC
SFRilf�iAN- � —j _ MONUMENTATIONDEPOSIT:
[ J STREET NAME CHANGE _/�_ RETURN EXCESS DEPOSITS TO:
( J STREET VACATION J /_ ] I OWNER DATE: _ /_f_
[ J TEMPORARY ENCROACHMENT JJ_ [ [ CONTRACTOR AMOUNT: b
[ UTILITY CONSTRUCTION ��_ (J ENGINEER
COMMENTS: [ I OTHER
ENG( kERING DEVELOPMENT CHECKLIST
GENERIC CHECKLIST
SUBMITTAL REQUIREMENTS
MAP RECORDED
; RELATED PERMIT AS MBEERR c
.PLAN APPROVED ( %/)
`K COST ESTIMATE APPROVED & ATTACHED
4 BLUELINES RECEIVED
CIVIL ENGINEER REGISTRATION NO.
JADDITIONAL NTRACTOR LICENSE NO.
URITY DEPOSIT POSTE
INITIAL REVIEW DEPO51 / EE P ID
REVIEW D SIT /FEE PAID G' S
PECTION DEPOSIT /FEE POSTED
SEWER CONSTRUCTION CHECKLIST
FIED ON APPLICATIONS MAP
nl!V QN REFERENCE MAP
ACEL ANNEXED TO E.S.0 E
WER BOOK CHECKED FOR
)POGRAPHY EVALUATE
SEMENT OR RIG -WA
TERAL O IN '
1 EWER MAIN NO.
4TER DISCHARGE PERMIT
G PERMIT
rONTRACTOR LICENSE TYPE -A /C34
STANDARD CONDITIONS SIGNED � J
CONSTRUCTION /IMPROVEMENT PERMITr=FdT
ASBUILTS REQUIRED
WARR 49Y RETENTION APPLIES
IMPROVEMENT CHECKLIST
_ PROJECT IDENTIFIED ON APPLICATIONS MAP
STANDARD CONDITIONS SIGNED
PROJECT IDENTIFIED ON REFERENCE MAP
TRAFFIC CONTROL PLAN ACCEPTED
_ IDENTIFY IMPROVEMENT TYPE
AS-BUILTS REQUIRED
(I.E.: ROAD /DRAIN /PARK/TRAIL)
WARRANTY RETENTION APPLIES
CONTRACTOR LICENSE TYPE: A
GRADING CHECKLIST
PROJECT IDENTIFIED ON APPLICATIONS MAP
PROJECT IDENTIFIED ON REFERENCE MAP
I ST
PLANNING SUBMITTAL SIGN MYLAR O`PLA NCB
MAP CHECKLIST
ROJECT IDENTIFIED ON APPLICATIONS MAP
ROJECT IDENTIFIED ON REFERENCE MAP
CHIEF CRITERIA FOR PERMITIp�
SOIL ENGINEER REGISTRATION NO.
CONTRACTOR LICENSE TYPE
HAUL ROUTE DESIGNATED
FLOOD CONTROL FEES: PRIVATE ROAD �rs
119—LAND SURVEYOR REGISTRATION NO.
MONUMENTATION DEFERRED?
CONSTRUCTION CHECKLIST
_ STANDARD WORK ONLY TRAFFIC CONTROL PLAN ,ACCEPTED
CONTRACTOR LICENSE TYPE A /C8 /C12 PERMIT FEE
STANDARD CONDITIONS SIGNED
PERMANENT ENCROACHMENT CHECKLIST
_ NON - STANDARD WORKS STANDARD CONDITIONS SIGNED
FIELD ENGINEER APPROVAL TRAFFIC CONTROL PLAN ACCEPTED
MAINTENANCE AND REMOVAL COVENANT PERMIT FEE
•— xis"' -,,
City of
Encinitas
February 26, 1999
ENGINEERING SERVICES DEPARTMENT
Xion Investments Inc.
131 South Escondido Boulevard
Escondido, CA 92025
Re: Tract 97 -201 (TPM)
"rem pcl Tres Vistas Estates"
Grading Application 5744GR
(Cl Tres Vistas /SFD)
A.P.N. 264-240-38
Permit issuance requirements
Capital Improvement Projects
District Support Services
Field Operations
Subdivision Engineering
Traffic Engineering
This letter shall serve to briefly summarize the Grading Permit process. Drawing 5744 -G has
been approved by the Director of Engineering Services, effective February 25, 1999, and shall
remain valid for three years. In order to obtain a Grading Permit to construct per this Drawing,
you will need to satisfy the following requirements:
(1) Post a Security Deposit in the amount of $5,636 -00 to guarantee performance of
earthwork, drainage improvements, and erosion control. Up to eighty percent of the
amount may be in the form of a Performance Bond issued by a State of California
licensed surety company. Twenty percent has to be in the form of cash, a certificate of
deposit, a letter of credit, or an assignment of account. The City must pre- approve any
financial instrument's format.
Complete the Security Obligation Agreement.
(2) Pay a non - refundable Inspection Fee of $282.00.
(3) Provide 4 blueline prints of the approved Drawing.
(4) Provide the name, address, telephone number, and state license number of your
construction contractor, if not yourself.
(5) Sign the Permit. Any authorized representative of the property owner may sign. The
Permit will expire in 1 year.
Once the Grading Permit is issued, advance notice of 48 hours must be given prior to you or your
contractor scheduling the mandatory pre - construction conference. See Grading Note 49.
Construction changes, prepared by the Engineer of Work, should be submitted to the
Engineering Services Department as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to field implementation.
JSG /gr5744.docl
TEL 760 -633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue. Encinitas. California 920243633 TDD 760-633 -2700 �* recycled paper
Prior to issuance of a Building Permit, a rough grading approval will be needed from the
assigned Engineering Inspector. Typically, rough grading is defined as certified pad preparation
and soil compaction, substantial completion of improvements, and safe access. A reduction of up
to 75% of the posted Security Deposit may be forthcoming and merited.
As- builts, prepared by the Engineer of Work and approved by the Engineering Services
Department, may be required prior to Final Inspection. A Final Grading Report may be
acceptable in -lieu of as- builts at the discretion of the assigned Engineering Inspector.
Satisfactory completion of Final Inspection is a prerequisite to release of the remainder of the
posted Security Deposit. Please note that the Building Final Inspection is a separate event and
may not necessarily coincide with Grading Final Inspection.
The property owner and contractor will be responsible for the restoration of property corner
monumentation moved or destroyed by the grading activity. A licensed land surveyor or
qualified civil engineer will be needed to do the work, subsequently filing a Comer Record with
the County. See Grading Note k6.
This letter is limited in scope. During the Building Permit process you will need services and be
subject to regulation from as follows: the Current Planning Division, Building Inspection
Division, Fire Prevention Bureau, and Cardiff Sanitation District, all of the City, and the
Olivenhain Municipal Water District, Encinitas Union School District, and San Dieguito Union
High School District, all separate public agencies. Please inquire at their respective counters.
Additional engineering requirements will be forthcoming during the Building Permit process,
including, but not necessarily limited to, coordination of the building site plan with the grading
plan, resolution of any outstanding public improvement issues, and assessment and collection of
traffic mitigation, sanitary sewer, and flood control fees.
Should you have any questions, please contact me at (760) 633 -2780, or you may wish to visit
the Engineering Counter at the Civic Center.
Sincerely,
q4f,,-
Jeffrey S. Garami
Engineering Technician
Subdivision Engineering
cc Pasco Engineering, Engineer of Work
Greg Shields, Senior Civil Engineer
Todd Baumbach, Engineering Inspector
Greg Caudill, Engineering Technician
enc
1SG /gr5744.doc2
ENGINEERING SERVICES DEPARTMENT
city Of Capital Improvement Projects
District Support Services
Encinitas Field Operations
Subdivision Engineering
Traffic Engineering
September 17, 1998
arm: Zahc or Abbasi
Xion Investments Inc.
131 South Escondido Boulevard
Escondido, CA 92025
Re: Tentagye Parcel Map 97 -20I If Tres V i stas Estates"
(Minor subdivision of 4 SFD, I REM parcels)
Grading Application 5452GR [Pad Grading & Erosion Control, Private Road]
Sewer Construction DCS272 [Public Sewer]
A.P.N. 264-240-38
Permit issuance requirements
This correspondence shall serve to briefly summarize the Engineering Permit process. Drawing
5452 -G and Drawing CS -272 have been approved by the Senior Civil Engineer, Subdivision
Engineering, effective September 15, 1998, and will remain valid for three years. In order to
obtain the necessary Engineering Permits to construct per these Drawings, you will need to
satisfy the following requirements:
(1) Post Security Deposits as follows:
(a)GRADING PERMIT... in the amount of $218,809.00 to guarantee performance of
earthwork, private road and drainage improvements, access driveways, and erosion
control, and
(b SEWER CONSTRUCTION PERMIT... in the amount of $28,837.00 to guarantee
performance of public sewer improvements.
Up to 80% of the amount in 2(a) and 100% of the amount in 2(b) may be in the form of a
Performance Bond issued by a State of California licensed surety company. Twenty
percent of the amount in 2(a) has to be in the form of cash, a certificate of deposit, a
letter of credit, or an assignment of account. The City must pre- approve any financial
instrument's format.
(2) Pay a non - refundable Inspection Fee and Inspection Deposit, the latter subject to cost
recovery, respectively, as follows:
(a)GRADING PERMIT... of $8,564.00, and
(b)SEWER CONSTRUMON PERMIT... of $850.00.
1SG /97.201.docI
TEL 760 - 633.2(410 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas. California 92024.3633 l "DD 760 -633 -2700 1� recycled Paper
1116 .
(3) Pay a Flood Control Fee of $8,613.00. The rate is $0.21 /SF and is assessed on the
private road improvements and access driveways. Additional assessments will be levied
during the development of the lots.
(4) Provide the name, address, telephone number, and state license number of the
construction contractor.
Construction of public improvements is restricted to qualified contractors. In order to be
allowed to construct the public sewer improvements, the contractor will need to possess
either a valid Type "A" General Engineering or Type "C -34" Pipeline state license, and
meet the minimum insurance requirements as stated on the accompanying handout.
(5) Sign the Permits. Any authorized representative of the property owner may sign. Permits
are valid for no more than one year and may expire earlier due to expirations on letters
of credit and/or insurance policies.
Once the Engineering Permits are issued, advance notice of 48 hours must be given prior to you
or your contractor scheduling the mandatory pre - construction conference. For more detail, see
Grading Note #9. Informal phasing of the project may necessitate more than one such
conference.
Pursuant to Fire Department rules and regulations, prior to any combustible materials being
placed on -site, the private road shall have received its first lift of asphalt paving.
Construction changes, prepared by the Engineer of Work, should be submitted to the
Engineering Services Department as redlined mark -ups on 2 blueline prints of the approved
Drawing. Changes are subject to approval prior to actual construction. Substantial increases in
valuation due to the proposed changes may be cause for assessment and collection of additional
inspection fees and security deposit.
Prior to issuance of any Building Permit, a rough grading approval will be needed from the
assigned Engineering Inspector. At a minimum, rough grading is defined as certified pad
preparation and soil compaction, and safe access. A proportional reduction of up to 75% of the
Security Deposit assigned to the Grading Permit may be merited and forthcoming.
As- builts of Drawing 5452 -G and Drawing CS -272, prepared by the Engineer of Work and
approved by the Engineering Services Department, will be required prior to Final Inspection and
Acceptance Inspection.
Satisfactory completion of Final Inspection is a prerequisite to full release of the Security
Deposit assigned to the Grading Permit.
Please note that Building Permit final inspections are a separate event apart from any
Engineering Permit final inspection and are not necessarily coincidental.
Satisfactory conclusion of Acceptance Inspection and formal acceptance by the Cardiff
Sanitation District Board of Directors is a prerequisite to a 75% reduction in the Security Deposit
guaranteeing performance of public sewer improvements and start of the mandatory one -year
1SG /97- 201.doc2
=s
Warranty Period. The retention shall be held for the duration of the Warranty Period and will be
released only after the satisfactory completion of the Warranty Inspection. The Warranty
Inspection cannot be scheduled until after the expiration of the Warranty Period.
This letter does not change subdivider obligations per the proposed Parcel Map.
This letter is limited in scope. During the Building Permit process, you will need services and be
subject to regulation from as follows: the Current Planning Division, Building Inspection
Division, Fire Prevention Bureau, and Cardiff Sanitation District, all of the City, and the
Olivenhain Municipal Water District, Encinitas Union School District, and San Dieguito Union
High School District, all separate public agencies. Please inquire at their respective counters.
Additional engineering requirements will be forthcoming during the Building Permit process,
including, but not necessarily limited to, coordination of the building site plan with the grading
plan, resolution of any outstanding public improvement issues, and assessment and collection of
flood control, sanitary sewer, and traffic mitigation fees.
If there should be a substantial delay in the start of your project, please request an update of this
letter.
Should you have any questions, please contact me at (760) 633 -2780, or you may wish to visit
the Engineering Counter at the Civic Center.
Sincerely,
Jeffrey S. Garami
Engineering Technician
Subdivision Engineering
cc W.A. Pasco Engineering, Engineer of Work
Greg Shields, Senior Civil Engineer
Todd Baumbach, Engineering Inspector
Greg Caudill, Engineering Technician
enc Requirewnfafor Proof of 1n ance
JSG /97- 201.doc3
ENGINEERING SERVICES DEPARTMENT
CityCityof Capital Improvement Projects
or Support Services
Encinitas Field Operations
Subdivision Engineering
Traffic Engineering
ROUGH GRADING APPROVAL
TO: Subdivision Engineering
Public Service Counter
FROM: Field Operations
Private Contract Inspection
RE: Grading Permit No. 5452 G r
Name of Project TO-Es VIST-As E5'nWYeS
Name of Developer E�o b A V 1 S
Site Location TCPr-Lo,- 1' .1
(address ...number ...street name ...suffix) (IOU !bldg)
I have inspected the grading at the subject site and have verified certification of the pad by
the Engineer of work, Tou YuRAS dated _7 --,2-q and certification of soil
compaction by the Soil Engineer, r a a ddfddk'fon, dated (o --21 -2600 1 am hereby
satisfied that the rough grading has been completed in accordance with the approved
plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable
engineering standards and specific project requirements.
Based on my observation and the certifications, I take no exception to the issuance of a
building permit for the lot(s) as noted or Phase ,/�/t if any, but only in so far as grading is
concerned. However, this release is not intende to certify the project with respect to
other engineering concerns, including public road, drainage, water, sewer, park, and trail
improvements, and their availability, any other public improvements, deferred
monumentation, or final grading.
Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.e., finished precise grading, planting and
irrigation) has been completed in accordance with the approved plans and specifications.
7 - -- ZS--- 2000
(Date)
(Signature of Senior Civil Engineer, only if appropiate) (Date)
Reference: Building Permit No. - --
Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering
technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork,
when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with
Building Inspection. Thank you.
]SG /field3.doc I
TEL 760 -633 -2600 1 FAX 760 -633 -2627 505 S. Vulcan Avenue- Encinitas, California 92024 -3633 7'DD 760 -633 -2700 t!� recycled paper
ENGINEERING SERVICES DEPARTMENT
Capital Improvement Projects
City Of
J District Support Services
Encinitas Field Operations
Subdivision Engineering
Traffic Engineering
ROUGH GRADING APPROVAL
TO: Subdivision Engineering
Public Service Counter
FROM: Field Operations
Private Contract Inspection
RE: Grading Permit No. 61+524T
Name of Project TREs ✓57r4s ESTAT85
Name of Developer
Site Location
(address ...number
RM.0 t D eV eLo
PARCei- 2
name
...SUf lXJ ooU /bldg)
I have inspected the grading at the subject site and have verified certification of the pad by
the Engineer of Work, Sco Cwt ineWi dated 7 -10 - 00, and certification of soil
compaction by the Soil Engineer, nett c 1 dated , 7 —10 — do, I am hereby
satisfied that the rough grading nJ& been completed in accordance with•the approved
plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable
engineering standards and specific project requirements. .
Based on my observation and the certifications, I take no exception to the Issuance of a
building permit for the lot(s) as noted or Phase µiPr , if any, but only in so far as grading is
concerned. However, this release is not intended to certify the project with respect to
other engineering concerns, including public road, drainage, water, sewer, park, and trail
improvements, and their availability, any other public improvements, deferred
monumentation, or final grading.
Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.e., finished precise grading, planting and
irrigation) has been completed in accordance with the approved plans and specifications.
-7 f8 —oc7
(Date)
(Signature of Senior Civil Engineer, only if appropiate) (Date)
Reference: Building Permit No.�&- - _z_CAp
Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering
technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork
when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with
Building Inspection. Thank you.
JSG /field1doc I
TEL 760 - 633 -2600 1 FAX 760 -633 -2627 505 S. Vulcan Avenue. Encinitas, California 92024 -3633 TDD 760 -633 -2700 recycled paper
ENGINEERING SERVICES DEPARTMENT
City p f Capital Improvement Projects
District Support Services
Encinitas Field Operations
Subdivision Engineering
Traffic Engineering
ROUGH GRADING APPROVAL
TO: Subdivision Engineering
Public Service Counter
FROM: Field Operations
Private contract Inspection
RE: Grading Permit No. 554 GT
�t
Name of Project (IISTf}S FS'/73'fEIS 0 �
ts'
Name of Developer R MC I ]fie e Io am ent ���
Site Location PARCEL 3 pIJLy �
!address ...number ..s,.reet name ...suffix! llotJ (bldg!
I halve inspected the grading at the subject site and have verified certification of the pad by
the Engineer of Work, �II5c9 ��61a�lated 5• • oo and certification of soil
compaction by the Soi Engil neer, , dated e S •- 2b —oo. I am hereby
satisfied that the rough grading a been completed in accordance with:2he approved
plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable
engineering standards and specific project requirements. .
Based on my observation and the certifications, I take no exception to the issuance of a
building permit for the lot(s) as noted or Phase — , If any, but only in so far as grading is
concerned. However, this release is not intended to certify the project with respect to
other engineering concerns, Including public road, drainage, water, sewer, park, and trail
improvements, and their availability, any other public Improvements, deferred
monumentation, or final gracling.
Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.e., finished precise grading, planting and
irrigation) has been completed In accordance with the approved plans and specifications.
(Signature of senior Civil Engineer, only if approplate)
Reference: Building Permit No. - --
--- j 00
loate
!Date)
Special Note: Submit this form, if completed, 10 counter staff merely by placing a copy of it in both engineering
technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork,
when completed. Office staff will handle the appmpiate reductions in security, if any, and coordination with
Building Inspection. Thank you.
ISG /field3.doc1
760 - 633 -2600 1 FAX 760 - 633 -2627 505 S. Vulcan Avenue. Encinitas. California 92024 -3633 TDD 7G0.633 -2700 1� recycled paper
ENGINEERING SERVICES DEPARTMENT
C'I1 Capital Improvement Projects
'J/ District Support Services
Encinitas Field Operations
Subdivision Engineering
Traffic Engineering
ROUGH GRADING APPROVAL
TO: Subdivision Engineering
Public Service Counter
FROM Field Operations
Private Contract Inspection
RE: Grading Permit No. Sµ 52. Cal
Name of Project I hE5 V Is S F_STAT-ES
Name of Developer
Site Location f "A RC' C L T ON L- J
(address ...number ...street name I ...suffix) (Jot) (bldg)
I have inspected the grading at the subject site and have verified certification of the pad by
the Engineer of Work, Psi C_nr,n r it dated 5 - -- 17 - = -oE), and certification of soil
compaction by the Soil Engineer, e , dated 1 —t7 —o. I am hereby
satisfied that the rough grading has een completed in accordance with.othe approved
plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable
engineering standards and specific project requirements.
Based on my observation and the certifications, I take no exception to the issuance of a
building permit for the lot(s) as noted or Phase NJA, , if any, but only in so far as grading is
concerned. However, this release is not intended to certify the project with respect to
other engineering concerns, including public road, drainage, water, sewer, park, and trail
improvements, and their availability, any other public improvements, deferred
monumentation, or final grading.
Prior to final inspection of the Building Permitls) and legal occupancy, I need to be further
advised so that I can verify that final grading (i.e., finished precise grading, planting and
irrigation) has been completed in accordance with the approved plans and specifications.
r7 --- 15 --- O c l
r5ate) —
(Signature of Senior Civil Engineer, only if appropiate) (Date)
Reference: Building Permit No.
Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering
technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork,
when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with
building Inspection. Thank you.
J SG /field3. doc I
TEL 760 -633 -2600 ) FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760-633 -2700 i� recycled paper
3c4olm
August 10, 1998
Hans Jensen
City Engineer
City of Encinitas
505 South Vulcan
Encinitas, CA 92024
RE: FINAL MAP (97 -201 TPM/E1A)
iJM'%restrrieJMtas, lime.
Dear Mr. Jensen: I —
With refer to TPM 97 -201, 1 ould like to bring to your attention that the Final map has been
in process at months.
We have encountered inordinate delays in the Engineering Section. Simple things like covenants,
which are standard boiler -plate stuff have taken nearly two months to get back from City
Engineering. It is becoming apparent to me that maps which have come in after my map have
been processed and finalized while my map languishes. I hope it is not because those developers
badger the City staff and I don't. It would be quite sad, if that is the case.
A case in point is that the final signed mylars and other documents (Pasco Engineering Transmittal
is attached) have been submitted to the City but have not even found their way to the Plan Check
person. Obviously, my map has not made it to the Planning Commission hearing on August 13,
1998, and 1 understand that the 27'" meeting has been canceled.
I am requesting that you kindly look into this matter to ensure that all applicants get a fair shake as
far as City Staffs response is concerned, and not just the squeaky wheel. I still believe that my
map has been unnecessarily delayed. I would like some one responsible from your staff to please
give me an idea of when they will look at the map, so that I may schedule matters accordingly.
Sincerely,
XION investments, Inc.
Zach A. Abbas4
President
ZA/pg
Attachments
CC: Wayne Pasco, RCE
131 souni escondldo boulevard a dido, caf fo is 92025
760/738-7555 760/738-7510 fax
PASCO ENGINEERING
535 N Highway 101 Suite A
► SOLANA BEACH, CALIFORNIA 92075
(619) 259 -8212 Fax (619) 259.4812
TO "
WE ARE SENDING YOU V'Attached ❑ Under separate cover via
• Shop drawings ❑ Prints ❑ Plans
• Copy of letter F! Change order ❑
DATE 7
xx3No.
ATTENTION /
RIE:
-
❑ Samples
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
-
/
rkr tin 14V_15 /�G�1(UO
Ji
1X 04 . F( /r• _' 27Z s
THESE ARE TRANSMITTED as checked below:
pl7 ror approval
�❑ For your use
• As requested
• For review and comment
• FORBIDS DUE
❑ Approved as submitted
• Approved as noted
• Returned for corrections
El
• Resubmit copies for approval
• Submit copies for distribution
• Return corrected prints
19 ❑ PRINTS RETURNED AFTER LOAN TO US
7AZ 111A,
COPY TO
SIGNED:
if enclosures am not as noted, kindly notify us at once.
ROJECT FACILITY AV, . LABILITY
Please type or use pen
NIMAM
ORG
ZA1,10 9 4884T/ 7349 -7500 ACCT
Owner's Name Phone
ACT_
Ow
y il s`ee s' �'.a — I TASK
ne(s Maing Address Street
City State Zip
of lcinitas WATER
V��
AMTS
DISTRICT CASHIER'S USE ONLY
F–SECTION 1. PROJECT DESCRIPTION TO BE COMPLETED BY APPLICANT I
A. Major Subdivision (TM) 8 Specific Plan or Specific Plan Amendment
Minor Subdivision (TPM) Certificate of Compliance:
Boundary Adjustment
Rezone (Reclassification) from _
Major Use Permit (MUP), purpose:
Time Extension... Case No.
Expired Map... Case No.
Other
W7i
■
r ■
■
Residential .......Total
number of dwelling units
Commercial ......
Gross floor area
Industrial........
Gross floor area
Other ...........
Gross floor area
to zone.
Assessor's Parcel Number(s)
(Add extra it necessary)
Z G 4 z o o O 3
I
Thomas Bros. Page 1148 Grid R-4
C. Total Project acreage IS. 7Z Total number of lots Project address IT 94M 12�4N SaetRD
D. Is the project proposing the use of groundwater? ❑Yes ZNo OUVEV 04IN ?WZ4
Is the project proposing the use of reclaimed water? ❑ Yes ® No Community Planning ArealSubregion Zip
Owner/Applicant agrees to pay all necessary construction costs, dedicate all district required easements to extend service to the project and
COMPLETE ALL CONDITIONS REQUIRED BY THE DISTRICT.
Applicant's Signature:
Date: Ar
Address: MME A-S QMLAM? Phone;
(On completion of above, present to the water district to establish facility availability, Section 2 below)
• � • +�1'.a`'«71��.t= P3!IL''vlLs't�4Lr :�I
District me L/ 1�4&W ��1A/ 11"Irr w. I/• Service area 1Inll It
A. Project is in the district.
❑ Project is not in the district but is within its Sphere of Influence boundary, owner must a ply EEFIImG SERVICES
❑ Prc' .,t is not in the district and is no 'iihtn its Sphere of influence boundary. CITY OF ENCINITAS
❑ e project is not located entirel (thin the district and a potential boundary issue exists w the District.
S. Facilities to serve the project ARE ❑ ARE NOT reasonably expected to be available within the next 5 years based on the
capital facility plans of the district. Explain in space below or on attached _. (Number of slice's"
❑ �cw ' e served for the following reason(s): —. —
C. ons are attached. N ur* �r of sheets attachnc':__
❑ -�Istr:ct has specific water reclamation conditions which a :'e etta: tnd, umber of shFSts attai . z2d:_ —__
D.Vs;rici will sufrvnit conditions at a later date. ''rr
opi�yr�Vl th5j�peline(s) have to ba9xtlypdy"rve the project"
Dale:
of is::uance unless disfricr indi, aces otherwise.)
tame;�j!
NOTE: THIS DOCG :IEN'i 'IS NOT A C314M7771ENT OF SERVICE 0:. FACILITIES ?Y THE
DISTRICT. On completion of Section 2 by the district; i :; 2^
submit this form with application to the Zoning ::o_nter at the Planning S
Community Development Dept., 527 Encinitas Blvd., Encinitas, CA 92024
CITY OF ENCINITAS
INTEROFFICE MEMORANDUM
w
TO: (L wCiity Engineer, Engineering Department
FROM: GIQAI6 0 1SorJ
COMMUNITY QGVEL.OPMEN Department
DATE: eo - //- 98
SUBJECT: Conditions of Approval
264-240 -30
(APN)
E I L RAN C14 R
DEVELOPMENT PL4NN 1/1G COA,(SUL%f}NTS
(Owner)
Please be advised that the COMMUNITY DEVE'LOPMEJVT
Department conditions of Approval for Recordation of a Final Map
for Project No. 7PM 47 -EO/ as required by Resolution No.
PC 98 -05 have been satisfied. THIS MEMORANDUM MUST
BE PROCESSED BY THE SUBDIVIDER, AND RETURNED TO THE PUBLIC WORKS
DEPARTMENT.
( � �- - C� .1L,
Siqnature
m11808
OPEN S PAC-'e AseKtw T3
NoTtb orJ MAP
'CIF -4w rlc w n- AyrA04" �
/u1, LA17-rJ 5EGµV-& D ON
MA -Ac?i • L K-
RECORDING REQUESTED BY: )
DISTRICT ENGINEER )
WHEN RECORDED MAIL TO: ) n
CLERK OF THE BOARD
CARDIFF SANITATION DISTRICT)
505 SOUTH VULCAN AVENUE )
ENCINITAS CA, 92024 )
THE ORIGINAL OF THIS DOCUIEHT
GAS RECORDED ON OCT 22, 1999
DECUIENT NOW 1999 - 0709199
GUM J. SMITH, COUNTY RECORDER
SAN DIEGO CUR RECORDER'S OFFICE
TINE: 8:09 AN
RELEASE OF COVENANTS REGARDING REAL PROPERTY:
PUBLIC SEWER IMPROVEMENTS REQUIRED IN CONSIDERATION OF
FINAL APPROVAL OF CERTAIN RELATED SUBDIVISIONS
Assessor's Parcel No: Case #: various
264- 240 -02.03 Drawing #: various
Permit #: various DCS
Work Order #: various DCS
Christopher S. Lloyd, in all, and Gregory Cleary, in part, subdividers, having entered into
covenants for the benefit of the Cardiff Sanitation District ( "DISTRICT" hereinafter)
which were recorded with the County Recorder of San Diego County, all as follows:
Document Date Description Case Drawine
1991- 201875 05/02/91 annexations ...
87 -041 TM, 92- 035TPM, 92- 212TPM, 93- 029TM, 93- 053TPM, 97- 100TM,
97- 20ITPM, 97 -219TM
main, laterals, appurtenances 92 -035 TPM CS -246
1994- 655404 11/10/94 main, laterals, appurtenances 93 -053 TPM CS -169
1996- 207398 04/25/96 main, laterals, appurtenances 93 -029 TM CS -202,
and DISTRICT having determined that the obligations as set forth in said covenants have
been fully and satisfactorily completed, DISTRICT hereby releases said covenants.
Dated - ? o — q l
ADA/jsg/re1L1oyd2.doc I
CITY OF ENCINITAS
by a&J - 01'414
Alan D. Archibald, P.E.
Director of Engineering Services
(Notarization required)
CALIFORNIA ALL - PURPOSE ACKNOWLEDGMENT
State of � U 2lcL
County of n �r
On �! 9 _before me b /� i . /� /LLx7n U/r' % f U 6U
Ore _ Mime, ra Tft d OV1 le.y, -gene Ow. Nopry Pub"
personally appeared
(ts6rsonally known to me — OR — ❑ pr
OFFICIAL SEAL
RANDA G. MILUOUR
NOTARY PUBLIC - CALIFORNIA
COMM. NO. 1204250
SAN DIEGO COUNTY
Y, - «• • MY COMM. EXP. JAN. 4 2003
)ved to me on the basis of hsfactory evidence to be the person(s)
whose name(sre subscribed to the within instrument
and acknowledged to me that Tie eRhey executed the
5&Te i hi r/their authorized capacity(ies), and that by
Chi er/their signature(s) on the instrument the person(s),
or the entity upon behalf of which the person(s) acted,
executed the instrument
WITNESS my hand and official seal.
r PMT -
OPTIONAL
Tbagh the ok— arlorr below rs nor regawed by fa w, ft may prove vak abb b pe9r99ona re&wg an Ora daiinenf and could pr V W
haodFAcxrf removal and mIfradrnenl of dw, rornr No anothw d oa.nent
Description of Attached Document
Title or Type of Document:
Document Date:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name:
• Individual
• Corporate Officer
Tde(s):
• Partner — ❑ Limited U General
• Anomey -in -Fact
• Trustee
❑ Guardian or Conservator
❑ Other
Signer Is Representing:
RIGHT THUMBPRINT
OF SIGNER
Number of Pages:
Signer's Name:
O Individual
L I Corporate Officer
Tine(s):
❑ Partner — ❑ Limited ❑ General
U Attomey -in -Fact
❑ Trustee
❑ Guardian or Conservator
U Other.
Signer Is Representing:
RIGHT TRUNBPRINT,
O sIGNER
0 1994 N~al Noean A seoa1191 • 5296 Aem el Ave PO Box 1104 - Cano9a Pa& CAI 1309 F lea P,w No 5307 Reomer Ca Tae Fee 1 900 B 16 6�1
182 DOC 4 1998- 0596920
Recording Requested by: ) SEP 18, 1998 3:52
OFFICIAL RECORDS
city of Encinitas ) SAN DIEGO COUNTY RECOW'S OFFICE
GUM J. SMITH, GUM RECORDER
When Recorded Mail To: ) FEFS: 47.00
City Clerk ) venue
City of Encinitas. cCAlA92024 1) SF IIIIIIIIIIIIIIIIIIIIIIIIIIII
1996 - 0696920
PRIVATE ROAD AND DRAINAGE FACILITIES Q-
MAINTENANCE AGREEMENT
FOR TPM 97 -201
Assessor's Parcel
No. 264- 240 -03
Project No.: TPM 97 -201
W. 0. No. • CS 272
THIS AGREEMENT for the maintenance and repair of that certain
private road easement, the
is set forth in Exhibits _
drainage facilities, the lE
set forth in Exhibits
hereof, is entered into by
Corporation
legal description and /or plat of which
B attached hereto and those private
:gal description and /or plat of which is
C attached hereto and made a part
XION INVESTMENTS, INC., a California
(hereinafter referred to as
"Developer ") for the benefit of future subdivision lot owners who
will use the private road easement (hereinafter referred to as "lot
owners ", which shall include the Developer to the extent the
Developer retains any ownership interest in any lot or lots).
WHEREAS, this Agreement is required as a condition of approval
by the City of Encinitas of a subdivision project as defined in
Section 21065 of the Public Resources code and pursuant to City of
Encinitas Municipal Code Section 24.16.060 and Section 24.29.040;
cov4173
1
0
za
P IGINAL Of THIS DOCOKN'
k,., ACORDED ON SEP 18, 1W8
MOCLWNT NUMBER 11M- 0596920
GREGORY J. SMITH, COWTY RECORDER
Recording Requested by: ) SAN DIEGO COUNTY RECORDER'S OFFICE
TIME: 3:52 PM
City of Encinitas )
When Recorded Mail To: )
City Clerk )
City of Encinitas )
505 S. Vulcan Avenue ) SPACE ABOVE FOR RECORDER'S USE
Encinitas. CA 92024 1
PRIVATE ROAD AND DRAINAGE FACILITIES
MAINTENANCE AGREEMENT
FOR TPM 97 -201
Assessor's Parcel
No. 264- 240 -03
Project No.: TPM 97 -201
W. 0. No.: CS 272
THIS AGREEMENT for the maintenance and repair of that certain
private road easement, the legal description and /or plat of which
is set forth in Exhibits B attached hereto and those private
drainage facilities, the legal description and /or plat of which is
set forth in Exhibits C attached hereto and made a part
hereof, is entered into by
Corporation
XION INVESTMENTS. INC.. a California
(hereinafter referred to as
"Developer ") for the benefit of future subdivision lot owners who
will use the private road easement (hereinafter referred to as "lot
owners ", which shall include the Developer to the extent the
Developer retains any ownership interest in any lot or lots).
WHEREAS, this Agreement is required as a condition of approval
by the City of Encinitas of a subdivision project as defined in
Section 21065 of the Public Resources code and pursuant to City of
Encinitas Municipal Code Section 24.16.060 and Section 24.29.040;
cov4173 1
and,
WHEREAS, Developer is the owner of certain real property being
subdivided and developed as TPM 97 -201 that will use and
enjoy the benefit of said road easement. A complete legal
description of said real property is attached, labeled Exhibit A
and incorporated by reference. Said real property is hereinafter
referred to as the "property "; and
WHEREAS, it is the desire of the Developer that said private
road easement and drainage facilities be maintained in a safe and
usable condition by the lot owners; and
WHEREAS, it is the desire of the Developer to establish a
method for the maintenance and repair of said private road easement
and drainage facilities and for the apportionment of the expense of
such maintenance and repair among existing and future lot owners;
FRT:I
WHEREAS, it is the intention of the Developer that this
Agreement constitute a covenant running with the land, binding upon
each successive lot owner of all or any portion of the property.
NOW THEREFORE, IT IS HEREBY AGREED AS FOLLOWS:
1. The property is benefitted by this Agreement, and present
and successive lot owners of all or any portion of the property are
cov4173 2
expressly bound hereby for the benefit of the land.
2. The cost and expense of maintaining the private road
easement and drainage facilities shall be divided equally among the
subdivided parcels created in the subdivision and paid by the lot
owner of the heirs, assigns and successors in interest or each such
owner.
3. In the event any of the herein described parcels of land
are subdivided further, the lot owners, heirs, assigns and
successors in interest of each such newly created parcel shall be
liable under this Agreement for their then pro rata share of
expenses and such pro rata shares of expenses shall be computed to
reflect such newly created parcels.
4. The repairs and maintenance to be performed under this
Agreement shall be limited to the following unless the consent for
additional work is agreed to by a majority vote of the lot owners
owning 100% of the number of parcels, including subdivisions
thereof as described in Paragraph 3 above: reasonable and normal
road improvement and maintenance work to adequately maintain said
private road easement and drainage facilities to permit all- weather
access and conveyance of storm flows. Repairs and maintenance
under this Agreement shall include, but is not limited to, filling
of chuckholes, repairing cracks, repairing and resurfacing of
roadbeds, repairing and maintaining drainage structures, removing
cov4173 3
debris, maintaining signs, markers, striping and lighting, if any,
and other work reasonably necessary and proper to repair and
preserve the easement for all- weather road purposes.
5. If there is a covenant, agreement, or other obligation
imposed as a condition of subdivision approval to make private road
improvements to the private road easement, the obligation to repair
and maintain the private road easement as herein set forth shall
commence when the private road improvements have been completed and
approved by the City.
6. Any extraordinary repair required to correct damage to
said road easement or drainage facility that results from action
taken or contracted for by lot owners or their successors in
interest shall be paid for by the party taking action or party
contracting for work which caused the necessity for the
extraordinary repair. The repair shall be such as to restore the
road easement or drainage facility to the condition existing prior
to said damage.
7. It is agreed that Developer is initially the agent to
contract and oversee and do all acts necessary to accomplish the
repairs and maintenance required and /or authorized under this
Agreement. Developer further agrees that the agent may at any time
be replaced at the direction of a majority of the lot owners.
Repair and maintenance work on the private road easement and
cov4173 4
L
drainage facilities shall be commenced when a majority of the lot
owners agree in writing that such work is needed. The agent shall
obtain three bids from licensed contractors and shall accept the
lowest of said three bids and shall then initiate the work. The
agent shall be paid for all costs incurred including a reasonable
compensation for the agent's services, and such costs shall be
added to and paid as a part of the repair and maintenance costs;
provided, however, that compensation for the agent's services shall
in no event exceed an amount equivalent to 10% of the actual cost
of repairs and maintenance performed. In performing his duties,
the agent, as he anticipates the need for funds, shall notify the
parties and each party shall within forty -five (45) days pay the
agent, who shall maintain a trustee account and also maintain
accurate accounting records which are to be available for
inspection by any party or authorized agent upon reasonable
request. All such records shall be retained by the agent for a
period of five years.
8. Should any lot owner fail to pay the pro rata share of
costs and expenses as provided in this Agreement, then the agent or
any lot owner or owners shall be entitled without further notice to
institute legal action for the collection of funds advanced on
behalf of such lot owner in accordance with the provisions of
California Civil Code Section 845, and shall be entitled to recover
in such action in addition to the funds advanced, interest thereon
at the current prime rate of interest, until paid, all costs and
cov4173 5
disbursements of such action, including such sum or sums as the
Court may fix as and for a reasonable attorney's fees.
9. Any liability of the lot owners for personal injury to
the agent hereunder, or to any worker employed to make repairs or
provide maintenance under this Agreement, or to third persons, as
well as any liability of the lot owners for damage to the property
of agent, or any such worker, or of any third persons, as a result
of or arising out of repairs and maintenance under this Agreement,
shall be borne, as between the lot owners in the same percentages
as they bear the costs and expenses of such repairs and
maintenance. Each lot owner shall be responsible for and maintain
his own insurance, if any. By this Agreement, the Developer does
not intend to provide for the sharing of liability with respect to
personal injury or property damage other than that attributable to
the repairs and maintenance undertaken under this Agreement. Each
of the lot owners agrees to indemnify the others from any and all
liability for injury to himself or damage to his property when such
injury or damage results from, arises out of, or is attributable to
any maintenance or repairs undertaken pursuant to this Agreement.
10. Lot owners shall jointly and severally defend and
indemnify and hold harmless City, City's engineer and its
consultants and each of its officials, directors, officers, agents
and employees from and against all liability, claims, damages,
losses, expenses, personal injury and other costs, including costs
cov4173 6
of defense and attorney's fees, to the agent hereunder or to any
lot owner, any contractor, any subcontractor, any user of the road
easement, or to any other third persons arising out of or in any
way related to the use of, repair or maintenance of, or the failure
to repair or maintain the private road easement or drainage
facilities.
Nothing in the Agreement, the specifications or other contract
documents or City's approval of the plans and specifications or
inspection of the work is intended to include a review, inspection
acknowledgement of a responsibility for any such matter, and City,
City's engineer and its consultants, and each of its officials,
directors, officers, employees and agents, shall have no
responsibility or liability therefore.
11. The foregoing covenants shall run with the land and shall
be deemed to be for the benefit of the land of each of the lot
owners and each and every person who shall at anytime own all or
any portion of the property referred to herein.
12. It is understood and agreed that the covenants herein
contained shall be binding on the heirs, executors, administrators,
successors, and assignees of each of the lot owners.
13. It is the purpose of the signatories hereto that this
instrument be recorded to the end and intent that the obligation
cov4173 7
r
hereby created shall be and constitute a covenant running with the
land and any subsequent purchaser of all or any portion thereof, by
acceptance of delivery of a deed and /or conveyance regardless of
form, shall be deemed to have consented to and become bound by
these presents, including without limitation, the right of any
person entitled to enforce the terms of this Agreement to institute
legal action as provided in Paragraph 8 hereof, such remedy to be
cumulative and in addition to other remedies provided in this
Agreement and to all other remedies at law or in equity.
14. The terms of this Agreement may be amended in writing
upon majority approval of the lot owners and consent of the City.
15. This Agreement shall be governed by the laws of the State
of California. In the event that any of the provisions of this
Agreement are held to be unenforceable or invalid by any court of
competent jurisdiction, the validity, and enforceability of the
remaining provisions shall not be affected thereby.
16. If the Property constitutes a "Common Interest
Development" as defined in California Civil Code Section 1351(c)
which will include membership in or ownership of an "Association"
as defined in California Civil Code Section 1351(a), anything in
this Agreement to the contrary notwithstanding, the following
provisions shall apply at and during such time as (i) the Property
is encumbered by a "Declaration" (as defined in California Civil
cov4173 8
Code Section 1351(h) , and (ii) the Common Area of the property
(including the private road easement) is managed and controlled by
an Association:
(a) The Association, through its Board of Directors, shall
repair and maintain the private road easement and drainage
facilities and shall be deemed the "agent" as referred to in
Paragraph 7 above. The Association, which shall not be replaced
except by amendment to the Declaration, shall receive no
compensation for performing such duties. The costs of such
maintenance and repair shall be assessed against each owner and his
subdivision interest in the Property pursuant to the Declaration.
The assessments shall be deposited in the Association's corporate
account.
(b) The provisions in the Declaration which provide for
assessment liens in favor of the Association and enforcement
thereof shall supersede Paragraph 8 of the Agreement in its
entirety. No individual owners shall have the right to alter,
maintain or repair any of the Common Area (as defined in California
Civil Code Section 1351(b) in the Property except as may be allowed
by the Declaration.
(c) This Agreement shall not be interpreted in any manner
which reduces or limits the Association's rights and duties
pursuant to its Bylaws and Declaration.
cov4173 9
IN W77ITTNESS WHEREOF, the parties have executed this Agreement
on the G �� day of U 19 98
Developer:
etzz-� 11
�f X r 0A.) /ail -L_
Signature of DEVELOPER must be notarized. Attach
the appropriate acknowledgement.
cov4173 10
CALIFORNIA ALL- PURPOSL ;KNOWLEDGMENT
State of
:,> 59C
County of (Sa fi3 i(La Q
On 7- Z2 98 before me, JQt �. (✓�l (cruqk
GATE � ' , I NAME. TITLE OF OFFICER - G..'JANE OOE, NOT RY UBLIC"
personally appeared SI ,
NAN IS) OF SIGNERIS)
❑ personally known to me - OR proved to me on the basis of satisfactory evidence
to be the person whose name( is /�
subscribed to the within instrument and ac-
knowledged to me that he /sl%�/tt' executed
the same in his / r authorized
_ @MYN JANEiG.MCCO07861 ca acit and that b his / r it
S Commuson /1078681 P y ( Y
t otary Public — COIit 8No $on o�ego cov,ty signature(`s,`on the instrument the person Comm E&Pres Nov 29 .190 or the entity upon behalf of which the
person acted, executed the instrument.
WITNESS my hand and official seal.
• SIGNAT RE OF NOTARY
OPTIONAL
Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent
fraudulent reattachment of this form.
CAPACITY CLAIMED BY SIGNER
❑ INDIVIDUAL
CORPOEjATE OFFICER
TITLE(S)
❑ PARTNER(S) ❑ LIMITED
GENERAL
❑ ATTORNEY -IN -FACT
❑ TRUSTEE(S)
❑ GUARDIAN /CONSERVATOR
❑ OTHER:
SIGNER IS REPRESENTING:
NA OF PERSON(S)O ENTITY(IES)
DESCRIPTION OF ATTACHED DOCUMENT
TITLE OR TYPE OF
Fey Tfm 9-7 -2-z1
Lo
NUMBER OF PAGES
�.LZ la
DA YE OF DOCUMENT
SIGNER(S) OTHER THAN NAMED ABOVE
01993 NATIONAL NOTARY ASSOCIATION - 8236 Rommel Ave., P.O. Box 7184 - Canoga Park, CA 91309 -7184
EXHIBIT "A"
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
EXH I B IT B
el
01 a a
t
N qp p
J 1f' �7• A.199.54' R- 1000.00'
9.43-
el-- - - - - - - - - - - - - - - - -
�a 1 Z66.
l 12 20� b/
25 00'
� ?S
v 00•
PROPOSED WIDE
ROAD EASEMENT ?'so• �' PARCEL 4
12'
NOT A PART N34 *26'02 . E
49'
ml j I 51. g9'
K8Q'14_52'E(R) N68'17_37'E (R)
\ vIW IN
N3 2'26'02'E 8.7 '
`6► / \ J \moo ?' . }0r
er
rirr 0901 P i� � r
-C13'
\ \ •29 01 � OHO` �' � � °°
29' +Z0
/ '1r
h
s7 PARCEL 2
43 OP
CURVE
DELTA
ARC
RADIUS
C1
85'16'03'
36.69'
26.00'
C2
91144116"
41.63'
26.00'
C3
18'00'15
66.77'
212.50'
C4
16'45'27'
54.84'
187.50'
C5
50'44'24•
17.71'
20.00'
C6
65'28'25•
22.85'
20.00'
C7
130'13'22'
90.91'
40.00'
CS
36'39'44'
25.60'
40.00'
C9
126'55'17'
88461'
40.00'
CIO
08'58'19•
33.28'
212.50'
LS1
12'3051"
46.41'
212.50'
C12
40.38
"10'
53.55'
75.50'
C13
74.50'39'
90.99'
69.66'
C14
20'30'02"
95.81'
267.79'
Effi JT °C"
FOR DETAILS OF PRIVATE DRAINAGE FACILITIES SEE CITY OF
ENCINITAS GRADING PLAN 5452-G
Recording requested by:
When Recorded Mail To:
District Clerk )
Cardiff Sanitation District )
505 South Vulcan Avenue )
Encinitas, CA 92024 )
THE u_Ak OF THIS DOD"
6% RECORDED ON SEP 18, 19%
D0 Eff on 1998 -05 %918
REM J. SHITH, CUM RECOW
SAN DIEGO CU Y RECORDER'S OFFICE
TINE: 3:52 PS
SPACE ABOVE FOR RECORDER'S USE
COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
Assessor's Parcel
No. 264- 240 -03
A. XION INVESTMENTS, Inc.,
a California Corporation
Project No.: TPM 97 -201
W. O. No.: CS 272
( "SUBDIVIDER" hereinafter) is the owner of real property which is
commonly known as TPM 97 -201 ( "PROPERTY"
hereinafter) and which is described as follows:
See Exhibit A which is attached hereto and
made a part hereof.
B. The tentative subdivision of the PROPERTY was approved
with the final approval subject to certain conditions requiring the
construction of improvements by SUBDIVIDER. SUBDIVIDER has applied
for final approval of the subdivision but has not constructed the
required improvements. In consideration of the final approval of
the improvement plans for the required improvements by the Cardiff
Sanitation District ( "DISTRICT" hereinafter), SUBDIVIDER hereby
TF /03 /C0V2- 308wp51 1(4/26/91 -1) 10e15a 1 JAN 90
covenants and agrees for the benefit of DISTRICT, to do the
following:
See Exhibit B which is attached hereto and
made a part hereof.
C. This Covenant shall run with the land and be binding upon
and inure to the benefit of the future owners, encumbrances,
successors, heirs, personal representatives, transferees and
assigns of the respective parties.
D. SUBDIVIDER agrees that SUBDIVIDER's duties and
obligations under this Covenant are a lien upon the PROPERTY.
Upon notice and opportunity to respond, DISTRICT may add to the
property tax bill of the PROPERTY any past due financial obligation
owing to DISTRICT by way of this Covenant.
E. If either party is required to incur costs to enforce the
provisions of this Covenant, the prevailing party shall be entitled
to full reimbursement of all costs, including reasonable attorneys'
fees, from the other party.
F. Failure of SUBDIVIDER to comply with the terms of this
Covenant shall constitute consent to the filing by DISTRICT of a
Notice of Violation of Covenant.
G. Upon SUBDIVIDER's satisfactory completion of SUBDIVIDER's
duties and obligations contained herein, SUBDIVIDER may request and
DISTRICT shall execute a Satisfaction of Covenant.
H. By action of the Board of Directors, DISTRICT may assign
to a person or persons impacted by the performance of this
Covenant, the right to enforce this Covenant against SUBDIVIDER.
TF /03/COV2- 308wp51 2(4/26/91 -1) 10el5a 1 JAN 90
ACCEPTED AND AGREED.
Dated
SUBDIVIDER
Dated
7-2-Z- 9a X/oni
(Notarization of SUBDIVIDER signature is attached.)
CARDIFF SANITATION DISTRICT
Dated by C Q a
Clerk of the Board
(Notarization not required)
TF /03/COV2- 308Wp51 3(4/26/91 -1) 10e15a 1 JAN 90
CALIFORNIA ALL- PURPOACKNOWLEDGMENT
State of Cai I I I CT /l f a.
County of 3oLn ZD I qqc)
On 7-122 -l(clg before me, jo_f)e�'- r . MGC°r�f�ovah
DA _ , A r I NAME, TITLE OF OFFICER - EA, DOE. NOTARY P
personally appeared
NAME(S) OF SIGNER(S)
N. s3m
❑ personally known to me - OR >i_5* roved to me on the basis of satisfactory evidence
to be the personN whose name�is /N
my G. MC COUOUGN
< Comms�ion ♦10)pIS61 i
o v Ablk — Cad(OR11a i
San Oego Colnty
W Comm. Exoirea Nov Z9, 1999
subscribed to the within instrument and ac-
knowledged to me that he /s'1v�/Qy executed
the same in his /Rant Zrr authorized
capacity(iN, and that by hisNrq; /�
signatureN on the instrument the personX
or the entity upon behalf of which the
person acted, executed the instrument.
WITNESS my hand and official seal.
• SIGNAT RE OF NOTARY
OPTIONAL
Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent
fraudulent reattachment of this form.
CAPACITY CLAIMED BY SIGNER ESCRIPTI N QF ATTACHED DOCU ENT
❑ INDIVIDUAL o
CORPOR TE OFFICER ��,r� �I
�r�s�e�i— f 5e
nnHSl TITLE OR TYPE OF DOCUM NT
❑ PARTNER(S) ❑ LIMITED
❑ GENERAL
ATTORNEY -IN -FACT
TRUSTEE(S)
GUARD IAN /CONSERVATOR
OTHER:
SIGNER IS REPRESENTING:
N EO PERSON(SIOR ITY(IES)
G
1+
NUMBER OF PAGES
- ZZq"`18
DATt OF DOCUMENT
SIGNER(S) OTHER THAN NAMED ABOVE
01993 NATIONAL NOTARY ASSOCIATION -8236 Remmet Ave.. P.O. Box 7184 -Canoga Park, CA 913D9.7184
ATTACHMENT A TO
COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
PROJECT NO. TPM 97 -201
PROPERTY DESCRIPTION
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
TF /03 /COV2- 308wp51 4(4/26/91 -1) 10e15a 1 JAN 90
ATTACHMENT B TO
COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
PROJECT NO. TPM 97 -201
SUBDIVIDER's DUTIES AND OBLIGATIONS
Name of SUBDIVIDER: XION INVESTMENTS. INC. a California Corporation
Tract or Parcel Map Number TPM 97 -201
Name of Subdivision: _Abbasi Development
Resolution of Approval Number: PC 98 -05 Adopted: January 8, 1998
Estimated total cost of improvements: * 28, e>3(0_ --_
1.0 IMPROVEMENTS REQUIRED
1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to
furnish all the labor, equipment and materials to perform and
complete, in accordance with the plans and specifications and to
the satisfaction and approval of the District Engineer, all of the
improvements referred to below:
Improvement plans for TPM 97 -201 sheets 1 through
1 , dated and prepared by Pasco Engineering , as
approved on c)-j5—c)8 by the District Engineer together with any
subsequent amendments approved in writing by the District Engineer;
on file with DISTRICT in the District Office and incorporated
herein as though fully set forth at length.
1.2 Further, SUBDIVIDER agrees to perform the following
conditions:
TF /03 /COV2- 308wp51 5(4/26/91 -1) 10e15a 1 JAN 90
RESOLUTION CONDITIONS:
2.0 PROGRESS OF WORK
2.1 Time is of the essence with this Covenant. SUBDIVIDER
shall commence substantial construction of the improvements
required by this Covenant not later than 1-01- Zo01
and shall complete the improvements no later than 10 -OI -2 00t
In the event good cause exists, as determined by the District
Engineer, the time for commencement of construction or completion
of the improvements hereunder may be extended. Any such extension
may be granted without notice to SUBDIVIDER's Surety or Sureties,
if any, and shall in no way affect the validity of this Covenant or
release the Surety or Sureties on any security given for the
faithful performance of this Covenant. The District Engineer shall
be the sole and final judge as to whether or not good cause has
been shown to entitle SUBDIVIDER to an extension. As a condition
of such extensions, the District Engineer may require SUBDIVIDER to
furnish new security guaranteeing performance of this Covenant, as
extended, in an increased amount as necessary to compensate for any
increase in construction costs as determined by the District
Engineer.
2.2 If any of the public improvements are to be constructed
or installed on land not owned by SUBDIVIDER, no construction or
installation shall be commenced prior to the acquisition and
TF /03 /COV2- 308wp51 6(4/26/91 -1) 10e15a 1 JAN 90
acceptance by DISTRICT of appropriate property interests.
SUBDIVIDER shall pay the actual costs of acquisition of such
property interests.
2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all
necessary permits and licenses for the construction of the
improvements and give all necessary notices and pay all fees and
taxes required by law.
2.4 SUBDIVIDER shall notify the District Engineer in writing
at least 15 days prior to the commencement of work hereunder. No
construction work shall begin until authorized by DISTRICT.
2.5 SUBDIVIDER shall not be entitled to obtain occupancy
permits for the buildings constructed on any lot created by the
subdivision until all required improvements have been provided to
the satisfaction of the District Engineer.
2.6 SUBDIVIDER shall at all times maintain safe construction
facilities, and provide safe access, for inspection by DISTRICT, to
all parts of the work and to the shops wherein the work is in
preparation.
2.7 SUBDIVIDER shall give good and adequate warning to the
public to each and every existing danger relating to the
construction of the improvements, and shall protect the public from
such dangers.
TF /03 /COV2- 308wp51 7(4/26/91 -1) 10e15a 1 JAN 90
3.0 INSPECTION /ACCEPTANCE OF IMPROVEMENTS
3.1 The District Engineer or his duly authorized
representative, upon request of SUBDIVIDER, shall inspect, at
SUBDIVIDER's expense, the improvements herein agreed to be
constructed and installed by SUBDIVIDER. If determined to be in
accordance with applicable DISTRICT standards and the other terms
of this Covenant, the District Engineer shall approve the
improvements and recommend the acceptance of the public
improvements by DISTRICT through resolution of the Board of
Directors of the Cardiff Sanitation District.
3.2 The SUBDIVIDER agrees to pay for each inspection of the
improvements required by the District Engineer.
3.3 Approval of the improvements and acceptance of the public
improvements by DISTRICT, shall not constitute a waiver by DISTRICT
of any defects in the improvements.
3.4 Until such time as the improvements required by this
Covenant are fully completed by SUBDIVIDER, approved by the
District Engineer and the public improvements are accepted by
DISTRICT, SUBDIVIDER will be responsible for the care, maintenance,
repair and replacement of such public improvements.
4.0 GUARANTEE /WARRANTY
4.1 ONE YEAR. SUBDIVIDER hereby guarantees and warrants the
public improvements constructed pursuant to this Covenant for a
period of one year after final acceptance of said work to include
design, work, labor and materials furnished. If within the one
year period, any public improvement or part of any public
improvement furnished, installed or constructed, or caused to be
furnished, installed or constructed by SUBDIVIDER, fails to fulfill
TF /03 /COV2- 308wp51 8(4/26/91 -1) 10e15a 1 JAN 90
any of the requirements of this Covenant or otherwise fails to
function to the satisfaction of the DISTRICT, SUBDIVIDER shall
without delay and without any cost to DISTRICT, repair, replace or
reconstruct any failing part or parts of the public improvement.
4.2 TEN YEARS. For ten years following the acceptance by
DISTRICT of the public improvements, SUBDIVIDER shall remain
obligated to cure all identified defects in the design,
construction, materials of the public improvements.
5.0 SECURITY
5.1 FOR CONSTRUCTION OF IMPROVEMENTS
A. Prior to the sale or transfer of all or any portion
of this Subdivision, or prior to the issuance of any development
permits for this Subdivision, SUBDIVIDER shall furnish to DISTRICT
good and sufficient security in the form of a cash deposit, letter
of credit, or other security as approved by the District Engineer
in the amount of 150% of the then - current estimate of the
construction costs of the improvements to assure faithful
performance of this Covenant.
B. In the event that changes, alterations or additions
to the improvement plans and specifications or to the improvements
add 10% or more to the original estimated costs of the
improvements, SUBDIVIDER shall provide additional security in a
form satisfactory to DISTRICT in an amount equal to 100% of the
total estimated increase in the construction cost of the
improvements. The amount of the additional security may be adjusted
by the amount of work completed and any prior, partial releases of
security.
5.2 FOR ONE YEAR GUARANTEE /WARRANTY. SUBDIVIDER shall
TF /03/COV2- 308wp51 9(4/26/91 -1) 10e15a 1 JAN 90
furnish to DISTRICT good and sufficient security, in the form of a
cash deposit, letter of credit or other security as approved by the
City Engineer, in the amount of 25% of the estimated total cost of
the public improvements, to secure SUBDIVIDER's guarantee and
warranty specified herein for a period of one year following the
acceptance by DISTRICT of the public improvements.
6.0 CURING OF DEFAULTS
6.1 In the event that SUBDIVIDER fails to perform any duty
or obligation imposed by this Covenant, SUBDIVIDER hereby
authorizes DISTRICT, at DISTRICT's option, to perform such duty or
obligation twenty (20) days after DISTRICT mails written notice of
default to SUBDIVIDER and SUBDIVIDER fails to cure such default.
SUBDIVIDER agrees to pay the actual costs of such performance by
DISTRICT. The security posted by SUBDIVIDER pursuant to this
Covenant may be used by DISTRICT for the completion of such
performance, but shall not limit SUBDIVIDER's liability.
6.2 In the event of SUBDIVIDER'S uncured default, DISTRICT
may take over the work and prosecute the same to completion, by
contract or by any other method DISTRICT may deem advisable, for
the account and at the expense of SUBDIVIDER. SUBDIVIDER shall be
liable to DISTRICT for the actual costs or damages occasioned
DISTRICT thereby. Without liability for so doing, DISTRICT may
take possession of the construction site and the work. In
completing the work, DISTRICT may utilize such materials,
appliances, plants and other property belonging to SUBDIVIDER as
may be on the site of the work and necessary therefore.
6.3 Should the exigencies of the case require repairs,
replacements, or work to be done before SUBDIVIDER can be notified
TF /03/COV2- 308wp51 10(4/26/91 -1) 10e15a 1 SAN 90
and given 20 days to perform, DISTRICT may, at DISTRICT's option
and without liability, make the necessary repairs or replacements
or perform the necessary work and SUBDIVIDER shall pay to DISTRICT
the actual costs of so doing.
7.0 HOLD HARMLESS
7.1 SUBDIVIDER agrees to indemnify and hold DISTRICT and
DISTRICT's officers, officials, employees and agents harmless from,
and against any and all liabilities, claims, demands, causes of
action, losses, damages and costs, including all costs of defense
thereof, arising out of, or in any manner connected directly or
indirectly with, any acts or omissions of SUBDIVIDER or
SUBDIVIDER's agents, employees, subcontractors, officials, officers
or representatives. Upon demand, SUBDIVIDER shall, at its own
expense, defend DISTRICT and DISTRICT's officers, officials,
employees and agents, from and against any and all such
liabilities, claims, demands, causes of action, losses, damages and
costs.
7.2 SUBDIVIDER's obligation herein includes, but is not
limited to, alleged defects in the plans, specifications and design
of the improvements; but does not extend to liabilities, claims,
demands, causes of action, losses, damages or costs that arise out
of a defect in the plans, specifications or design that is a result
of a change required by DISTRICT to the SUBDIVIDER's proposed
plans, specifications or design so long as such change is objected
to, in writing, by the SUBDIVIDER, and the writing is filed with
the District Engineer more than ten days prior to the commencement
of work.
7.3 SUBDIVIDER's obligation herein includes, but is not
TF /03/COV2- 308wp51 11(4/26/91 -1) 10e15a 1 SAN 90
limited to, alleged defects in the construction of the
improvements; alleged defects in the materials furnished in the
construction of the improvements; alleged injury to persons or
property; alleged inverse condemnation of property or a consequence
of the design, construction, or maintenance of the work or the
improvements; and any accident, loss or damage to the work or the
improvements prior to the acceptance of same by DISTRICT.
7.4 By approving the improvement plans, specifications and
design; by inspecting or approving the improvements; or by
accepting the public improvements, DISTRICT shall not have waived
the protections afforded herein to DISTRICT and DISTRICT's
officers, officials, employees and agents or diminished the
obligation of SUBDIVIDER who shall remain obligated in the same
degree to indemnify and hold DISTRICT and DISTRICT's officers,
officials, employees and agents, harmless as provided above.
7.5 SUBDIVIDER's obligation herein does not extend to
liabilities, claims, demands, causes of action, losses, damages or
costs that arise out of DISTRICT's intentional wrongful acts,
DISTRICT's violations of law, or DISTRICT's sole active negligence.
TF /03/COV2- 308wp51 12(4/26/91 -1) 10e15a 1 JAN 90
8.0 INSURANCE
8.1 The SUBDIVIDER shall obtain and maintain a policy of
motor vehicle liability, public liability, general liability and
property damage insurance from an insurance company approved by
DISTRICT and authorized to do business in the State of California,
in an insurable amount of not less than one million dollars
($1,000,000.00) for each occurrence or aggregate. The insurance
policy shall provide that the policy shall remain in force during
the life of this COVENANT and shall not be canceled, terminated, or
allowed to expire without thirty (30) days prior written notice to
DISTRICT from the insurance company.
8.2 DISTRICT shall be named as an additional insured on
SUBDIVIDER's policies.
8.3 SUBDIVIDER shall furnish certificates of said insurance
to DISTRICT prior to commencement of work under this AGREEMENT.
9.0 NOTICES
9.1 Any notices to be given under this COVENANT, or
otherwise, shall be served by certified mail.
9.2 For the purposes hereof, unless otherwise provided in
writing by the parties hereto, the address of DISTRICT and the
proper person to receive any such notice on its behalf is:
District Engineer
Cardiff Sanitation District
505 South Vulcan Avenue
Encinitas, CA 92024
and the address of SUBDIVIDER and the proper person to receive any
such notice on its behalf is:
TF /03/COV2- 308wp51 13(4/26/91 -1) 10e15a 1 JAN 90
10.0 SUBDIVIDER'S CERTIFICATION OF AWARENESS OF
IMMIGRATION REFORM AND CONTROL ACT OF 1986
SUBDIVIDER certifies that SUBDIVIDER is aware of the
requirements of the Immigration Reform and Control Act of 1986 (8
USC SS 1101 -1525) and will comply with these requirements,
including but not limited to verifying the eligibility for
employment of all agents, employees, subcontractors and consultants
that are included in, satisfy the duties and obligations contained
herein.
11.0 GENERAL PROVISIONS
11.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or
contractors are or shall be considered to be agents of DISTRICT in
connection with the performance of SUBDIVIDER's duties and
obligations under this Covenant.
11.2 Sale or other disposition of the PROPERTY will not
relieve SUBDIVIDER from the duties and obligations set forth
herein.
11.3 SUBDIVIDER shall provide the improvements as an
independent contractor and in pursuit of SUBDIVIDER's independent
calling, and not as an employee of DISTRICT. SUBDIVIDER shall not
be under control of the DISTRICT except as to the result to be
accomplished. SUBDIVIDER may confer with DISTRICT as required to
perform this Covenant.
11.4 No verbal agreement or conversation with any officer,
official, agent or employee of DISTRICT, either before, during or
after the execution of this Covenant, shall effect or modify any of
the terms or obligations herein contained.
TF /03/COV2- 308wp51 14(4/26/91 -1) 10e15a 1 JAN 90
THE -ANAL OF THIS DOCI1MEN1
WAS RECORDED ON SEP 18, 1998
DODJW KKR 1996-05 %919
(iiEW J. N% COU6Y IIFrn IFR
n III CUP NEW'S WFICE
When Recorded Mail To: ) ,
City Clerk )
City of Encinitas )
505 South Vulcan Avenue )
Encinitas. CA 92024 1 SPACE ABOVE FOR RECORDER'S USE
COVENANT REGARDING REAL PROPERTY
FUTURE PARK, TRAFFIC, AND FLOOD CONTROL FEES
Assessor's Parcel
Number: 264 - 240 -03
Project No. TPM 97 -201
A. %ION INVESTMENTS, INC., A California Corporation
( "OWNER" hereinafter) is the owner of real property which is commonly known as TPM 97 -201,
( "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 Final Map approval for the above referenced project by the City
of Encinitas ( "CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY,
to do the following:
See Attachment "B" which is attached hereto and made a pan hereof.
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.
E. If either party is required to incurs costs to enforce the provisions of this Covenant,
the prevailing party shall be entitled to full reimbursement of all costs, including reasonable
attorney's fees, from the other party.
F. Failure of the OWNER to comply with the terms of this Covenant shall constitute
consent to the filing by CITY of a Notice of Violation of Covenant.
cov5940 bak 7/14/98
.444 VINQu6M44MMARtisfaction of OWNER's duties and obligations contained herein,
OWAM : IQPMI execute a "Satisfaction of Covenant ".
H. By action of the City Council, CITY may assign to a person or persons impacted by
the performance of this Covenant, the right to enforce this Covenant against OWNER.
MV— SM10 WAN "FAMci W03
OWNER
Dated 1
lk x i o u 1AvjfC7-A eF- TS t N c
Dated P '3.,4rLr-NT .SEL
(Notarization of OWNER signature is attached)
ATTACH NOTARY HERE
CITY OF ENC`INIIT�AASSS
Dated . lS �`71` by
(Notarizati6n not re uired) 7A7�tK @x�tl►t9G}[EI$Yt7ti5iblE�Tr
Bill Weedman, City Planner
cov5940 bak 7/14/98
CALIFORNIA ALL- PURPOACKNOWLEDGMENT
State of Ct1t)5IF6a-
County of ��lJt!qqU I I I I
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ATE I A I I NAME, TITLE OF OFFICER - E,G.,'JANE DOE, NOTARY BLIC'
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NAME(S) OF SIGNER(S)
No 55,7
❑ personally known to me - OR - 'proved to me on the basis of satisfacto evidence
to be the person whose name(( s/ Iv,,e
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person (s acted, executed the instrument.
WITNESS my hand and official seal.
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Though the data below is not required by law, it may prove valuable to persons relying on the document and could prevent
fraudulent reattachment of this form.
CAPACITY CLAIMED BY SIGNER
❑ INDIVIDUAL
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❑ ARTNER(S)
❑ LIMITED
❑ GENERAL
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TITLE OR TYPE OF DOCUMENT
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SIGNER(S) OTHER THAN NAMED ABOVE
01993 NATIONAL NOTARY ASSOCIATION • 8236 Remmet Ave.. P.O. Boa 7184 • Canoga Park, CA 913097184
ATTACHMENT "A" TO
COVENANT REGARDING REAL PROPERTY
PROJECT NO. TPM 97 -201
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
cov5940 bak 7/14/98
PROPERTY DESCRIPTION
ATTACHMENT "B" TO
COVENANT REGARDING REAL PROPERTY
PROJECT NO. TPM 97 -201
OWNER'S DUTIES AND OBLIGATIONS
A. In accordance with Municipal Code Chapter 23.98 in effect at time of fees being
paid, park fees for the development shall be paid prior to Final Occupancy approval.
B. In accordance with the Municipal Code Chapter 23.94 in effect at time of fees being
paid, traffic fees for the development shall be paid prior to Final Occupancy approval.
C. In accordance with the Municipal Code Chapter 23.96 in effect at time of fees being
paid, flood control fees shall be assessed and collected during the building permit
processing prior to the construction of any impervious surfaces.
cov5940 bak 7/14/98
T
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TRANSMITTAL FORM
ENGINEERING SERVICES DEPARTMENT
F
R Capital Improvements n Field Operations El
O Subdivision Engineering Office of the Director El
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District Support Services El
Traffic Engineering El
T q/W111 %Y Uate:
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O / �/ r A /N�- Re
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g: (Finance Numb EE/ EPOSIT
UP/MIN/DR:
ATTENTION: A.P.N.:
Transmitted as following:
Comments/Additional Space for Document
Final Parcel Map ❑ Final Map [j Check(s)
• 9e�j • 4*5
1 .16
Checkprint(s) / Approved Copy / Original(s) / Certificate
OF TK15 YWYMt q
Traverse Calculations ❑ Reference Maps ❑ Plancheck Comments ❑
Easement re: Covenant re: Agreement re:
tN� A- otf12
LAC rY
Gr
y;�Check(s) eckApproved Copal(s) Plancheck Comments
alculations ❑ Cost Estimate
Hydrology Study /Map E] Soil Report ❑
Sketch (if needed):
L—FLEPLy: K(O-r kr 7'Al5
TKt,/ Artz rr(wJXZP -lo Sctl9*rr
AMP RE•-e.t E VI- AFprL FDh o ut<-
Improvement Plan E] Check(s)
Checkprint(s) /Approved Copy /Original(s) Plancheck Comments
Structural Calculations ❑ Cost Estimate ❑
PRLOK `io P- ^Uf*NCE ap
Hydrology Study/Map El Cross Sections El
'7►(Y.
As Per... our conversation My /your inquiry Our Review O Our Inquiry
For your..conection Comment IH Signature _ j], Information ❑ Uses C]
Please return Please call:� if necessary
Originator: e pa Copies to:
r /
V Messenger ❑ Mail Ej Fascimile D Other ❑
I Received by: Date:
A Title: Location:
Telephone:
505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (619) 633 -2600 1FAX (619) 633 -2627 / TDD (619) 633 -2700
954.doc(10- 03 -95)
CITY OF ENCINITAS
CARDIFF SANITATION DISTRICT
1._ : Ufflo 1
Meeting Date: August 26, 1998
TO: Cardiff Sanitation District Board of Directors
=`.)R YOUR RECORDS
VIA: �°. Lauren M. Wasserman, District Manager �rnrnckyc"
FROM: , e/ �Alan Archibald, Director of Engineering Services
Hans Jensen, Senior Subdivision Engineer
SUBJECT: Acceptance of sewer easements as dedicated on the final parcel map of TPM 97-
201 into the Cardiff Sanitation District and authorize the Clerk of the Board to
sign the final parcel map. Subject property is Lot 6 of Map No. 13320, located on
the south side of Double LL Ranch Road between Calle Margarita and Lone Jack
Road. (APN:264- 240-03)
Applicant: Xion Investments, Inc.
BACKGROUND:
On January 8, 1998, the Planning Commission approved, subject to conditions, Tentative Parcel
Map No. 97 -201, a tentative parcel map of a subdivision creating 4 single family residential lots
in excess of 2 acres each and a remainder parcel in the Olivenhain area. ( Resolution No. 98 -05 )
To serve this project the subdivider has offered to dedicate a public sewer main and easement to
the Cardiff Sanitation District. The sewer main will be constructed to district standards.
ANALYSIS:
An easement has been granted to the Cardiff Sanitation District on the final parcel map for
construction, maintenance, and repair of sewer structures. A covenant has been executed by the
subdivider to ensure the proposed sewer improvements are constructed, installed and inspected in
conformance with district standards for public sewer mains.
It is recommended that the Board of Directors accept the sewer easement into the Cardiff
Sanitation District and authorize the Clerk of the Board to sign the final map.
BAK AR5959.doe 08 -18 -98
CITY OF ENCINITAS
AGENDA REPORT
PLANNING COMMISSION
Meeting Date: September 10, 1998
TO: /Planning Commission
VIA: /�,/ Bill Weedman, City Planner
FROM: Alan Archibald, Director of Engineering Services
I *Hans Jensen, Senior Subdivision Engineer
SUBJECT: Approval of the Final Parcel Map which conforms to Tentative Parcel Map No.
97 -201. Subject property is Lot 6 of Map No. 13320, located on the south side of
Double LL Ranch Road between Calle Margarita and Lone Jack Road.
(APN:264- 240 -03) Applicant: Xion Investments, Inc.
BACKGROUND:
On January 8, 1998, the Planning Commission approved, subject to conditions, Tentative Parcel
Map No. 97 -201, a tentative parcel map of a subdivision creating 4 single family residential lots
in excess of 2 acres each and a remainder parcel in the Olivenhain area. ( Resolution No. 98 -05 )
The final map has been examined and found to be technically correct and in compliance with
State laws and City ordinances.
The Tentative Parcel Map is scheduled to expire on January 8, 2000. All conditions of approval
have been complied with prior to the expiration date.
RECOMMENDATION:
It is recommended that the Planning Commission take the following actions:
Approve the Final Map which conforms to Tentative Map No. 97 -201 and authorize the
City Treasurer and the Secretary of the Planning Commission to sign the map.
2. Authorize the recordation of the Final Parcel Map which conforms to Tentative Parcel
Map No. 97 -201 after the mandatory ten calendar day appeal period.
bak AR5965.doc 08 -31 -98
DESCRIPTION: Public Hearing to consider a Design Review Permit and a Coastal
Development Permit to allow the construction of three two -story single
family dwellings which range from 2500 to 2700 square feet.
MUTLT'110 1 Ala In q
STATUS: The project is categorically exempt from environmental review pursuant to
Section 15303(a) of the California Environmental Quality Act (CEQA)
Guidelines.
Added by B.A. Knoll 8 -27 -98 for the 9 -10 -98 meeting: (Consent)
8. CASE NUMBER: 96 -185 TM/MUP /CDP
FILING DATE: January 26, 1998
APPLICANT: Daniel T. Shelley
LOCATION: 1573 South El Camino Real (APN: 260 - 072 -35).
DESCRIPTION: Approval of the Final Map which conforms to Tentative
Map No. 96 -185
ENVIRONMENTAL
STATUS: A fmal Environmental Impact Report (EIR) was certified by the
Planning Commission of the City of Encinitas on June 23, 1997 (Resolution No. PC- 97-40) and an
Addendum to the EIR on September 25, 1997.
Added by B.A. Knoll 8- 1
98 for the 9 -10 -98 meeting: (Consent)
9. CASE NUMBER: 97 -201 TPM/EIA
FILING DATE: March 9, 1998
APPLICANT: Xion Investments, Inc.
LOCATION: Lot 6 of Map No. 13320, Located on the south side of Double LL
Ranch Road between Calle Margarita and Lone Jack Road.
(APN: 264 - 240 -03).
DESCRIPTION: Approval of the Final Parcel Map which conforms to Tentative
Parcel Map No. 97 -201
ENVIRONMENTAL
STATUS: An Environmental Initial Assessment (EIA) was completed and
approved by the Planning Commission of the City of Encinitas on January 8, 1998 (Resolution No.
PC- 98 -05).
MEETING OF SEPTEMBER 24,1998
Added by C. Olson August 4, 1998, for the meeting of September 24, 1998:
1. CASE NUMBER: 98 -039 MUP/ DR/CDP/EIA
FILING DATE: February 17, 1998
APPLICANT: Kathleen Porterfield / Encinitas Country Day School
LOCATION: 3616 Manchester Avenue (APN: 262- 073 -24).
DESCRIPTION: Public Hearing to consider a Major Use Permit, Design Review Permit,
and a Coastal Development Permit to allow the construction of a 42,144
CITY OF ENCINITAS
CARDIFF SANITATION DISTRICT
AGENDA REPORT
Meeting Date: August 26, 1998
TO: Cardiff Sanitation District Board of Directors
VIA: 7. Lauren M. Wasserman, District Manager
FROM:/ Alan Archibald, Director of Engineering Services
vJ{C Hans Jensen, Senior Subdivision Engineer
SUBJECT: Acceptance of sewer easements as dedicated on the final parcel map of TPM 97-
201 into the Cardiff Sanitation District and authorize the Clerk of the Board to
sign the final parcel map. Subject property is Lot 6 of Map No. 13320, located on
the south side of Double LL Ranch Road between Calle Margarita and Lone Jack
Road. (APN:264- 240 -03)
Applicant: Xion Investments, Inc.
BACKGROUND:
On January 8, 1998, the Planning Commission approved, subject to conditions, Tentative Parcel
Map No. 97 -201, a tentative parcel map of a subdivision creating 4 single family residential lots
in excess of 2 acres each and a remainder parcel in the Olivenhain area. ( Resolution No. 98 -05 )
To serve this project the subdivider has offered to dedicate a public sewer train and easement to
the Cardiff Sanitation District. The sewer main will be constructed to district standards.
ANALYSIS:
An easement has been granted to the Cardiff Sanitation District on the final parcel map for
construction, maintenance, and repair of sewer structures. A covenant has been executed by the
subdivider to ensure the proposed sewer improvements are constructed, installed and inspected in
conformance with district standards for public sewer mains.
RECOMMENDATION:
It is recommended that the Board of Directors accept the sewer easement into the Cardiff
Sanitation District and authorize the Clerk of the Board to sign the final map.
BAK AR5959.doc 08 -18 -98
TRANSMITTAL FORM
ENGINEERING SERVICES DEPARTMENT
F
R Capital Improvements ❑ Field Operations
O Subdivision Engineering Office of the Director
M
❑
❑
District Support Services ❑
Traffic Engineering ❑
T t'/1y/- �iI/V�i �
O
ATTENTION:
Date: &U &2
Regard' (Finance Nu I E EPOSIT
T P UP MIN/DR:
[�
A.P.N.:
Transmitted as following:
Final Parcel Map ❑ Final Map ❑ Check(s)
Checkprint(s) / Approved Copy / Original(s) / Certificate
Traverse Calculations ❑ Reference Maps E] Plancheck Comments E]
Easement re: Covenant re: Agreement re:
Comments /Additional Space for Document
5EC OriloN E; N o F
P450 PL NtED
(1) FPQVF of Pu¢G)#45e of
2-55 AC, OF CSS M ITIGt -TIOp+
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Crash an Check(s)
ckprmt "pproved opy /Original(s) Plancheck Comments ❑
S al Calculations ❑ Cost Estimate ❑
Hydrology Study /Map ❑ Soil Report ❑
3"f8'9a
QT7}E'Q W t5�, , ERADxtb CeNfeRrS
T° AfP�r Pw+rs.
Sketch (if needed):
Improvement Plan ❑ Check(s)
Checkprint(s) /Approved Copy /Original(s) Plancheck Comments ❑
Structural Calculations ❑ Cost Estimate ❑
Hydrology Study /Map ❑ Cross Sections ❑
As Per... our conversation E] My /your inquiry ❑ Our Review ❑ Our Inquiry �ft'
For your..correction� Comment Signature Information [] Uses ❑
Please return 4y�/ ;? Please call: 7� , if necessary
Originator: R Nl.Gi� Copies to: 42
V Messenger ❑ Mail ❑ Fascimile ❑ Other
I Received by: Date:
A Title: Location:
❑
Telephone:
505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (619) 633- 2600/FAX (619) 633 -2627 / TDD (619) 633 -2700
954.doc (10- 03 -95)
RESOLUTION NO. PC 98-05
A RESOLUTION OF THE CITY OF ENCINITAS
PLANNING COMMISSION
APPROVING A TENTATIVE PARCEL MAP
FOR THE SUBDIVISION OF A 15.72 ACRE PARCEL
INTO FOUR SINGLE FAMILY RESIDENTIAL PARCELS
AND A REMAINDER PARCEL
FOR PROPERTY LOCATED ON THE SOUTH
SIDE OF DOUBLE LL RANCH ROAD, WEST OF THE
INTERSECTION OF DOUBLE LL RANCH ROAD
AND LONE JACK ROAD
(APN: 264- 240 -38; Case No. 97 -201 TPM/EIA)
WHEREAS, a request for consideration of a Tentative Parcel Map was filed by Zack
Abbasi / Pasco Engineering to create four residential lots in excess of two net acres each and a 2.16
net acre Remainder Parcel in accordance with Section 66474 of the State Map Act and Title 24 of
the Municipal Code for property located south of Double LL Ranch Road and west of the
intersection of Double LL Ranch Road and Lone Jack Road, and legally described as:
LOT 6 OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF
SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320,
FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, APRIL
25, 1996.
WHEREAS, the Planning Commission conducted a noticed public hearing on the
application on January 8, 1998, at which time all those desiring to be heard were heard; and
WHEREAS, the Planning Commission considered, without limitation:
1. The January 8, 1998 Agenda Report to the Planning Commission,
2. The General Plan, Zoning Code, State Subdivision Map Act, the Environmental
Initial Assessment, and associated Land Use Maps;
3. Oral evidence submitted at the hearing;
4. Written evidence submitted at the hearing;
5. Project plans consisting of two sheets, including: (1) The Replacement Tentative
Parcel Map; and (2) Cross - Section Drawings through the Tentative Parcel Map area,
all dated received by the City of Encinitas on September 22, 1997. In addition, the
following maps were reviewed by the Planning Commission at the hearing: (a) A
cd/cto/f.97repons/97- 201 pc1(1 -8.98)
Slope Analysis of the Property; and (b) A 10% Slope Encroachment Analysis of the
Property; and
WHEREAS, the Planning Commission made the following findings pursuant to Chapter
24 (Subdivisions) of the City of Encinitas Municipal Code:
(SEE ATTACHMENT "A ")
NOW, THEREFORE, BE IT RESOLVED that the Planning Commission of the City of
Encinitas hereby approves application No. 97 -201 TPM/ElA subject to the following conditions:
(SEE ATTACHMENT "B ")
BE IT FURTHER RESOLVED that the Planning Commission, in its independent
judgment, finds that a mitigated Negative Declaration is adopted for this project. This project will
not individually or cumulatively have an adverse effect on wildlife resources, as defined in Section
711.2 of the Fish and Game Code and, therefore, a Certificate of Fee Exemption shall be made
with De Minimis Impact Findings.
PASSED AND ADOPTED this 8th day of January, 1998, by the following vote, to wit:
AYES: Wells, Jacobson, Lanham, Parton, Bagg
NAYS: None
ABSENT: None
ABSTAIN: None
Alice Jacobson, Cl
Planning Commiss o , City of Encinitas
ATTEST:
Sandra L. nolder a {-�t-
Secretary
NOTE: This action is subject to Chapter 1.04 of the Municipal Code, which specifies time limits
for legal challenges,
cd/cro/f:97mpon&'97 -201 pc I(1 -8 -98)
ATTACHMENT "A"
Resolution No. PC 98 -05
Case No. 97 -201 TPM/EIA
FINDINGS FOR A TENTATIVE PARCEL MAP
STANDARD: Section 66474 of the California Government Code requires that the
authorized agency approve an application for a Tentative Map unless, based upon the
information presented in the application and during the Public Hearing, the authorized
agency makes any of the following findings of fact:
a. That the proposed map is not consistent with applicable general and specific plans as
specified in Section 65451 of the Subdivision Map Act.
Facts: The Tentative Parcel Map proposes four residential lots, each measuring at least two
net acres in size, and a Remainder Parcel of 2.16 net acres. The residential lots are
configured and designed to conform with the development standards of the Rural
Residential Zoning District and will support future development of single family residences.
Discussion: The project complies with the density limitations of the General Plan for the
Rural Residential land use designation.
Conclusion: Therefore, the Planning Commission finds the Tentative Parcel Map is
consistent with the City of Encinitas General Plan.
b. That the design or improvement of the proposed subdivision is not consistent with
applicable general and specific plans.
Facts: The Tentative Parcel Map proposes lot sizes which are consistent with the
provisions of the Rural Residential (RR) Zoning District.
Discussion: All other design requirements for future single family residences can be
accommodated by the design of the Tentative Parcel Map.
Conclusion: Therefore, the Planning Commission finds that the Tentative Parcel Map's
design is consistent with the City's General Plan.
C. That the site is not physically suitable for the type of development.
Facts: An Environmental Initial Assessment (EIA) has been completed for the project and
mitigations have been required to reduce environmental impacts below a level of
significance. No evidence has been submitted during the project review process to indicate
that the site is not physically suitable for future development with single family residential
structures. The residential lots are provided adequate access and the site is physically suited
cd/cm/f.97mpons 97 -201 pc 1(1 -8 -98)
to provide for four residential lots. The applicant has submitted "will service" letters from
the Water, Sewer, School Districts, and Fire Department.
Discussion: The project is designed, or has been conditioned, to satisfy development
requirements of the Rural Residential Zoning District. The application is proposing four
residential parcels and a Remainder Parcel. The Remainder Parcel can not be developed
until a future date and additional City review.
Conclusion: Therefore, the Planning Commission finds that the site is physically suitable
to accommodate the future development of four single family residences and that the
subdivision is designed, or has been conditioned, to comply with development standards
established by the Rural Residential Zoning District.
d. That the site is not physically suitable for the proposed density of development.
Facts: The Tentative Parcel Map proposes four residential lots and a Remainder Parcel
which comply with the slope adjusted maximum density standard for the Rural Residential
Zoning District.
Discussion: The project complies with the net acreage, slope adjusted, maximum density
standard for the Rural Residential Zoning District. No evidence has been received during
the planning review process to indicate that the site is not physically suitable for the
proposed density.
Conclusion: Therefore, the Planning Commission finds that the Tentative Parcel Map
conforms to the density requirements for the Rural Residential Zoning District.
e. That the design of the subdivision or the proposed improvements are likely to cause
substantial environmental damage or substantially or avoidably injure fish or wildlife or
their habitat.
Facts: An Environmental Initial Assessment (EIA) has been conducted by the City's
Environmental Consultant for the project, Mooney & Associates.
Discussion: It has been determined that all project impacts have been adequately analyzed
in the Environmental Initial Assessment (EIA) and environmental impacts have been
avoided or mitigated by the project's design, conditions of approval, or the environmental
mitigations required by the Negative Declaration. Approval of the subject application
request would have no impact on the MHCP and NCCP programs since the site was
reviewed by the Wildlife Agencies and it was determined that the Diegan Coastal sage
scrub on the property is of limited value to wildlife enhancement due to the fragmentation
and isolation of the on -site habitat from other larger areas of habitat. The applicant ha-
agreed to the off -site purchase of mitigation credits within an established mitigation lane.
conservation bank at a 1:1 ratio prior to grading permit approval for the parcels created by
the Tentative Parcel Map. Said acquisition shall be approved by the City in consultation
cd/cro/f 97repons/97 -201 pc 1(1 -8 -98)
with Wildlife Agency staff prior to its purchase and the impacted area will be deducted
from the City's 5% Interim Take Allowance.
Conclusion: Therefore, the Planning Commission finds that the design of the subdivision
and proposed improvements will not cause substantial environmental damage or
substantially and avoidably injure fish or wildlife or their habitat.
f That the design of the subdivision or the type of improvements is likely to cause serious
public health problems.
Facts: The applicant has submitted "will service" letters to indicate that the Water, Sewer,
Fire and School agencies can provide adequate service and utilities to the project site.
Discussion: No evidence has been submitted to indicate that a serious public health
problem would occur should a Final Parcel Map, in accordance with the approved Tentative
Parcel Map, be recorded and the proposed residences be constructed.
Conclusion: Therefore, the Planning Commission finds that the design of the subdivision
and the future residences on the site can be adequately serviced with necessary utilities and
the project will not cause any serious public health problems.
g. That the design of the subdivision or the type of improvements will conflict with easements,
acquired by the public at large, for access through or use of, property within the proposed
subdivision. In this connection, the authorized agency may approve a map if it finds that
alternate easements, for access or for use, will be provided, and that these will be
substantially equivalent to ones previously acquired by the public. This subsection shall
apply only to easements of record or to easements established by judgment of a court of
competent jurisdiction and no authority is hereby granted to a legislative body to determine
that the public at large has acquired easements through or use of property within the
proposed subdivision.
Facts: The Tentative Parcel Map indicates that adequate access to each of the residential
lots can be provided in conformance with City standards. All other known easements for
utilities or access are indicated on the Tentative Parcel Map and will remain for access to
public utilities.
Discussion: The design of the Tentative Parcel Map will not conflict with any easements
for utilities or roadways. All access easements and utilities will be shown on the Final
Parcel Map in accordance with City standards and the servicing utility's requirements.
Conclusion: Therefore, the Planning Commission finds that the design of the subdivision
and future improvements will not conflict with any public easements nor hinder access to,
or the use of, property within the proposed subdivision.
cNcro/f:97mporLv97 -201 pc 1( 1 -8-99)
ATTACHMENT °B"
Resolution No. PC 98 -05
Project No.: 97 -201 TPM/EIA
Applicant: Zack Abbasi
Location: South of Double LL Ranch Road, West of Lone Jack Road
SCI SPECIFIC CONDITIONS:
SC4 Approval of the Tentative Parcel Map and all associated permits will expire on January 8,
2000 at 5:00 pm, two years after the approval of this project, unless the conditions have
been met or an extension of time has been approved pursuant to the Municipal Code.
SC5 This project is conditionally approved as set forth on the application and project plans dated
received by the City on September 22, 1997, consisting of two sheets including: (1) The
Replacement Tentative Parcel Map; and (2) Cross - Section Drawings through the Tentative
Parcel Map area. In addition, the following maps were reviewed and approved by the
Planning Commission at the hearing: (a) A Slope Analysis of the Property; and (b) A 10%
Slope Encroachment Analysis of the Property. Said plans shall not be altered without
express authorization by the Community Development Department.
SC6 To facilitate the acquisition of an east -to -west recreational trail link (if needed to augment
potential trail easements on Tentative Map 97 -219), the City is authorized to determine if an
eight foot trail easement is necessary over Parcels 1 and 4 and the Remainder Parcel prior to
Final Parcel Map recordation. If determined necessary by the Community Development and
Engineering Services Departments, the trail easement shall be located within the IOD area
for Double LL Ranch Road.
1 ; 1 • 1 •
CONTACT THE COMMUNITY DEVELOPMENT DEPARTMENT REGARDING
COMPLIANCE WITH THE FOLLOWING CONDITION(S):
G2 This approval may be appealed to the City Council within 10 calendar days from the date of
this approval in accordance with Chapter 1.12 of the Municipal Code.
G4 Prior to building permit issuance, the applicant shall cause a covenant regarding real
property to be recorded. Said covenant shall set forth the terms and conditions of this grant
cd/cro/f.97repons/97 -201 pc1(1 -8 -98)
of approval and shall be of a form and content satisfactory to the Community Development
Director.
i G5 Approval of this request shall not waive compliance with any sections of the Municipal
Code and all other applicable City regulations in effect at the time of Building Permit
issuance unless specifically waived herein.
f/ G13 The applicant shall pay development fees at the established rate. Such fees may include, but
not be limited to: Permit and Plan Checking Fees, Water and Sewer Service Fees, School
Fees, Traffic Mitigation Fees, Flood Control Mitigation Fees, Park Mitigation Fees, and
Fire Mitigation/Cost Recovery Fees. Arrangements to pay these fees shall be made prior to
Final Parcel Map approval to the satisfaction of the Community Development and
Engineering Services Departments. The applicant is advised to contact the Community
Development Department regarding Park Mitigation Fees, the Engineering Services
CO''' Department regarding Flood Control and Traffic Fees, applicable School District(s)
regarding School Fees, the Fire Department regarding Fire Mitigation/Cost Recovery Fees,
and the applicable Utility Departments or Districts regarding Water and/or Sewer Fees.
G ✓ G14 A Dlan shall be submitted for approval by the Communitv Development Department, the
Engineering Services Department, and the Fire Department regarding the security treatment
of the site during the construction phase, the on- and off -site circulation and parking of
construction workers' vehicles, and any heavy equipment needed for the construction of the
project.
M2 All project grading shall conform with the approved Tentative Parcel Map. In cases where
no grading is proposed at the time of the Tentative Parcel Map, or in cases where the
grading plan later submitted is not consistent with the approved Tentative Parcel Map, the
applicant shall be required to obtain a design review permit for grading prior to issuance of
grading permits.
p' d M4 The property owner /developer shall obtain design review permits through the City for
homes to be constructed on the lots resulting from the approved map, as well as all related
site improvements. If the property owner /developer elects to develop the lots resulting from
the approved final map as custom homesites, the design review permit requirement may be
waived by the Community Development Department pursuant to Section 23.08.030 (7) of
the Municipal Code. The property owner /developer is advised to contact the Community
Development Department at such time as development of the subject property is planned to
determine whether a design review permit will be required. A standard covenant specifying
this condition shall be recorded in the Office of the County Recorder to give constructive
/ notice to future purchasers of the site.
M6 Street names shall be approved by the City prior to the recordation of the final map, and
R street addresses shall be provided by the Community Development Department prior to the
issuance of building permits.
cd/cro/f 97reportst97 -201 pc I( 1 -8-98)
FIW1 Approval of the 4(d) permit in conjunction with this application does not constitute
C �" authorization for the take of habitat at this time. The City has a "first -come, first- served"
policy for interim taking of habitat lands through the 4(d) permitting process, such that the
take will be authorized only at such time that a grading plan is submitted and approved by
the City as being within the cumulative 5% take limitation for habitat lands.
CONTACT THE ENCINITAS FIRE DEPARTMENT REGARDING COMPLIANCE
WITH THE FOLLOWING CONDITIONS:
F2 ACCESS ROADWAY DIMENSIONS: Fire apparatus access roadways shall have an
unobstructed paved width of not less than 24 feet and an unobstructed vertical clearance
of not less than 13 feet 6 inches. EXCEPTION: Access to one (1) single family residence
shall not be less than 16 feet of paved width.
F5 GRADE: The gradient for a fire apparatus roadway shall not exceed 20.0 %. Grades
exceeding 15.0% (incline or decline) shall not be permitted without mitigation. Minimal
mitigation shall be the installation of automatic fire sprinkler systems for structures
accessed by such a roadway.
F8 COMBUSTIBLE MATERIALS: Prior to the delivery of combustible materials on the
project site, water and sewer systems shall satisfactorily pass all required tests and be
connected to the public water and sewer systems. In addition, the first lift of asphalt
paving shall be in place to provide a permanent all- weather surface for emergency
vehicles. Said access shall be maintained to the satisfaction of the Fire Department.
F9 POSTING OF ROADWAYS: Emergency access roadways when required shall be
properly identified as per Fire Department standards.
F10 OBSTRUCTIONS (ACCESS ROADWAYS): All traffic lanes shall be a minimum of 24
feet in width during construction and shall be maintained clear and free of obstructions
during construction in accordance with the Uniform Fire Code.
F11 FIRE HYDRANTS & FIRE FLOWS: The applicant shall provide fire hydrants of a type,
number, and location satisfactory to the Encinitas Fire Department. A letter from the
water agency serving the area shall be provided that states the required fire flow is
available. Fire hydrants shall be of a bronze type. A two -sided blue reflective road marker
shall be installed on the road surface to indicate the location of the fire hydrant for
approaching fire apparatus.
F12 FUEL MODIFICATION ZONES: The applicant shall provide and maintain fire /fuel
breaks to the satisfaction of the Encinitas Fire Department.
c&cro/f.97mpons/97 -201 pc [(1 -8-98)
F13 ADDRESS NUMBERS: Address numbers shall be placed in a location that will allow
them to be clearly visible from the street fronting the structure. The height of the address
numbers shall conform to Fire Department Standards.
I
F15A AUTOMATIC FIRE SPRINKLER SYSTEM - SINGLE- FAMILY DWELLINGS AND
DUPLEXES: Structures shall be protected by an automatic fire sprinkler system installed
to the satisfaction of the Fire Department. Plans for the automatic fire sprinkler system
shall be approved by the Fire Department prior to issuance of building permits.
E1 ENGINEERING CONDITIONS:
CONTACT THE ENGINEERING SERVICES DEPARTMENT REGARDING
COMPLIANCE WITH THE FOLLOWING CONDITION(S):
E2 All City Codes, regulations, and policies in effect at the time of building/grading permit
issuance shall apply.
✓ EG1 Grading Conditions
✓ EG2 No grading permits shall be issued for this subdivision prior to recordation of the final map.
EG3 The developer shall obtain a grading permit prior to the commencement of any clearing or
grading of the site.
EG4 The grading for this project is defined in Chapter 23.24 of the Encinitas Municipal Code.
Grading shall be performed under the observation of a civil engineer whose responsibility it
shall be to coordinate site inspection and testing to ensure compliance of the work with the
approved grading plan, submit required reports to the Engineering Services Director and
verify compliance with Chapter 23.24 of the Encinitas Municipal Code.
EG7 All newly created slopes within this project shall be no steeper than 2:1.
EG8 A soiWgeological/hydraulic report (as applicable) shall be prepared by a qualified engineer
' licensed by the State of California to perform such work. The report shall be approved prior
to final map approval.
ED1 Drainage Conditions
.Y ED2 The developer shall exercise special care during the construction phase of this project to
S,q5, prevent any offsite siltation. The developer shall provide erosion control measures and shall
construct temporary desiltation/detention basins of type, size and location as approved by
the Engineering Services Director. The basins and erosion control measures shall be shown
and specified on the grading plan and shall be constructed to the satisfaction of the
Engineering Services Director prior to the start of any other grading operations. Prior to the
removal of any basins or facilities so constructed the area served shall be protected by
cd1cro/r97mpons/97.201 pc I(1 -8 -98)
additional drainage facilities, slope erosion control measures and other methods required or
approved by the Engineering Services Director. The developer shall maintain the temporary
basins and erosion control measures for a period of time satisfactory to the Engineering
Services Director and shall guarantee their maintenance and satisfactory performance
through cash deposit and bonding in amounts and types suitable to the Engineering Services
Director.
�/ ED7 Concentrated flows across driveways and/or sidewalks shall not be permitted.
E�SI Street Conditions
oa v /ES2 A registered Civil Engineer or a licensed land surveyor shall provide a signed statement
F" that: "The existing private roads of access to the project are within the easements for the
/ benefit of the land division."
S�f " ES4 Reciprocal access and/or maintenance agreements shall be provided ensuring access to all
r"W", parcels over private roads, drives or parking areas and maintenance thereof to the
/ satisfaction of the Engineering Services Director.
41 ES8 The design of all private streets and drainage systems shall be approved by the Engineering
C��- Services Director prior to approval of the Final Parcel Map for this project. The structural
Syla section of all private streets shall conform to City of Encinitas Standards based on R -value
tests. The standard improvement plan check deposit is required. The planned 6 inch AC
pf� Dike shall be installed along the frontage of Double LL Ranch Road of this project.
ES10 Improvements constructed within the present or future public right -of -way shall be
d� NE considered temporary. The applicant shall enter into an encroachment removal covenant
agreeing to remove those improvements at the direction of the City.
EU1 Utilities
/ EU2 The developer shall comply with all the rules, regulations and design requirements of the
respective utility agencies regarding services to the project.
EU3 The developer shall be responsible for coordination with S.D.G. & E., Pacific Telephone,
and other applicable authorities.
EU4 All proposed utilities within the project shall be installed underground including existing
utilities unless exempt by the Municipal Code.
EU5 The developer shall be responsible for the relocation and undergrounding of existing public
utilities, as required.
fW �% 6 If private sewer will serve this development, then a maintenance agreement must be
executed before recordation of the Final Map.
Wcrc/f.97repens/97 -201 pc1(1 -8 -98)
EMI Map
/ EM3 This project is approved specifically as 1 (single) phase.
t �EM4 This subdivision contains a remainder parcel. No building permit shall be issued for the
641"" remainder parcel until it is reviewed and approved pursuant to the provisions of Title 24 of
the Encinitas Municipal Code. This note shall be placed on the final map.
ENVIRONMENTAL. MITIGATIONS:
C•Q•
A biological open space easement shall be recorded over 1.87 acres of Parcel 3 that
encompass the entire scrub oak woodland area shown on the biological resource map
included in the 1993 Mooney & Associates Biological Survey and Report for the Lloyd
property. The project applicant/developer shall purchase 2.55 acres of Diegan coastal sage
scrub (CSS) from the Manchester Avenue Conservation Bank or other mitigation bank that
contains coastal sage scrub and is approved by the City of Encinitas, U.S. Fish & Wildlife
Service, and the California Department of Fish & Game. Any CSS vegetation which is
impacted by the project shall only be removed prior or after the gnatcatcher breeding season
(February 15 through August 30). Fuel Modification Zones shall be delineated on the Final
Parcel Map and, if the zones impact any additional CSS vegetation, a like amount of CSS
credits shall be purchased in addition to the 2.55 acres. A focused spring survey shall be
conducted for San Diego goldenstar, Palmer's grapplinghook, thread- leaved brodiaea, and
San Diego thommint prior to the issuance of a Grading Permit or the recordation of the
Final Map.
cd/cro/f.97mpons/97 -201 pc I(I -8 -98)
PROJECT REVIEAV REQUEST
CITY OF ENCINITAS
Community Development Department
505 South Vulcan Avenue
Encinitas, CA 92023 -3633
CAB AREA: OZ! 119!0*41Aj
SUBMITTAL DATE: 2-7 AuG q-7
CASE NUMBER:7— Z 01 TPN1 /4!FiA FINANCE NUMBER:
APPLICANT: Z"C-l" 486A61 / 04%frie- )%Sco
82► zTP
ADDRESS: Lo% 6 of Dou a4E LL rOmew APN: :2 6-f — 2+0 - 3 8
us
DESCRIPTION: TPM a EJA 'To 6tASDIVIDE A 15. 72 4c& PWf l i.JTD
4 gesur j'rlA Z A-Xc FCS 4-ZAc n,er AP40 A 9eMA -"a0ex
ENVIRONMENTAL STATUS: F /IA -ro BE M669,60 0V RSS&-- -
TO [ ] Sandy Holder, CD Director
[ ] Bill Weedman, City Planner •
[ ] Gary Barberio, Senior Planner
[ ] Will Foss, Building Division Supervisor •
[ ] Cindy Adams, Code Enforcement Coordinator
[ ] David Moore, Dep. Fire Marshay
Mike Castanada, Fire Prevention Officer
[ ] Hans Jensen, Sr. Civil Engineer •
[ ] Rob Blough Assoc. Traffic Engineer
[ ] Victor Graves, Planner, •
San Dieguito Water District
[] Jessie Tench, Superintendent
Parks & Beaches
[ ] Bill Harms, Crime Prevention Specialist
Sheriff's Office (Encinitas)
ACTION REQUESTED:
Date Transmitted: 8-21 -Q-7
Return by (Date):
9 -1c -q-7
RETURN TO CD DEPARTMENT
CONTACTPLANNER
Craig Olson
Associate Planner Ext.2713
[ ] INITIAL REVIEW [ ] ENTER APPLICABLE CONDITIONS /COMMENTS
IN HTE PLANNING /ZONING MODULE
[ ] RE- REVIEW. NOTE CHANGES �yc� Re'�?_0 Pt^*s wj 14PITFrj
c40fAl%^g -j6 fS
ENTERED BY: P. e • ,J_awp' � DATE: 10-L —9 T
ADDITIONAL COMMENTS TO PLANNER: Igo- 4 �kd'e_ a Cap ,
(CONTINUE COMMENTS ON BACK IF NECESSARY)
LK/hz/MS28- 2701.doc (11- 14 -94)
Project No. 97 -201 TPM /EIA
Applicant: Abbasi
October 6, 1997
Page 1
CITY OF ENCINITAS
Project No. 97 -201 TPM /EIA Applicant: Abbasi
APPLICANT SHALL CONTACT THE CITY ENGINEERING DEPARTMENT
REGARDING COMPLIANCE WITH THE FOLLOWING CONDITIONS:
All City Codes, regulations, and policies in effect at the time of
tentative map approval shall apply.
Grading Conditions
1. No grading permits shall be issued for this subdivision prior
to recordation of the final map.
2. The developer shall obtain a grading permit prior to the
commencement of any clearing or grading of the site.
3. The grading for this project is defined in Chapter 23.24 of
the Encinitas Municipal Code. Grading shall be performed
under the observation of a civil engineer whose
responsibility it shall be to coordinate site inspection and
testing to ensure compliance of the work with the approved
grading plan, submit required reports to the City Engineer
and verify compliance with Chapter 23.24 of the Encinitas
Municipal Code.
4. All newly created slopes within this project shall be no
steeper than 2:1.
5. A soils /geological /hydraulic report (as applicable) shall be
prepared by a qualified engineer licensed by the State of
California to perform such work:
a. Prior to final map approval; or
b. Prior to building permit issuance; or
C. At first submittal of a grading plan.
Drainage Conditions
6. The developer shall exercise special care during the
construction phase of this project to prevent any offsite
Project No. 97 -201 TPM /EIA
Applicant: Abbasi
October 6, 1997
Page 2
siltation. The developer shall provide erosion control
measures and shall construct temporary desiltation /detention
basins of type, size and location as approved by the City
Engineer. The basins and erosion control measures shall be
shown and specified on the grading plan and shall be
constructed to the satisfaction of the City Engineer prior to
the start of any other grading operations. Prior to the
removal of any basins or facilities so constructed the area
served shall be protected by additional drainage facilities,
slope erosion control measures and other methods required or
approved by the City Engineer. The developer shall maintain
the temporary basins and erosion control measures for a
period of time satisfactory to the City Engineer and shall
guarantee their maintenance and satisfactory performance
through cash deposit and bonding in amounts and types
suitable to the City Engineer.
7. Concentrated flows across driveways and /or sidewalks shall
not be permitted.
Street Conditions
8. A registered Civil Engineer or a licensed land surveyor shall
provide a signed statement that:
"The existing private roads of access to the project are
within the easements for the benefit of the land division ".
9. Reciprocal access and maintenance and /or agreements shall be
provided ensuring access to all parcels over private roads,
drives or parking areas and maintenance thereof to the
satisfaction of the City Engineer.
10. The design of all private streets and drainage systems shall
be approved by the City Engineer prior to approval of the
final map /issuance of any grading or building permit for this
project. The structural section of all private streets shall
conform to City of Encinitas Standards based on R -value
tests. The standard improvement plan check deposit is
required. The planned 6 inch AC Dike shall be installed
along the frontage of LL Ranch Road of this project.
11. Improvements constructed within the present or future public
right -of -way shall be considered temporary. Applicant shall
enter into an encroachment removal covenant agreeing to
remove those improvements at the direction of the City.
2
Project No. 97 -201 TPM /EIA
Applicant: Abbasi
October 6, 1997
Page 3
Utilities
12. The developer shall comply with all the rules, regulations
and design requirements of the respective utility agencies
regarding services to the project.
13. The developer shall be responsible for coordination with
S.D.G. & E., Pacific Telephone, and Cable TV authorities.
14. All proposed utilities within the project shall be installed
underground including existing utilities unless exempt by the
Municipal Code.
15. The developer shall be responsible for the relocation and
undergrounding of existing public utilities, as required.
map
16. This project will be approved specifically as 1 (single)
phase.
17. This subdivision contains a remainder parcel. No building
permit shall be issued for the remainder parcel until it is
further subdivided or a Certificate of Compliance is issued
by the City of Encinitas pursuant to the provisions of Title
24 of the Encinitas Municipal Code. This note shall be
placed on the final map.
18. The developer shall be responsible for the payment of Flood
Control Impact Fees, Park Fees, and Traffic Impact Fees
before the approval of the grading plan, or enter into a
security agreement for the payment of such fees:
For new residential dwelling unit(s), the applicant shall pay
development fees at the established rate. Such fees may
include, but not be limited to: Permit and Plan Checking
Fees, School Fees, Water and Sewer Service Fees, Traffic
Fees, Drainage Fees, and Park Fees. As required,
arrangements to pay these fees shall be made:
1. Prior to building permit issuance.
2. For Traffic Fees, prior to issuance of
occupancy certificate.
3
CITY OF ENCINITAS
ADMINISTRATIVE APPLICATION
COMMUNITY DEVELOPMENT DEPARTMENT
505 South Vulcan Avenue
Encinitas, California 92024
(619) 633 -2722
Application No. 9-1 -ZD
Date of Application: 64 Z
Community Area oZt t/csW
Project Name: ABBA4T TFN A TV . PAR . .
Project Address: Double LL Ranch Road
APN: 264 -240
Between Wiegand Street And Copper Crest
(Street) (Street)
APPLICANT
Name: Abbasi, Zahoor Phone: (760-) 738 -7500
(Last, First, Middle Initial or Firm Name)
Address: P.0. Box 46 885
City Escondido State CA Zip 92046 -2885
OWNER(S)
Name: Same as Applicant Phone:
(Last, First, Middle Initial or Firm Name)
Address:
City
C01dddi:\baPtXCOAPP.00C (9/5195)
State Zip
DEPARTMENT USE ONLY
APPLICATION
TYPE (check all that apply)
Finance # Code
Amount
❑
Administrative Design Review ............................ ...............................
❑
Certificate of Compliance .................................... ...............................
❑
Coastal Development Permit .............................. ...............................
Exempt _ Regular permit Appeal Zone? Y
_ N
Cat. excluded _ CCC permit
R1
Environmental Submittal (EIA/Neg. Dec /EIR
621 2 EN f 'D
3 3 S(7So
❑
Extension Request .............................................. ...............................
rLot
Line Adjustment ............................................ ...............................
❑
Minor Use Permit ................................................ ...............................
❑
Minor Variance (reduction of setback by 20% or less) ......................
❑
Sign ..................................................................... ...............................
❑
Sign Program ...................................................... ...............................
®
Tentative Parcel Ma d f n`A�N ° .� ........................
y-Z P
7-OW
El
Waiver of Side Yard Setback (Sec. 30.16.010B10) ..........................
❑
Waiver of Standard Height Regulations (Section 30.16.010B) .........
Total Paid:
Please complete the following:
Project Name: ABBA4T TFN A TV . PAR . .
Project Address: Double LL Ranch Road
APN: 264 -240
Between Wiegand Street And Copper Crest
(Street) (Street)
APPLICANT
Name: Abbasi, Zahoor Phone: (760-) 738 -7500
(Last, First, Middle Initial or Firm Name)
Address: P.0. Box 46 885
City Escondido State CA Zip 92046 -2885
OWNER(S)
Name: Same as Applicant Phone:
(Last, First, Middle Initial or Firm Name)
Address:
City
C01dddi:\baPtXCOAPP.00C (9/5195)
State Zip
ENGINEER /ARCHITECT
Name:PASCO ENGINEERING, INC.
(Last, First, Middle Initial or Firm Name)
Address: 535 No. Highway 101, Suite A
City Solana Beach State CA Zip 92075
"PLEASE ATTACH A DESCRIPTION OF THE PROPOSED USE / PROJECT TO THIS APPLICATION.
Have you had a pre - application meeting? II Yes ❑ No
If yes, name of planner.
Olson /Weedman
Has construction or use of the property for which this permit is requested started? ❑ Yes Q No
if yes, explain:
I am able and intend to proceed with actual construction work and/or division of land in accordance with
plans submitted herein within ASAP months after approval. I acknowledge that an application
for a tentative map or tentative parcel map is not deemed received pursuant to Government Code 65920
et seq. until environmental review is complete. All other application types are not deemed received until
responses from interested agencies are received by the City.
I understand that if the project or any alternatives are located on a site which is included on any of the
Hazardous Waste and Substances lists compiled by the Secretary for Environmental Protection pursuant
to Section 65962.5 of the Government Code, then a Hazardous Waste and Substances Statement must
be submitted with this application. (Information that must be included in this statement can be obtained
from the Community Development Department.)
I further understand that all fees and deposits submitted with this application will be refunded only as
provided for by the ordinances and regulations in effect at the time of the request.
3. nature, er or Authorized Agent (Attach lettg o.,fq authorization)
//.I�— ��"""7' ccrcr4Gl�I ✓�wClJir lAl
Print or Type Signators Name
aG � 7
Date
I
CITY OF ENCINITAS PROJECT SUMMARY
PROPOSED USE Single Family Residence Parcel Map CASES g7-Za/
OWNER/APPLICANT Zahoor Abbasi
ENGINEER Pasco Engineering, Inc.
GENERAL PLANDESIGNATION Rural Residential
ZONING REGULATIONO. 25 -0.50 DU /A&ES 16 AC
NO. OF LOTS 4 NO. OF DWELLING UNITS N/A
-} PC,E^ AjouD ex-
CHECK SCHOOL DISTRICT(S):
_ CARDIFF ELEMENTARY
X ENCINITAS UNION ELEMENTARY
X SAN DIEGUITO UNION HIGH
SEWERDISTRICT Cardiff Sanitation
WATER DISTRICT 01 i vPnhai n
ASSESSOR BOOK 264 PAGE 240 PARCEL 03
DATE RECD
HEARING DATE
NORTH
SCALE - 1'= L( D D
CITY OF ENCINITAS
DISCLOSURE STATEMENT
APPLICANTS STATEMENT OF DISCLOSURE OF CERTAIN OWNERSHIP INTERESTS ON ALL APPLICATIONS WHICH
WILL REQUIRE DISCRETIONARY ACTION ON THE PART OF THE CITY COUNCIL, PLANNING COMMISSION, AND ALL
OTHER OFFICIAL BODIES.
The following information must be disclosed:
1. List the names of all persons having a financial interest in the application.
?�tu��PafEwi ' ✓(l41Vt1/N4 CoalS�rl�ilfNTS Z�t1TE�Nl4T /ovl9L iNc
List the names of all persons having any Ownership interest in the property involved.
J
2. If any person identified pursuant to (1) above is a corporation or partnership, list the names of all individuals owning
more than 10% of the shares in the corporation or owning any partnership interest in the partnership.
.7 u>g�,� �,� � ��� ohs: T-eE sy�
3. If any person identified pursuant to (1) above is a non -profit organization or a trust, list the names of any person
serving as director of the non -profit organization as trustee or beneficiary or trustor of the trust
4. Have you had more that $250 worth of business transacted with any member of City staff, Boards, Commissions,
Committees, and Council within the past twelve months? ❑ Yes ZEI_No If yes, please indicate person(s).
PERSON is defined as: "Any individual, firm, copartnership, joint venture, association, social club, fraternal organization,
corporation, estate, trust, receiver, syndicate, this and any other county, city and county, city, municipality, district or other
political subdivision, or any group or combination acting as a unit."
(NOTE: Attach additional pages as necessary.)
Signature of Applicant D
CD /ddd1:1BAPTOISCLOS E. DOC(6 /4/96)
Please Print or Type Signator's Name
Applicants Name
Mailing Address
COMMUNITY DEVELOPMENT DEPARTMENT
CITY OF ENCINITAS
505 South Vulcan Avenue
Encinitas, California 92024
(619) 633 -2722
EVIDENCE OF LEGAL PARCEL
ZAHOOR ABBASI
P.O. Box 462885
City Escondido
Telephone(760_ 738 -7500
State CA Zip92046 -2885
You are required to supply documentation that this property constitutes a legal parcel before the
City can accept for filing any discretionary permits.
This form and associated evidence will be reviewed by the Community Development Department
upon submittal of your application. A request for a Certificate of Compliance must be filed
concurrently with or in, advance of this application if the evidence presented is insufficient to
determine this parcel as being a legal lot or determination will require substantial time to research.
If determined that the property is not a legal lot, no permit or other approval may be granted until
corrective action has been completed.
Fees and deposits submitted with this application will be refunded only as provided for by the
ordinances and regulations in effect at the time of the request.
Book 264
Signature of Applicant
cdlddcA:\BAPTTLEGPAR C.DOC(9115195)
Page
240
Parcel 03
/Nc
08/22 '99 12:08 ID:FIRST AMERICAN TITLE FAX:619 -231 -4694 PHbE= 1
•a"
ITV,ew
Dot 1► 1/ 141921+1
�. RECORDING REQUESTED 13Y
1
25— APR -1997 03 ■ 15 PM
cxICA00 TITLE COMPA14Y
pt n a
A AND WHEN RECORDED MAIL TO
OFFICIAL RECO1tD5
O
SAR DIEGO CUTY RECORDER'S OFFICE
Dewlopltwnt Planning
GREGORY SA7.00 OUHFE RECORDER
Consultants International, Inc.
135
RFr 7.00 FEES, 5]5.50
AF: 5.00 OC
V.O. BOX 46298S
��-
IFI 1.00
E6COM1IDO, CA 92046
TAX" 522.50
L -�
tscrOl NO. '1871014 -ae )_64-- L.4A'3�
iM4E Aaoxr ir41 u+r icn Rc00apir.e Vsr
GRANT DEED
aaaaea rar<e1 pni
264 - 2140 0 -30
THG UNDElISiGNPII ORANTt1R(S) DBCIAPAS)
DOCUMeNTARY TRANSFBRTAXIS $522.50
❑ unlaoaµn.Wduts 0 Ckyoy ENCINITAS
® mmpattd on 1M fuN •+lue or tae iau,est or propcny tva,gtd, w u
❑ romputsd attlw Ntt value ks4 tbe.elue o[1ita4 or anc>,ta6raaar rcmandnt at krocduk,sM
FOR A VALUABLE CONSIDERATION , receipt of which i1 heteE,y
acknowledged
tAk1t1 YP5] MAN
Ct1RISTOpHER S. LLOYD, A MARRIED MAN AND Gk13tiOkY CLEM,
A
hereby GRANT(S) to
DEVfiLOPMENT PLANNING CONSULTANTS INTERNATIONAL, INC., A CALTMIRNIA CORPORATION
the following detcritmt real property in the , State d California: Countyuf RAW DIFOO
PARCEL A: Lot 6'Of City of Encinitas Tract 93 -029, in the City of Encinitas,
County of San Diego, State of California, according to Hap thereof No. 13320,
filed in the Office of the County Recorder of San Diego County-on May 10, 1996
as more fully deatribed in Exhibit "A" attachad hereto and made a part hereof...
Dated January 29, 1997
STATEOF CALIFORN
and
. —) Ss .
besore me,
penlonelly knOwnytO m. W proved w nle'on the bads of M%91a
widens) b be the pww(c) whose narna(a) It/an 1ubWibed to 1W
M"n Inam,mant aid aolrm+.ladged to"sot M /she /Ihay executed 1he
eema in Ms/hey"r suthalsed capaolty 9t), and Vial by Ns/fMtt"
peneksoo) on the Iroeunant am perwnh), or tM eMd ty upon banes of
whloh 1M penon(e) &1116, e.earlad the InslNment.
nm .i0nvap�
Orde
. 1.
l)ORtiN M. ysnFR
C01AAl• WGt957 F
�' Notory PWae— Coelonvo t
slJt DIEGO OOUNry
MY Comm. Expka Just. 1099
- °nf Atnericau TFfle
•a"
ITV,ew
C0.
1,
pt n a
qxe
ne
" Now" am On a,Nr
3541 N, MAIL AS OIRECTED ADOVE
oy, cut. a Zip
0822 '97 12:09 ID:FIRST -' ERICAN TITLE FAX:619- 231-46,% PcwE 3
Order No: 7336034 U52 • —.
DESCRIPTION
• 137
TARGET. It:
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF
SAN DIRGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN
THE OFFICR OF THE COUNTY "CORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
PARCEL B:
AN FASEMFNT AND RIGHT OF MAY FOR ROAD AND UTILITY PURPOSES, 32.00 FRR1' IN
WIDTH, TOGETHER WITH TIFF RIGHT TO INSTALL AND MAINTAIN UTILITIES AND IO IN.S':ALL
AND MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT,
OVER, UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSXIP
ON
13 SOVL'R, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
TIIRREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF 1HE SUBDIVISION OF RANCHO DE
LAS ENCINITAS. IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE. OF THE COUNTY
RECORDER OF SAN DIEGO COUNTY, JUNE 27, 1896, DESCRIBED AS FOLLOWS:
BEGINNING A1' THE SOUTRWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID LOT 16, 696.78 FELT; THENCE NORTH 2'25'09• WEST 475.03 FEET;
THENCE. NORTH 2625'19' WEST TO '111E SOUTH LINE OF THAT 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATP.A DISTRICT, RECORDED JULY 2S, 1977
AS FILU 00. 77-266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE
EASTERLY ALONG THE SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF
COUNTY ROAD SURVEY NO. 554 (KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF
SURVEY NO. 6085, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
ON AUGUST 14, 1962, BEING A POINT ON THE ARC OF A NON - TANGENT 570.00 FOOT
RADIUS CURVE CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 67 °43'39"
EAST; THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE CONCAVE THRU A
CENTRAL. ANGLE OF 01.24'26' A DISTANCE OF 14.00 FEET TO A POINT ON TIM CENTER
LINE OF SAID ROAD SURVEY SS4; SAID POINT BRING THE TRUE POINT OF BEGINNING;
THF210E SOUTH 69008'00' WEST 666.33 FEET TO A POINT ON THE BEGINNING OF A TANGENT
984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY THROUGH A CENTRAL ANGLE OF 22 °07'07"
A DISTANCE OF 379.87 FEET TO A POINT ON THE NORTHERLY LINE OF THE PROPERTY AS
DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A POINT ON THE SOUTH LINE OF SAID
30.00 TOOT PIPELINE BASEMENT GRANTED TO OLIVENHATN MUNICIPAL WATER DISTRICT, A
RADIAL, LINE OF WHICH BEARS NORTH 01 °15'15" WEST; THENCE WESTERLY ALONG THE
NORTHERLY LINE OF TNK SAID PROPERTY AS DESCRIBED IN EXHIBI.1' A, SAID LINE ALSO
BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN
MUNICIPAL WATER DISTRTCT, A DISTANCE OF 73.19 FEET TO A POINT ON THE BEGINNING
OF A NON - TANGENT 1016.00 POOT RADIUS CURVE CONCAVE NORTHERLY' RADIAL LINE OF
WHICH BEARS NORTH 05.01'36" EAST; THSHCH EASTERLY ALONG SAID 1016.00 FOOT RADIUS
CURVE CONCAVE THRU A CENTRAL ANGLE OF 25.53'28' A DISTANCE OF 459.16 FEET;
THENCE TANOKNT TO SAID CURVE NORTH 69.08'08' EAST. 665.43 FEET TO THE CENTER
LIWR OP SAID COUNTY ROAD SURVEY NO. SS4 (LONE JACK ROAD) BEING A POINT ON THE
ARC OF SAID NON- TANGENT 570.00 POOT RADIUS CURVE CONCAVE SOUTHWUTLIRLY, A
RADIAL LINE OF WHICH BEARS NORTH 72021'11" RAST; THENCE NORTHERLY ALONG SAID
CURVE THROWN A CENTRAL ANGLE OF 03 013'05" A DISTANCE. OF 32.01 FRET TO THE TRUE
POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
1
Order: TOF: SM SD 1997 - 192111 Page: 3 of 3
08•x22 '97 12:08
A
ID:FIRS- `'ERICAN TITLE
AC
; -fiXIM ZOAll
State ot_ rtl � �nirx.� l
County of J}
On Obl 16,199-1 belore me, - o
NAYR not 0P p1tICER• ED.'JaNa NDTAA'r aVKK'
rsonafl appeared rr
Pe Y apps 1 tea. --—
*ersonalh known to me - OR
Jeanine A. ReSkas
U tgana. Ieea7Ee
acrauud raurowa +�
lnl DIdDDDIa11'r
���yaal yyp.laa7 �
❑ proved to me on the basis of satisfactory evidence
to be the persoW whose name�Jare
subscribed tot within Instrument and ac-
knowledged to me Y executed
the same in (Vy:;! jr authorized
capacltyTbesi, and-that b fiDO"FAMir
slynaturo4 on the instrument the petsorf.
or the entity upon bohalf of which the
persorN acted. executed the instrument.
T HIS CERTIFICATE MUST Be ATTACHED TO
THE DOCUMENT DESCRIBED AT RIGHT:
Th"o 0, d= IgJWW Pion b IIa NeVaad by law,
a DDJd Pia V&Afi" rawaaar nl of M Min.
WITNESS my hand arxf officlal seal.
PAGE
136
Na. slat
e0000i OPTIONAL SECTION r
CAPACITY CLAIMED BY SIGNER
TDagn avaAa do" aw raryi+v M Naar, w
rot In ea "a Dawn. dale 64 ^•a7 PrD.a
a1.aUWa w PaaD^a raM'V PD VW ddwmera.
1NDtVIDUAL
C] CORPORATE OFFICSRLS)
Trt 4&1
0 PARTNER(S) 0 LIMITED
0 GENERAL
O ATTORNEY-IN FACT
0 TRUSTEES)
GWRDLkWCONSERVATOR
0 cr4pt:
SIGNER IS REPRESENTING:
I" or ""ISO 4) w eNmnEn
.x6` OPTIONAL SECTION
TITLE OR TYPE OF DOCUMENT .. — ^ --_
NUMBER Or PAGES _. DATE OF DOCUMENT
SIDNER(S) OTHEn THAN NAMED
01"3 NATgNAI NOTARY ASSOUAt" • Ma � A—. P O. ea 71" - Carcpa Pat CA 917D471 a:
Order TOP SM SO 1997 - 192111 Page- 2 of 3
1L 1V
NET ACREAGE CALCULATIONS
TPM
GROSS ACRES
13.27
LESS: Dedication Double LL
Ranch
0.31
+ / -Ac.
Road
Proposed _1oTNT DRIVE
WAY
.21
+ / -Ac.
Private Streets
.23
+ /_Ac,
Significant Wetlands
-0-
Ac.
Utility Utility Easements
-0-
+ / -Ac.
NET ACRES
12.52
SLOPE DENSITY RANGE CALCULATION
A MAXIMUM RANGE:
SLOPE ACRES
DENSITY
DWELLING UNITS
0 -25% 7.21
X0_5 D.U. =
3.60
25-40% 4.01 +2
x 0.5 D_U_ =
1.00
40%+ 1.36
-
none
Total
4.60
PYA B. MID - RANGE:
/
SLOPE ACRES
DENSITY
DWELLING UNITS
0-25%
x -
25-40% 2
x =
40%+
-
none
Total
D.U.'s
PT /hz /389.doc (01- 03 -95)
7
NET ACREAGE CALCULATIONS
REMAINDER
GROSS ACRES
LESS: Dedication Double LL Ranch
Road
Proposed Rd.
Private Streets
Significant Wetlands
Utility Easements
NET ACRES
SLOPE DENSITY RANGE CALCULATION
A. MAXIMUM RANGE:
SLOPE ACRES DENSITY
0-25% 1.9 5 x .5 D.U. _
25 -40% .17 +2 x .5 D.U.=
40%+ .03 _
f0ir 8. MID - RANGE:
SLOPE ACRES
0-25%
25-40%
40%+
PT /hz /389.doc (01- 03 -95)
Total
DENSITY
x =
=2 x -
Total
7
PE 718
2.45 GR
0.22 +/- Ac.
DWELLING UNITS
.975
.0425
none
1.01 D. U.'s
DWELLING UNITS
none
D. U.'s
+/- Ac.
0.07
+/- Ac.
-0-
+/ -Ac.
Ac
2.16
DWELLING UNITS
.975
.0425
none
1.01 D. U.'s
DWELLING UNITS
none
D. U.'s
APPLICATION SUPPLEMENT
CITY OF ENCINITAS
COMMUNITY DEVELOPMENT DEPARTMENT
Design Review MUP /MIN
X TM/TPM Variance Other.
t. Project Description. (Describe proposed project. Describe what you are requesting).
4 Parcel Parcel Map with remainder lot
a.
b.
C.
d.
e.
f.
a
building sq. ft. N/A
exterior materiaVcolor N/A
window materiallcolor N/A
door materiaVcolor N/A
roof materiaVcolor N/A
Landscaping Percentage _
Standards:
F1
garage sq. ft
N/A
DENSITY
CODE REQUIREMENTS
PROJECT
Density Range
KJMW
0.26 - 0.50
0.50
Net lot area
2.0
2.0
Lot Width
100
280'
Cul -de -sac lot width
Panhandle lot width
20
20
Lot Depth
150
195' min
Front Yard Setback
30
30 min
Interior Side Yard Setback
10 /10
10 /10 min
Exterior Side Yard Setback
15
15 min
Rear Yard Setback
25
25 min
Lot Coverage
>
Building Height
261
Off- Street Parking
N/A
N/A
FAR
N/A
N/A
cnb&A:fMpr15UPPLMNT.D0C (46SOA
Community Area OLIVENHAIN Thomas Bros Pg 1.148
General Plan Designation No.Residential 0.26 -0.50
State Coastal Zone? ❑ Yes R] No
Number of Proposed Residential Units: Attached N/A Detached N/A
Number of Lots 4 + remainder Acres: Gross i5 • ? Net 2.0
Related Case ?: ❑ Yes XJ No If yes, provide previous Case No
2. Existing Conditions. (Describe the existing conditions of the site: i.e., topography,
road /alley conditions, access, vegetation, structures, fencing, lot size, drainage and the like).
The site is 15+ acres of vacant land Thprp nrp mndpratp to stpap� lopes
with one prominant swale running in a northeasterly direction. Vegetation is
mostly grasses with comp rnastal sage crrnh, nnA Cha nrrnl
lots is proposed via a new private cul -de -sac street which is to connect at
Double LL Ranch Road, which is currently a private street with an I.O.D. The
main drainage swale, as well as several minor swales drain relatively small
areas (about 20 acres total). Drainage flows easterly and parallel to Double
LL Ranch Road where it enters a significant watercourse which parallels
Lone Jack Road. A 30" watermain traverses parcels 2 & 3.
3. Surrounding Conditions. (Describe the surrounding conditions: i.e., existing structures
and relationship to project, # of units, lot sizes, vehicular access, topography, use type
and the like).
Surrounding land to the west, south and east has already been divided
into 2 acre minimum lots. Some residences to the west are currently under
construction. Land to the north is approximately 55 acres owned by Chris
Lloyd. The site has a barn and horse facilities. Topography of surrounding
property is similar to the subject site. Access to land north, east and west
is via Double LL Ranch Road and land to the south is accessed from Wieeand
Street.
CD1ddcAAbaptGSUPPLMNT.DOC (915195)
Subject Parcel:
North:
General Plan Zoning Existing
Designation Designation Use
Residential 0.25 -0.50 DU/AC Vacant
Residential
South: Residential
East: Residential
11
11
Vacant /Farm
Vacant
Vacant
West: Residential 0.25 -0.50 DU /AC Vacant /Singlel Family
4. ProjecUparcel history. (Describe any past actions taken on this site or project or any other actions
taken on development of the site.)
The subject property was lot 6 of Map 13320 (TM 93 -029).
A Negative Declaration was prepared by Mooney & Associates.
CNM-.A l,g'AUPPLMNT OCC (95W
S. Project Design. (Describe the design of the project and how it relates to the subject property and
adjacent properties and uses).
The proposed design of the project is compatible with surrounding development.
Most lots in the area are approximately 7 arras in s; azz4ssod by private
road. Lots in this vicinity typically develop as estate lots.
•6. View Preservation. (Describe what views are being maintained on adjacent properties and those
that may be impacted by this project.)
Views on adjacent properties will not be impacted by this project
because all proposed parcels are at significantly lower elevations
NOTE: Items with an asterisk may not be appropriate for all applications. If you have questions
regarding applicability to your project, please discuss with Planning Department staff.
CO/d&1:NeptZUPPLMNT.COC (DS,9A
PROJECT FACILITY AV
ABILITY FORM
SFWFR
Please type o, se pen
ORG
ZAHOOR ABBASI 738 -7500
ACCT
Owner's Name Phone
_P _n_ Rnv 4F,7RR5
ACT
TASK
Owner s Mailing Address Street
ESCONDIDO, CA 92046 -2885
DATE AMTS
DISTRICT CASHIERS USE ONLY
c' IY State Zip
SECTIONI1. 'PROJECT DESCRIPTION TO': BE" COMPLETED BY: APPLICANT',..
A. Major Subdivision (TM) e Certificate of Complianco: Assessor's Parcel Number(s)
Minor Subdivision (TPM) Boundary Adjustment (Add extra it necessary)
Specific Plan or Specific Plan Amendment
Rezone (Reclassification) from to zone 2 6 4 2 4 0 1 0 3
Major Use Permit (MUP), purpose:
Time Extension... Case No. '
Expired Map... Case No.
Other
e.1 Residential- Total number of dwelling units 4
Commercial ... Gross floor area
Industrial..... Gross floor area
Other........ Gross floor area Thomas Bros. Page 1148 Grid B -4
C. Total Project acreage 15.72 Total number of lots 4 Project addressDoubl e LL Ranch Rd.
Y. No Sir.,
D. Is the project proposing its own wastewater treatment plant? ❑ (3 Ol i Venha in , CA 92024
Is the project proposing the use of reclaimed water? ® Commonny r��„�ro ni.msuno0on zc
OwnorlApplicant agrees to pay alt necessary construction costs and dedicate all district required easements to extend service to the
project.
OWNER/APPLICANT MUST COMPLETE ALL CONDITIONS REQUIRED BY THE DISTRICT.
Applicant's Signature: -.�_ 'o,.- • Date:
Address: Same as Owner '
Phone:
(On completion of above, present to the sewer district to establish facility availablllty. Section 2 below)
SECTION !2. FACILITY AVAILABILITY TO BEi' COMPLETED cBY DISTRICT `
District name 61RD IFF- SI IPI tr,l lCtJ � L-4 Hr`tN
Service area
A.E ct Project is in the district. L,l-a ` e C)
❑ Project is not in the district but is within its Sphere of Influence boundary, owner must apply for annexation.
❑ Project is not in the district and is not within its Sphere of Influence boundary.
❑ The project is not located entirely within the district and a potential boundary issue exists with the District.
B.❑ Facilities to servo the project 25ARE ❑ARE NOT
reasonably expected to be available within the next 5 yearstrasC�tforrthe
Explain in space below QLQn attached. �qI mbz�1 she s attached:
follow in
❑ Plwect will moo served for the lollowin roason(1 f=Y iS T C: IH Co —( oO q Fi
�sfl 1 )EfJ � a P Ei� t � A
C.❑ District conditions are attached. Number of sheets attached: �- —I`--
Prlct has specific water reclamation conditions which are attached. Number of sheets attached:
rlct will submit conditions at a later date.
_
D.❑ How Rr will the plpollne(s) have to be extended to servo the project? I a �T�(Z I-1 1pr=
Data �3 R 6
ation ale: Oneyoartrom date Of issuance unless district indicates otherwise)
\
Authorized signa�Ctu'r -(
Print name: J C'FF7.� r
t,o:
Print title:_ E53 i✓E WG ii .tt Phone: (0_33 -Z -7Sa
NOTE: THIS DOCUMENT Is NOT A COMMITMENT OF FACILITIES OR SERVICE BY THE DISTRICT
On completion of Section 2 by the district, applicant is to submit this form with application to
the Zoning Counter at the Department of Planning and Land Use, 5201 Ruffin Road, San Diego, CA 92123
01.LfLG -Ms elev.u9 m
.PROJECT FACILITY AVAILABILITY FORM - CitY Ol Encinitas WATER
Please type or use pen
oaG
ZA11009 4884T/ 738 -7SOO ACCT
Owner's name Phone
ACT
Po. Box 4(,Z8as — TASK
Owners Mailing Address Street
45WON431nO CA g2D44-2$BS DATE AMTS
City State Zip DISTRICT CASHIER'S USE ONLY
SECTION 1. PROJECT DESCRIPTION TO BE COMPLETED BY APPLICANT
Assessor's Parcel Number(s)
A. Major Subdivision tTM) 8 Specific Plan or Specific Plan Amendment (Add extra it necessary)
Minor Subdivision (TPM) Cerulicale of Compliance:
Boundary Adjustment Z G 4 Z-14 O 013
Rezone (Reclassification) from to zone.
Major Use Permil (MUP), purpose:
Time Extension... Case No
�j cxp.red Map... Case No
u Other
B. Resideneal....... Total number of dwelling units 4
Commercial ...... Gross Iloor area
Industrial ........ Gross floor area Thomas Bros. Page 1148 Grid R •4
Other ........... Gross floor area
C. Total Project acreage IS .7Z Total number of lots 4 Project address LL iZ4N Suee1 RD
D. Is the project proposing the use of groundwater? ❑ Yes !RNo OU VEN FA41N 9Zoz4
Is the project proposing the use of reclaimed water? ❑ Yes ® No Community Planning ArewSubregion Ztp
Owner/Applicant agrees to pay all necessary construction costs, dedicate all district required easements to extend service to the project and
COMPLETE ALL CONDITIONS REOUIRED BY THE DISTRICT.
Applicants Signature:
Date: �b
Address: SAA ME A-S owly 32 I Phone:
(On completion of above, present to the water district to establish facility availability, Section 2 below)
I SECTION 2. FACILITY AVAILABILITY TO BE COMPLETED BY DISTRICT I
District me Service area
A. Project is in the district.
❑ Project is not in the district but is within its Sphere of Influence boundary, owner must apply for annexation.
❑ Pro is not in the district and is not ;thin its Sphere o; influence boundary.
❑ e project is not located entirel ithin the district and a potential boundary issue exists with W.2—District.
B. Facilities to serve the project ARE ❑ ARE NOT reasonably expected to be available within !hz next 5 years based on the
capital facility plans of the district. Explain in space below or on attached _. (Number of shce,sj
❑ Pro ct will not be served for the following reason(s): —. —
C. District condi,inrs are attached. r of sheets attach x':__
C !'Istr:ci has speciiir, water reclamation conditions which a e zttao't r of shrists attac4_d:_-
D.v' istrici will sun: ;,it conditions at a later date.
oU%1 A, ir will the pipeline(s) have to bo ext nded to serve the project"
Date: xpirati da (One year 'rom care of issuance unless disfric indicales otherwise.)
I,
Auchonzeccj .Vf� -- Pr' name'. l �
Printtitic:
NOTE: THIS DOCU :XEN'i 1S NOT A CONRYII'PMENT OF SERVICE 0:, .cACI_.TTT.=5 _t Y. THE
'DISTRICT. On completion of Section 2 by the districts .is c..
submit this form with application to the Zoning :'ovnter ai. th_ ?lanrlirta s
Communitv Develonment Dr_nt., 527 Encinitas Blvd., Encinitas, CA 92024
PROJECT FACILITY AVAh
m rry 1::r)QNA
Please typo cruse ell
(Two forms are needed if project is to be served
separate school districts)
ORG
ZAHOOR ABBASI 738-7500
ACCT8
Owners Name Phone
P.O. BOX 462885
ACT— ELEMENTARY
TASK HIGH SCHOOL
Owner's Mailing Address 7TI�reoj
ESCONDIDO CA 9.2046-2881
DATE UNIFIED
DISTRIC T CASHIERS USE ONL Y
uty State ZIP
'SECTION Ai , :PROJECT. DESCRIPTION ' TO BEr;COMPLETED"BY:1APPLICANT
A. LEGISLATIVE ACT Assessor's Parcel Number(s)
Rezone from —zone dens! tyfintensity to zono dons! ty/intensity. (Add extra It necessary)
General Plan Amendment
Speci tic Plan
Specific Plan Amendment 2 6 4 2 4 0 0
B. DEVELOPMENT PROJECT
Major Subdivision (TM)
Minor Subdivision (TPIA)
Boundary Adjustment
Major Use Permit (MUP). purpose:
Time Extension... Case No.
Expired Map... Case No.
Other Thomas Bros. Page_IJ-4,LGrid R-4
0.1 Residential....... Total number of dwelling units 4 Project address Double LL Ranch Rd.
-
Commercial ...... Gross floor area TU—W
Industrial........ Gross floor area Olivenhain 92024
Other. : ......... Gross floor area COMMMY Plaming A10W$JX.-g..-n - - - - - - - -
0. Total Project acreage 15. 72 Total number of lots 4
\pplicanCs Signature Z 4- 411. - Date
Address Same as Owner A
Phone
(On completion of above, present to the school district to complete Section 2 below)
::SECTION 2:'- FACILITY AVAILABILITY ..-",...,.'�...��..-.-
O,sBE:'COMPLETED.. BY',D [STRICT
If not In a unified district, which elementary or
District Name' A&c-,'.Au Umi.;ax. 3akaal lly4 - high school district must also fill out a form?
Indicate the location and distance of proposed schools of attendance. Elementary a1 1? miles: 3-4
Junior/Middle: — miles:— High schooI• miles:—
JO This project will result in the Qverc-rowding of the ,.6;. elelgienlav 9L j '
(check TLI I ec ma 4t-rParWAQCP'RP0SC9'Wther school
altte'3n 2X2302 Ra-
C3 Fees be i5overnment
will levied either in accoince with Code Section 53080 or Section 65970 prior to the
issuance of building permits.
❑ Project is located entirely within the district and is eligible for service.
❑ The project is not located entirely within the district and a potential boundary issue may exist with the
school district.
FOR LEGISLATIVE ACTS (Rezones, General Plan Amendments, Specific Plans) ONLY:
❑ Pursuant to County Ordinance and the Public Facility Element of the General Plan, facilities to serve the project
have been committed through a binding agreement satisfactory to the school district.
❑ A binding agreement has not yet been signed, but one will be required prior to legislative approval.
13 No binding ag Ment is necessa
Authorized signature: Printnamo: Sharon R. South
Print title: chief Finannia] Off iv r Phone: 944-4300-ext. 161
On completion of Section 2 by the district, applicant is to submit this form with application to
the Zoning Counter at the Department of Planning and Land Use, 5201 Ruffin Road, San Diego, CA 92123
At any porject in this area
even with payment of statutory fees.
have capacity for the students.
:Z]
will result in unmitigated school impacts,
We cannot guarantee the local school will
� I i r,t ILI I I H,. '_HbILI I Y t-UHM
Ctmr
Please type se pen
I II lL
ZAHOOR ABBASI 738 -7500
ORc
ACCT Ir
Owners name Phone
P.O. BOX 462885
ACT
Owners mailing address troot
ESCONDID02 CA 92046 -2885
TASK
AMTb DATE
C rty Stafo Zip
SECTION I: PROJECT DESCRIPTION
DISTRICT CASHIER'S USE ONLY
TO "'BE< COMPLETED BY APPLICANT
A. Major Subdivision (TM) BSpecificPlanorSpeci ficPlanAmendment Assessor's ParcelNumber(s)
Minor Subdivision(TPM) Boundary Adjustment (Addextra if necessary)
Certificate of Compliance, purpose:
Major Use Permit (MUP), purpose: 2 6 4 2 4 0 0 3
Rezone (Reclassification) from to zone
Time Extension... Case No.
Expired Map....... Case No.
Other
8. Total number of dwelling units 4
1Residential.........
Commercial ....... Gross floor area Thomas Bros. Page 1148 Grid B -4
Industrial ............ Gross floor area
Other .................. Gross floorarea Project address Double LL Ranch Rd.
C. Total Project acreage J.5 &-ao tat lots 4 cmallest proposed lot_ Olivenhain 92024
eon "yPbnninp aWsve.epon —Z-P
OWNERIAPPLICANTT AGGREES TO COMPLETE ALL cONDrriONS REQUIRED BY THE DISTRICT.
Applicant's signature: P L's_ �� a.{ /� Date:
Address: Same as Owner
(On completion of above, present to the district that provldos ttro protect! o Phone:
n to complete Section 2 and 3 below)
":.:SECTION .2. <FACILITY - AVAILABILITY y � <.TO'`BE COMPLETED BYi`DISTRICT
District Name: CN C I IJ t T h 5 - E sLe -D = RA ZT Il t & N T
Indicate the location and distance of the r1 r fire station that will serve the proposed project:
71711 V � LL k C, E ?-�,
A. Project Is Iq the District and eligible for service.
Project is (ot in District but it is within its Sphere of Influence boundary,
owner must apply for annexation.
Project is not in the District and not within the District's Sphere of Influence.
Project is not located entirely within the District and a potential boundary issue exists with the District.
6.
Based on the capacity and capability of the District's existing and planned facilities, lire protection facilities are currently
adequate or will be adequate to serve the
proposed project. The expected emergency travel time to the proposed project
is
_ minutes.
Fire protection facilities are not expected to be adequate to serve the proposed development within the next live
C.
years.
District conditions are attached. The number of shoots attached:
District will submit conditions at a later date.
SECTION 3. FUELBREAK REOUIREMENTS
Note: The tuelbreak requirements Prescribed by tho (ire district for the proposed project do not authorize any
clearing prior to project approval by the Department of Planning and Land Use.
Within the proposed project_ loot of clearing will be required around all structures.
The proposed project is located in a hazardous wildland fire area, and additional fuelbreak requirements may apply.
Environmental mitigation requirements should be coordinated the fire
with district to ensure that these requirements
will not poso firo hazards.
Date: y- 1(o —q� Ex irationdata, 9 -1 (0 -9E— (Ono from date /issuance
year o unless district indicates otherwise)
^� kj ki- C-A)T„�t J-1 -DFLI �7(art�(o ���rJ
AWhvvW,gg.W.
Pmt nose ry b Phme
On completion of Section 2 and 3 by the District, applicant is to submit this form with application lo:
Zoning Counter, Department of Planning and Land Use, 5201 Ruffin Road, Suite
B, San Diego, CA 92123
p' VLG A9JF(esv.0 J 1)
AUG 03 '98 09 :41AM CTC SUBDIVISOM
P. 14, 18
SUBDIVISION GUARANTEE
Order No. 7336279 -U52 Fee: $
Dated' July 23, 199e at 7.30 A.V.
Subdivision.
CHICAGO TITLE INSURANCE COMPANY
a corporation, herein called the Company
GUARANTEES
The County of SAN DIECo and any City within which said Subdivision is located in a sum not
exceeding $1,000.00 that, according to those public records which, under the recording laws. impart constructive
notice of matters affecting the title to the land included within the exterior boundary shown on the map of the above
referenced subdivision, the only parties having any record title interest in said land whose signatures are
necessary, under the requirements of the Subdivision Map Act, on the certificates consenting to the
recordation of said map and offering for dedication any streets, roads, avenues, and other easements offered
for dedication by said map are as set forth in Schedule A.
tENGINEERING- 4 1998 Issue/d�w CHI IiIZE INSURANC$ COMPANY CII ENCIN7A$ ES
925 "$" S EET
SAN DIEGO, CA 92101
PHONE NO. (619) 239 -6081
FAX NO. (619) 544 -6277
nw
John Rau
Preticient
Thomas J. Adams
Secretary
QRUC1_0�__'98. _ 09_42FlM CTQ SUBDIVISON F. 15. 18
Dated: July 23, 19! 2C7:30 A.M. MapNo:
Subdivision:
Fax Number: (619)544 -6292
SCHEDULE A
The map hereinbefore referred to is a subdivision of:
SEE ATTACHED DESCRIPTION
The parties hereinbefore referred to are:
1e11j.i01:t'z
XION INVESTMENTS, INC., A CALIFORNIA CORPORATION
LESSEES:
NONE
TRUST DEED HOLDERS:
NONE
EASEMENT HOLDERS:
(1) THE SIGNATURE OF OLIVENHAIN MUNICIPAL WATER DISTRICT, OWNER OF AN EASEMENT AS
DISCLOSED BY DEED RECORDED JULY 25, 1977 AS FILE NO. 77- 296591 AND MAY 18, 1993 AS
FILE NO. 1993 - 0312187 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY HAS BEEN OMITTED UNDER
THE PROVISIONS OF SECTION 66436, SUBSECTION (A)(3)(A)(I) OF GOVERNMENT CODE, THEIR
INTEREST IS SUCH THAT IT CANNOT RIPEN INTO A FEE TITLE AND SAID SIGNATURE IS NOT
REQUIRED BY THE GOVERNING BODY.
(2) THE SIGNATURE OF COUNTY OF SAN DIEGO , OWNER OF AN EASEMENT AS DISCLOSED BY
DEED RECORDED JANUARY 31, 1985 AS FILE NO. 1985 - 033895 OF OFFICIAL RECORDS OF SAN
DIEGO COUNTY HAS BEEN OMITTED UNDER THE PROVISIONS OF SECTION 66436, SUBSECTION
(A)(3)(A)(I) OF GOVERNMENT CODE, THEIR INTEREST IS SUCH THAT IT CANNOT RIPEN INTO A
FEE TITLE AND SAID SIGNATURE I5 NOT REQUIRED BY THE GOVERNING BODY.
SEE ATTACHED EXHIBIT
SUtlUNA - U /II /rN
AUG 03 '98 09 :42RM CTC SUBDIVISQN
Policy No.
Page 1
P.11 13
(3) THE SIGNATURE OF THE CITY OF ENCINITAS, OWNER OF RIGHTS AS DISCLOSED BY DEED
RECORDED APRIL 2, 1991 AS FILE NO. 1991 - 0146056 OF OFFICIAL RECORDS OF SAN DIEGO
COUNTY HAS BEEN OMITTED UNDER THE PROVISIONS OF SECTION 66436, SUBSECTION
(A)(3)(A)(I) OF GOVERNMENT CODE. THEIR INTEREST IS SUCH THAT IT CANNOT RIPEN INTO A
FEE TITLE AND SAID SIGNATURE IS NOT REQUIRED BY THE GOVERNING BODY.
(4) THE SIGNATURES OF CHRISTOPHER S. LLOYD, A MARRIED MAN NAD CHRISTOPHER S. LLOYD
AS EXECUTOR OF THE ESTATE OF MARGARITA Z. LLOYD, DECEASED, PROBATE NO. 15976, OWNERS
OF AN EASEMENT AS DISCLOSED BY DEED RECORDED APRIL 19, 1991 AS FILE NO. 1991- 0178724
OF OFFICIAL RECORDS OF SAN DIEGO COUNTY HAS BEEN OMITTED UNDER THE PROVISIONS OF
SECTION 66436, SUBSECTION (A)(3)(A)(I) OF GOVERNMENT CODE, THEIR INTEREST IS SUCH
THAT IT CANNOT RIPEN INTO A FEE TITLE AND SAID SIGNATURES ARE NOT REQUIRED BY THE
GOVERNING BODY.
(5) THE SIGNATURE OF DANIELS CABLEVISION INC., OWNER OF AN EASEMENT AS DISCLOSED BY
DEED RECORDED APRIL 5, 1994 AS FILE NO. 1994 - 0224539 OF OFFICIAL RECORDS OF SAN DIEGO
COUNTY HAS BEEN OMITTED UNDER THE PROVISIONS OF SECTION 66436, SUBSECTION
(A)(3)(A)(I) OF GOVERNMENT CODE, THEIR INTEREST IS SUCH THAT IT CANNOT RIPEN INTO A
FEE TITLE AND SAID SIGNATURE IS NOT REQUIRED BY THE GOVERNING BODY.
giN151Tk :L:]: N.
AUG 01 '98 01:39PM CTC SUBDIVISOM
Order NO: 7338278 -UF
I
PARCEL A
DESCRIPTION
P. 1311,19
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IV THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAY THEREOF NO. 13320, FILED IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
PARCEL B:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES OVER, UNDER, ALONG AND
ACROSS THAT PORTION OF SAID MAP 13320, DESIGNATED AND DELINEATED THEREON AS
"PROPOSED PRIVATE STREET EASEMENT EXCEPTING THEREFROM THAT PORTION LYING WITHIN
LOT S.
PARCEL C:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET IN WIDTH,
TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL AND
MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT, OVER,
UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP 13
SOUTH, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE LAS
ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,
ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY RECORDER OF
SAN DIEGO COUNTY, JUNE 27, 1898, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG THE SOUTH
LINE OF SAID LOT 16, 596.78 FEET; THENCE NORTH 2025'09" WEST 475.03 FEET; THENCE
NORTH 2 °25'19" WEST TO THE SOUTH LINE OF THAT 30.00 FOOT PIPELINE EASEMENT GRANTED
TO OLIVENHAIN MUNICIPAL WATER DISTRICT, RECORDED JULY 25, 1977 AS FILE NO.
77- 266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF COUNTY ROAD SURVEY
NO. 554 (KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF SURVEY NO. 6085, FILED IN
THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON AUGUST 14, 1962, BEING A
POINT ON THE ARC OF A NON- TANGENT 570.00 FOOT RADIUS CURVE CONCAVE SOUTHWESTERLY,
A RADIAL LINE OF WHICH SEARS NORTH 67 "43'39" EAST; THENCE SOUTHERLY ALONG SAID
570.00 FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 01 °24'26" A DISTANCE OF
14.00 FEET TO A POINT ON THE CENTER LINE OF SAID ROAD SURVEY 554; SAID POINT
BEING THE TRUE POINT OF BEGINNING; THENCE SOUTH 69 008'08" WEST 666.33 FEET TO A
POINT ON THE BEGINNING OF A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY
THROUGH A CENTRAL ANGLE OF 22 007'07^ A DISTANCE OF 379.87 FEET TO A POINT ON THE
NORTHERLY LINE OF THE PROPERTY AS DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A
POINT ON THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO
OLIVENHAIN MUNICIPAL WATER DISTRICT, A RADIAL LINE OF WHICH BEARS NORTH 01 015'15"
WEST; THENCE WESTERLY ALONG THE NORTHERLY LINE OF THE SAID PRCPERTY AS DESCRIBED
IN EXHIBIT A, SAID LINE ALSO BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET
TO A POINT ON THE BEGINNING OF A NON- TANGENT 1016.00 FOOT RADIUS CURVE CONCAVE
NORTHERLY, RADIAL LINE OF WHICH BEARS NORTH 05 °01'36" EAST, THENCE EASTERLY ALONG
SAID 1016.00 FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 25 °53'28" A
DISTANCE OF 459.16 FEET; THENCE TANGENT TO SAID CURVE NORTH 69 008'08" EAST, 665.43
FEET TO THE CENTER LINE OF SAID COUNTY ROAD SURVEY NO. 554 (LONE JACK ROAD) BEING
MC.R50 11Ja /91 M
ALIG 01 '98 01 :40PM CTC SUBDIVISON
Oder NO: 7338276 -U5
2
DESCRIPTION
F. 14 19
A POINT ON THE ARC OF SAID NON - TANGENT 570.00 FOOT RADIUS CURVE CONCAVE
SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 72'21'11" EAST; THENCE NORTHERLY
ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 03'13'05" A DISTANCE OF 32.01 FEET TO
THE TRUE POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
AUG 03 '98 09:37AM CTC SUBDIVISON
OCHICAGO TITLE COMPANY
SECOND AMENDED
Reference. MAPPING OF LOT 6
Regarding. LOT 29, PORTION OF APN 264 - 240 -30
ENCINITAS, CA 92024
P. c•18
PRELIMINARY REPORT
Dated as of JUly 23, 1998 at 7:30 AM
Order No.: 7338278 - U52
CHICAGO TITLE COMPANY hereby reports that it is prepared to issue, or cause to be issued, as of the date
hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth,
insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as
an Exception in Schedule 6 or not excluded from coverage pursuant to the printed Schedules, Conditions and
Stipulations of said Policy forms.
The printed Exceptions and Exclusions from the coverage of said Policy or Policies are set forth in the attached list.
Copies of the Policy forms are available upon request
Please read the exceptions shown or referred to in Schedule B and the exceptions and exclusions set forth in the
attached list of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters
which are not covered under the terms of the title insurance policy and should be carefully considered It Is
important to note that this preliminary report is nut a written representation as to the condition of title and may not
list all liens, defects, and encumbrances affecting title to the land.
THIS REPORT (AND ANY SUPPLEMENTS OR AMFNDMENTS HERETO) IS ISSUED SOLELY FOR THE PURPOSE OF
FACILITATING THE ISSUANCE OF A POLICY OF TITLE INSURANCE AND NO LIABILITY IS ASSUMED HEREBY IF IT IS
DESIRED THAT LIABILITY BE ASSUMED PRIOR TO THE ISSUANCE OF A POLICY OF TITLE INSURANCE, A BINOER
OR COMMITMENT SHOULD BE REQUESTED.
The form of policy of title Insurance contemplated by this report is:
CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLIC p �S
Title Department:
CHICAGO TITLE COMPANY
925 "B'STREET
SAN DIEGO, CA. 92101
(619)239-6081 fax:(619)544 -6279
KEN BROWN
TITLE OFFICER
"P 'V�N'97D.
0
AUG 03 '98 09 :37AM CTC SUBDIVISON P. 3, 12
SCHEDULE A
Order No- 7338278 U52 Your Ref: MAPPING OF LOT 5
L The estate or interest in the land hereinafter described or referredto covered by this report is:
A FEE AS TO PARCEL A;
AN EASEMENT MORE FULLY DESCRTBED BELOW AS TO PARCELS B A%rD C
2. Title to said estate or interest at the date hereof isvested in:
XION INVESTMENTS, INC., A CALIFORNIA CORPORATION
3. The land referred to in this report is situated in the State of California, County of SAN DIEGO
and is df. ribed as follows:
SEE ATTACHED DESCRIPTION
AUG 03 '96 09:3741 CTC SUBDIVISON
Order No: 7338278 -US
1
DESCRIPTION
P.4, 18
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN THE
OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996
PARCEL B:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES OVER, UNDER, ALONG AND
ACROSS THAT PORTION OF SAID MAP 13320, DESIGNATED AND DELINEATED THEREON AS
*,PROPOSED PRIVATE STREET EASEMENT ", EXCEPTING THEREFROM THAT PORTION LYING WITHIN
LOT 5.
PARCEL C:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET IN WIDTH,
TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL AND
MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT, OVER,
UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP 13
SOUTH, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE LAS
ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA,
ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY RECORDER OF
SAN DIEGO COUNTY. JUNE 27, 1898, DESCRIBED AS FOLLOWS-
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; :'HENCE EASTERLY ALONG THE SOUTH
LINE OF SAID LOT 16, 696.78 FEET; THENCE NORTH 2 025'09" WEST 475.03 FEET; THENCE
NORTH 2 °25'19" WEST TO THE SOUTH LINE OF THAT 30.00 FOOT PIPELINE EASEMENT GRANTED
TO OLIVENHAIN MUNICIPAL WATER DISTRICT, RECORDED JULY 25, 1977 AS FILE NO.
77- 266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF COUNTY ROAD SURVEY
NO. 554 (XNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF SURVEY NO. 6085, FILED IN
THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON AUGUST 14, 1962, BEING A
POINT ON THE ARC OF A NON- TANGENT 570.00 FOOT RADIUS CURVE CONCAVE SOUTHWESTERLY,
A RADIAL. LINE OF WHICH BEARS NORTH 67 "43'39" EASTI THENCE SOUTHERLY ALONG SAID
570.00 FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 01924'26" A DISTANCE OF
14.00 FEET TO A POINT ON THE CENTER LINE OF SAID ROAD SURVEY 554; SAID POINT
BEING THE TRUE POINT OF BEGINNING. THENCE SOUTH 69908'08" WEST 666.33 FEET TO A
POINT ON THE BEGINNING OF A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY
THROUGH A CENTRAL ANGLE OF 22 607'07" A DISTANCE OF 379.87 FEET TO A POINT ON THE
NORTHERLY LINE OF THE PROPERTY AS DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A
POINT ON THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO
OLIVENHAIN MUNICIPAL WATER DISTRICT, A RADIAL LINE OF WHICH BEARS NORTH 01915'15"
WEST; THENCE WESTERLY ALONG THE NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED
IN EXHIBIT A. SA:D LINE ALSO BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET
TO A POINT ON THE BEGINNING OF A NON- TANGENT 1016.00 FOOT RADIUS CURVE CONCAVE
NORTHERLY, RADIAL LINE OF WHICH BEARS NORTH 05901'36" EAST; THENCE EASTERLY ALONG
SAID 1016.00 FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 25053'28" A
DISTANCE OF 459.16 FEET; THENCE TANGENT TO SAID CURVE NORTH 69906'09" EAST, 665.43
FEET TO THE CENTER LINE OF SAID COUNTY ROAD SURVEY NO. 554 (LONE JACK ROAD) BEING
vrsSm0- i2/a /9l M
AUG 03 '98 09 :38A1 CTC SUBDIVISON
Order No! 7338278 -U5
Ya
DESCRIPTION
P.5.18
A POINT ON THE ARC OF SAID NON - TANGENT 570.00 FOOT RADIUS CURVE CONCAVE
SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 72 921'11" EAST; THENCE NORTHERLY
ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 03013'OS" A DISTANCE OF 32.01 FEET TO
THE TRUE POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
nFSfRSO- Ii; 0.1; SIM
AUG 03 '98 09.38AM CTC SUBDIVISON
F4ba: t
Order No 7338278 U52
SCHEDULE B
Your Ref: MAPPING OF LOT 6
At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusion.% in the policy
form designated on the face page of this Report would be as follows:
A
AP
Ac
AR
AS
.,0,31
F.5- U_
1. PROPERTY TAXES, INCLUDING ANY ASSESSMENTS COLLECTED WITH TAXES, TO BE
LEVIED FOR THE FISCAL YEAR 1998 -99 THAT ARE A LIEN NOT YET DUE.
2. PROPERTY TAXES, INCLUDING ANY PERSONAL PROPERTY TAXES AND ANY ASSESSMENTS
COLLECTED WITH TAXES, FOR THE FISCAL YEAR 1997 -1998.
1ST INSTALLMENT:
PENALTY:
2ND INSTALLMENT:
PENALTY AND COST
HOMEOWNERS
EXEMPTION:
CODE AREA:
ASSESSMENT NO:
$1,616.74
$161.67 (DUE AFTER DECEMBER 10)
$1,616,74
$171.67 (DUE A.-TER APRIL 10)
$NONE
19073
264- 240 -38
3. SAID PROPERTY HAS BEEN DECLARED TAX - DEFAULTED FOR NON-PAYMENT OF
DELINQUENT TAXES FOR FISCAL YEAR 1997 -1998 (AND SUBSEQUENT YEAR$, IF ANY)
AMOUNT TO REDEEM: $6,823.36
IF PAID BY. AUGUST 31, 1998
IF PAYMENT IS TO BE MADE THROUGH THIS TITLE ORDER, IN ORDER TO INSURE
THAT PAYMENT IS RECEIVED BY THE TAX COLLECTOR IN A TIMELY MANNER, GOOD
FUNDS MUST BE IN POSSESSION OF THIS COMPANY AT LEAST 3 BUSINESS DAYS
PRIOR TO THE ABOVE DATE.
4. SUPPLEMENTAL OR ESCAPED TAXES FOR THE FISCAL YEAR 19 - -19- ASSESSED
PURSUANT TO THE PROVISIONS OF CHAPTER 3.5 (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA.
1ST INSTALLMENT:
PENALTY:
DELINQUENT:
2ND INSTALLMENT:
PENALTY:
DELINQUENT:
CODE AREA:
ASSESSMENT NO.,
$204.85
$20.48
12/31/1997
$204.85
$30.48
04/30/1998
19073
869- 395 -86 -56
S. SUPPLEMENTAL OR ESCAPED TAXES FOR THE FISCAL YEAR 1997 -1990 ASSESSED
PURSUANT TO THE PROVISIONS OF CHAPTER 3.5 (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA.
AUG 03 '98 09 :39AM CTC SUBDIVISON
SCHEDULE B
Page z (continued)
OrdcrNO- 7338278 U52 Your Ref:
1ST INSTALLMENT:
PENALTY:
DELINQUENT:
2ND INSTALU`M1ENT:
PENALTY:
DELINQUENT:
CODE AREA:
ASSESSMENT_ NO.:
$1,177.70
$117.77
12/31/1997
$2,177.70
$127.77
04/30/1998
19073
879 - 395 -86 -47
MAPPING OF LOT 6
F.Z 18
C 6� THE LIEN OF SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF ANY,
MADE PURSUANT TO THE PROVISIONS OF PART 0.5, CHAPTER 3.5 OR PART 2,
CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF THE
TRANSFER OF TITLE TO THE VESTEE :TAMED IN SCHEDULE A; OR AS A RESULT OF
CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF POLICY.
n 7. AN £ASSMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED T0: OLIVENHAIN MUNICIPAL WATER DISTRICT
PURPOSE: A PIPELINE OR PIPELINES FOR ANY AND ALL PURPOSES,
TOGETHER WITH THEIR NECESSARY FIXTURES AND
APPURTENANCES INCLUDING BUT NOT LIMITED TO FACILITIES
FOR POWER TRANSMISSION AND COMMUNICATION PURPOSES
RECORDED: JULY 25, 1977 AS FILE NO. 77- 296591, OFFICIAL RECORDS
AFFECTS: THE ROUTE AFFECTS A PORTION OF SAID LOT 6 OF SAID LAND
AS MORE FULLY DESCRIBED IN SAID DOCUMENT
CONSENT OF EXCLUSIVE EASEMENT HOLDER, THE OLIVENHAIN MUNICIPAL WATER
DISTRICT RECORDED MAY 24, 1994 AS FILE NO. :994- 0340003 FOR A GRANT OF
EASEMENT TO PACIFIC BELL.
AF 8. AN EASEMENT FOR TITS PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: THE COUNTY OF SAN DIEGO
PURPOSE: OPEN SPACE
RECORDED • JANUARY 31, 1985 AS FILE NO. 85- 033895
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL
PARTICULARS.
RESTRICTIONS ON THE USE, BY THE OWNERS OF SAID LAND,
OF THE EASEMENT AREA AS SET OUT IN THE EASEMENT
DOCUMENT
�REIIMpGG; Z! /pith
AUG 03 '98 09:39AM CTC SUBDIVISON
SCHEDULE B
Pd9C 3 (continued)
Order No: 7338278 U52 Your RC( MAPPING OF LOT 6
F' . c 18
t 9. AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THERE =N
DATED. SEPTEMBER 6, 1990
BY AND BETWEEN. CHRISTOPHER S. LLOYD
RECORDED: NOVEMBER 20, 1990 , AS FILE NO. 90- 0624192 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS
10. A COVENANT AND AGREEMENT EXECUTED BY: BARPATT AMERICAN INCORPORATED, IN
FAVOR OF: CHRISTOPHER S. LLOYD, RECORDED: FEBRUARY 25, 1991 AS FILE NO.
1991 - 0081600 OF OFFICIAL RECORDS, WHICH, AMONG OTHER THINGS, PROVIDES:
IMPROVEMENT OF LONE JACK ROAD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
11. AN IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY RECORDED APRIL 2, 1991 AS
FILE NO. 1991- 0146056, OFFICIAL RECORDS, WHEREIN A PORTION OF SAID LAND WAS
OFFERED FOR DEDICATION TO PUBLIC USE, TO THE CITY OF ENCINITAS FOR PUBLIC
ROAD AND INCIDENTAL PURPOSES.
AFFECTS: AS SHOWN ON SAID MAP N0. 13320
H SAID INSTRUMENT ADDITIONALLY CONTAINS THE PRIVILEGE AND RIGHT TO EXTEND
DRAINAGE STRUCTURES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS
OF THE ABOVE DESCRIBED RIGHT OF WAY WHERE REQUIRED FOR THE CONSTRUCTION AND
MAINTENANCE THEREOF.
AG 12. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: CHRISTOPHER S. LLOYD, AND CHRISTOPHER S. LLOYD AS
EXECUTOR OF THE ESTATE OF MARGARITA Z. LLOYD,
DESEASED, PROBATE NO. 15976.
PURPOSE: ROAD AND UTILITY PURPOSES
RECORDED: APRIL 19, 1991 AS FILE NO. 1991 - 0178724, OFFICIAL
RECORDS
AFFECTS: "32' PROPOSED PRIVATE STREET EASEMENT"
.� SAID DOCUMENT RECITES IN PART AS FOLLOWS: SAID INSTRUMENT ADDITIONALLY
GRANTS THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL AND
MAINTAIN SOPES AND DRAINAGE FOR THE BENEFIT OF SAID EASEMENT OVER A PORTION
OF THE REAL PROPERTY DESCRIBED THEREIN.
Ni SAID EASEMENT HAS SEEN CONVEYED AND /OR RESERVED IN VARIOUS OTHER
AUG 03 '98 09 :39RM CTC SUBDIVISON F.a -12
SCHEDULE B
Pd9C 4 (continued)
Order No: 7338279 U52 Your Ref: MAPPING OF LOT 6
INSTRUMENTS OF RECORD.
e 13. A DOCUMENT ENTITLED "COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS
REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY
DATED MARCH 6, 1991 EXECUTED BY CHRISTOPHER S. LLOYD, A MARRIED MAN AND
CHRISTOPHER S. LLOYD AS EXECUTOR OF THE ESTATE OF MARGARITA Z. LLOYD,
DECEASED, PROBATE NO 15976 AND THE CITY OF ENCINITAS , SUBJECT TO ALL THE
TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED, RECORDED MAY 2, 1991 AS
FILE NO. 1991- 0201873, OFFICIAL RECORDS.
6 14. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN ON MAP OF TRACT NO. 12816.
EASEMENT
PURPOSE- PROPOSED PRIVATE ROAD
AFFECTS: AS SHOWN ON SAID MAP
EASEMENT
PURPOSE: WATER PIPELINES, OTHER DISTRICT FACILITIES AND ALL
ACCESS PURPOSES
AFFECTS: AS SHOWN ON SAID MAP
x 15. COVENANTS, CONDITIONS AND RESTRICTIONS (DELETING THEREFROM ANY RESTRICTIONS
BASED ON RACE, COLOR OR CREED) AS SET FORTH IN THE DOCUMENT
RECORDED: MARCH 27, 1992 AS FILE NO. 1992- 0175473, OFFICIAL REC
rr SAID COVENANTS, CONDITIONS AND RESTRICTIONS PROVIDE THAT A VIOLATION
THEREOF SHALL NOT DEFEAT THE LIEN OF ANY MORTGAGE OR DEED OF TRUST MADE IN
GOOD FAITH AND FOR VALUE.
n 16. AN AGREEMENT. AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: MARCH 25, 1992
BY AND BETWEEN- CHRISTOPHER S. LLOYD, GREGORY CLEARY AND CHRISTOPHER
S- LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITA Z. LLOYD DATED SEPTEMBER 11, 1980
RECORDED: MARCH 27, 1992 , AS FILE NO. 1992- 0175474 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE & COST SHARING
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULAA5.
0 17. AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: MAY 7, 1993
BY AND BETWEEN: OLIVENHAIN MUNICIPAL WATER DISTRICT, A MUNICIPAL WATER
PAE.ur9C 912V=k
PUG 03 '98 e9:40AM CTC SUBDIVISON P. 10, 18
SCHEDULE B
Pagc 5 (continued)
Order NO: 7338278 U52 YOU, Rd MAPPING OF LOT 6
DISTRICT AND CHATS LLOYD
RECORDED: MAY 18, 1993 AS FILE NO. 1993- 0312187 OF OFFICIAL
RECORDS
REGARDING: AGREEMENT TO PROVIDE WATER SERVICE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
a 18. A COVENANT AND AGREEMENT
EXECUTED BY: CHRISTOPHER LLOYD, TRUSTEE
IN FAVOR OF: CITY OF ENCINITAS
RECORDED? AUGUST 27, 1993 AS FILE NO. 1993- 0563741, OFFICIAL
RECORDS
WHICH AMONG OTHER THINGS PROVIDES:
A. PARK FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL SUM ($8,409.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR FINAL PARCEL
MAP #92 -212. EACH PARCEL SHALL PAY THE PRORATED FEE ($2,803.00 / PARCEL)
PRIOR TO ISSUANCE OF A BUILDING PERMIT.
B. TRAFFIC FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL SUN. ($2,703.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR MAP #92 -212.
EACH PARCEL SHALL PAY THE PRORATED FEE ($901.00 / PARCEL) PRIOR TO ISSUANCE
OF A BUILDING PERMIT.
S 19. A COVENANT AND AGREEMENT
EXECUTED BY! CHRISTOPHER S. LLOYD, TRUSTEE AND GREGORY CLEARY
IN FAVOR OF: CITY OF ENCINITAS
RECORDED: OCTOBER 20, 1993 AS FILE NO. 1993 - 0700454, OFFICIAL
RECORDS
WHICH AMONG OTHER THINGS PROVIDES
FLOOD CONTROL FEES SHALL SE ASSESSED AND COLLECTED DURING THE BUILDING
PERMIT PROCESSING PRIOR TO THE CONSTRUCTION OF ANY IMPERVIOUS SURFACE
z 20. COVENANT REGARDING REAL PROPERTY AND INDEMNIFICATION AGREEMENT BY AND
BETWEEN CHRISTOPHER S. LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITY Z. LLOYD DATED SEPTEMBER 11, 1980; CHRISTOPHER S. LLOYD, a
married man as his sole and separate property; AND GREGORY CLEARY, a
married man as his sole and separate property, AND EUGENE AND BARBARA
HIRSCHKOFF RECORDED DECEMBER 2, 1993 AS FILE NO. 1993- 0812962, OFFICIAL
RECORDS.
REFERENCE I5 MADE TO SAID DOCUMENT FOR FULL PARTICULARS_
v 21. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
ORELN8C 9i734U7
AUG 03 '98 09:40RM CTC SUBDIVISON
SCHEDULE B
Pagc 6 (continued)
Order No: 7338278 U52 Your Ref.
MAPPING OF LOT 6
P.11 18
GRANTED TO: DANIELS CABLEVISION INC.
PURPOSE: CABLE TELEVISION SYSTEM AND ACCESS
RECORDED: APRIL 5, 1994 AS FILE NO. 1994- 0224539, OFFICIAL
RECORDS
AFFECTS: THE EXACT LOCATION AND EXTENT OF SAID EASEMENT IS NOT
DISCLOSED OF RECORD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS
w 22. EASEMENTS FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW.
MAP OF: TRACT NO 13320
EASEMENT
PURPOSE: PROPOSED PRIVATE STREET
AFFECTS: AS SHOWN THEREON
z 23. ANY EASEMENT OR OTHER RIGHTS WHICH MAY EXIST OVER SAID LAND, AS DISCLOSED
ON A COPY OF THE MAP OF TRACT
NO. 13320 FILED IN THE OFFICE OF THE COUNTY ROAD COMMISSIONER AND REFERRED
TO IN THE DED. *CATION CLAUSE OF THE RECORDED MAP OF SAID TRACT.
r 24. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS
THEREIN
EXECUTED BY. CHRISTOPHER S. LLOYD AND GREGORY CLEARY
IN FAVOR OF. THE CITY OF ENCINITAS
RECORDED: APRIL 25, 1996 AS FILE NO. 1996 - 0207397, OFFICIAL
RECORDS
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
z THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTI.NUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
AA 25. A DOCUMENT ENTITLED "LIEN COVENANT REGARDING REAL PROPERTY: IMPROVEMENTS
REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY ",
DATED MARCH 28, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND GREGORY CLEARY,
SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED,
RECORDED APRIL 25, 1996 AS FILE NO. 1996 - 0207398, OFFICIAL RECORDS.
A6 THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AUG 03 '98 09 :40AM CTC SUBDIvISOri P.12 '18
SCHEDULE $
Page 7 (continued)
Ordcr No' 7338278 U52 Your ReL MAPPING OF LOT 6
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
AC 26. A DOCUMENT ENTITLED "COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO
ASSESSMENTS ", DATED MARCH 27, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND
GREGORY CL EAR Y, SVB.TECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN
CONTAINED, RECORDED APRIL 25, 1996 AS FILE NO. 1996 - 0207399, OFFICIAL
RECORDS.
An THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY F -=E OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
,v 27. EASEMENTS FOR INGRESS AND EGRESS, PIPELINES, DRAINAGE ANDIOR PUBLIC
UTILITIES AND INCIDENTAL PURPOSES THERETO OVER, UNDER, ALONG AND ACROSS THE
EASEMENT PARCEL(S) HEREIN DESCRIBED AS GRANTED AND /OR RESERVED IN VARIOUS
DEED$ OF RECORD.
AFFECTS. PARCELS B AND C
AJ 28. MATTERS WHICH MAY BE DISCLOSED BY AN INSPECTION OR SURVEY OF SAID LAND OR
BY INQUIRY OF THE PARTIES IN POSSESSION THEREOF.
nr; END OF SCHEDULE 8
AN NOTE NO. 1: BEFORE ISSUING ITS POLICY OF TITLE INSURANCE, THIS COMPANY
WILL REQUIRE EVIDENCE, SATISFACTORY TO THE COMPANY, THAT XION INVESTMENTS,
INC.. A CALIFORNIA CORPORATION I5 VALIDLY FORMED AND IN GOOD STA- 'QDING ON
THE DATE WHEN DOCUMENTS IN THIS TRANSACTION ARE TO BE EXECUTED.
ANY INSTRUMENT IN WRITING IN THE NAME OF THE CORPORATION WILL BE SUFFICIENT
FOR TITLE INSURANCE PURPOSES IF, PURSUANT TO SECTION 5212 OF THE CALIFORNIA
CORPORATIONS CODE, IT IS SIGNED AND ACKNOWLEDGED BY ANY ONE OF THE
FOLLOWING OFFICERS:
° THE CHAIRMAN OF THE BOARD OF DIRECTORS,
e THE PRESIDENT,
ANY VICE PRESIDENT
AND PROVIDED IT IS ALSO SIGNED BY ANY ONE OF THE FOLLOWING ADDITIONAL
OFFICERS:
• THE SECRETARY,
• ANY ASSISTANT SECRETARY,
• CHIEF FINANCIAL OFFICER,
• ASSISTANT TREASURER.
ANY DEVIATION FROM THE ABOVE WILL REQUIRE THE SUBMISSION TO THIS COMPANY OF
PAEJMBC 0,'77/03bk
AUG 03 '98 09 :41AM CTC SUBDIVISON F.13 i
SCHEDULE B
Page a (continued)
Order No: 7338278 U52 Your Ref: MAPPING OF LOT 6
A RESOLUTION OF THE GOVERNING BODY OF SAID CORPORATION AUTHORIZING THE
TRANSACTION FOR WHICH THIS REPORT HAS BEEN REQUESTED, TOGETHER W:TH A COPY
OF SUCH CORPORATION'S BY -LAWS. THE RESOLUTION TO DESIGNATE AS WELL, THE
OFFICERS AUTHORIZED TO EXECUTE ON THE CORPORATION'S BEHALF.
AL NOTE: IF THIS COMPANY IS REQUESTED TO DISBURSE FUNDS IN CONNECTION WITH
THIS TRANSACTION, CHAPTER 598, STATUTES OF 1989 MANDATES HOLD PERIODS FOR
CHECKS DEPOSITED TO ESCROW OR SUB- ESCROW ACCOUNTS. THE MANDATORY HOLD
PERIOD FOR CASHIER'S CHECKS, CERTIFIED CHECKS AND TELLER'S CHECKS IS ONE
BUSINESS DAY AFTER THE DAY DEPOSITED. OTHER CHECKS REQUIRE A HOLD PERIOD
FROM THREE TO SEVEN BUSINESS DAYS AFTER THE DAY DEPOSITED.
NOTES ANY FUNDING WIRES TO CHICAGO TITLE COMPANY ARE TO BE DIRECTED AS
FOLLOWS.
SANK OF AMERICA
1650 GATEWAY BOULEVARD
CONCORD, CALIFORNIA
ABA 121 - 000358
CREDIT TO CHICAGO TITLE SUB- ESCROW DEPOSITORY ACCOUNT
NO. 12353 -50752
FURTHER CREDIT TO ORDER NO! 007338278
ATTN: KEN BROWN
TITLE OFFICER
m DP
vac - wac- s;n�83 c
SCHEDULE A Ktss I N` �jeO ~
-loop- TITL
)rdcr No: 7338278 U52 ' Your Ref: MAPPING OF LOT 6
1. The estate or interest in the land hereinafter described or referred to covered by this report is:
A FEE AS TO PARCEL A;
AN EASEMENT MORE FULLY DESCRIBED BELOW AS TO PARCELS B AND C
2. Title to said estato or interest at the date hereof is vested in:
DEVELOPMENT PLANNING CONSULTANTS INTERNATIONAL, INC., A CALIFORNIA
CORPORATION
ENG INEE FI EµC01 S
ES
GIV OF
3. The land referred to in this report is situated in the State of California, County of SAN DIEGO
and is described as follows:
SEE ATTACHED DESCRIPTION
PRELI6 - R /27/Mbk
Order NO: 7338278 U52
PARCEL A:
DESCRIPTION
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF
SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN
THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
PARCEL B:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES OVER, UNDER, ALONG
AND ACROSS THAT PORTION OF SAID MAP 13320, DESIGNATED AND DELINEATED THEREON AS
"PROPOSED PRIVATE STREET EASEMENT ", EXCEPTING THEREFROM THAT PORTION LYING
WITHIN LOT 5.
PARCEL C
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET IN
WIDTH, TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL
AND MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT,
OVER, UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP
13 SOUTH, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE
LAS ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY
RECORDER OF SAN DIEGO COUNTY, JUNE 27, 1898, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID LOT 16, 696.78 FEET; THENCE NORTH 2 025'09" WEST 475.03 FEET;
THENCE NORTH 2025'19" WEST TO THE SOUTH LINE OF THAT 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, RECORDED JULY 25, 1977
AS FILE NO. 77- 266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE
EASTERLY ALONG THE SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF
COUNTY ROAD SURVEY NO. 554 (KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF
SURVEY NO. 6085, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
ON AUGUST 14, 1962, BEING A POINT ON THE ARC OF A NON - TANGENT 570.00 FOOT
RADIUS CURVE CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH
67043'39" EAST; THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE CONCAVE
THRU A CENTRAL ANGLE OF 01024'26" A DISTANCE OF 14.00 FEET TO A POINT ON THE
CENTER LINE OF SAID ROAD SURVEY 554; SAID POINT BEING THE TRUE POINT OF
BEGINNING; THENCE SOUTH 69 °08'08" WEST 666.33 FEET TO A POINT ON THE BEGINNING
OF A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY THROUGH A CENTRAL ANGLE
OF 22007'07" A DISTANCE OF 379.87 FEET TO A POINT ON THE NORTHERLY LINE OF THE
PROPERTY AS DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A POINT ON THE SOUTH
LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER
DISTRICT, A RADIAL LINE OF WHICH BEARS NORTH 01015'15" WEST; THENCE WESTERLY
ALONG THE NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED IN EXHIBIT A, SAID
LINE ALSO BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO
OLIVENHAIN MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET TO A POINT ON THE
BEGINNING OF A NON- TANGENT 1016.00 FOOT RADIUS CURVE CONCAVE NORTHERLY, RADIAL
LINE OF WHICH BEARS NORTH 05001'36" EAST; THENCE EASTERLY ALONG SAID 1016.00
FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 25053'28" A DISTANCE OF
459.16 FEET; THENCE TANGENT TO SAID CURVE NORTH 69008'08" EAST, 665.43 FEET TO
1
Order No: 7338278 U52
DESCRIPTION
THE CENTER LINE OF SAID COUNTY ROAD SURVEY NO. 554 (LONE JACK ROAD) BEING A
POINT ON THE ARC OF SAID NON - TANGENT 570.00 FOOT RADIUS CURVE CONCAVE
SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 72 °21'11" EAST; THENCE
NORTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 03 °13'05" A DISTANCE OF
32.01 FEET TO THE TRUE POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
SCHEDULE B
Page 1
Ordcr No: 7338278 U52 Your Ref: MAPPING OF LOT 6
At the dale hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in the policy
form designated on the face page of this Report would be as follows:
A 1. PROPERTY TAXES, INCLUDING ANY ASSESSMENTS COLLECTED WITH TAXES, TO BE
LEVIED FOR THE FISCAL YEAR 1997 -98 THAT ARE A LIEN NOT YET DUE.
„ 2. PROPERTY TAXES, INCLUDING ANY PERSONAL PROPERTY TAXES AND ANY ASSESSMENTS
COLLECTED WITH TAXES, FOR THE FISCAL YEAR 1996 -1997.
1ST INSTALLMENT
2ND INSTALLMENT
HOMEOWNERS
EXEMPTION:
CODE AREA:
ASSESSMENT 'NO:
$3,756.74 PAID
$3,756.74 PAID
$NONE
19073
264 - 240 -30 -OC
AFFECTS THIS PROPERTY WITH OTHER PROPERTY.
c 3. THE LIEN OF'SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF
ANY, MADE PURSUANT TO THE PROVISIONS OF PART 0.5, CHAPTER 3.5 OR PART 2,
CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF
THE TRANSFER OF TITLE TO THE VESTEE NAMED IN SCHEDULE A; OR AS A RESULT
OF CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF
POLICY.
D 1/4. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: OLIVENHAIN MUNICIPAL WATER DISTRICT
PURPOSE: A PIPELINE OR PIPELINES FOR ANY AND ALL PURPOSES,
TOGETHER WITH THEIR NECESSARY FIXTURES AND
APPURTENANCES INCLUDING BUT NOT LIMITED TO
FACILITIES FOR POWER TRANSMISSION AND COMMUNICATION
PURPOSES
RECORDED: JULY 25, 1977 AS FILE NO. 77- 296591, OFFICIAL
RECORDS
AFFECTS: THE ROUTE AFFECTS A PORTION OF SAID LOT 6 OF SAID
LAND AS MORE FULLY DESCRIBED IN SAID DOCUMENT
CONSENT OF EXCLUSIVE EASEMENT HOLDER, THE OLIVENHAIN MUNICIPAL WATER
DISTRICT RECORDED MAY 24, 1994 AS FILE NO. 1994- 0340003 FOR A GRANT OF
/ EASEMENT TO PACIFIC BELL.
AF V 5. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: THE COUNTY OF SAN DIEGO
PRELIM &8 17/91.11c
P49C 2
Order No: 7338278 U57,
SCHEDULE B
(continued)
Your Ref:
MAPPING OF LOT 6
PURPOSE: OPEN SPACE
RECORDED: JANUARY 31, 1985 AS FILE NO. 85- 033895
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL
PARTICULARS.
RESTRICTIONS ON THE USE, BY THE OWNERS OF SAID LAND,
OF THE EASEMENT AREA AS SET OUT IN THE EASEMENT
DOCUMENT
E ✓ 6, AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: SEPTEMBER 6, 1990
BY AND BETWEEN: CHRISTOPHER S. LLOYD
RECORDED: NOVEMBER 20, 1990 AS FILE NO. 90- 0624192 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS
r 7. A COVENANT AND AGREEMENT EXECUTED BY: BARRATT AMERICAN INCORPORATED, IN
FAVOR OF: CHRISTOPHER S. LLOYD, RECORDED: FEBRUARY 25, 1991 AS FILE NO.
1991 - 0081600 OF OFFICIAL RECORDS, WHICH, AMONG ETHER THINGS, PROVIDES:
IMPROVEMENT OF LONE JACK ROAD.
REFERENCE IS.MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
r./
B. AN IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY RECORDED APRIL 2, 1991 AS
•V/ FILE NO. 1991 - 0146056, OFFICIAL RECORDS, WHEREIN A PORTION OF SAID LAND WAS
OFFERED FOR DEDICATION TO PUBLIC USE FOR PUBLIC ROAD AND INCIDENTAL
PURPOSES.
AFFECTS: AS SHOWN ON SAID MAP NO. 13320
SAID INSTRUMENT ADDITIONALLY CONTAINS THE PRIVILEGE AND RIGHT TO EXTEND
DRAINAGE STRUCTURES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS
OF THE ABOVE DESCRIBED RIGHT OF WAY WHERE REQUIRED FOR THE CONSTRUCTION AND
MAINTENANCE THEREOF.
t 9. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
PURPOSE: ROAD AND UTILITY
RECORDED: APRIL 19, 1991 AS FILE NO. 1991 - 0178724, OFFICIAL
RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
CHICAGO TT_ E COMPANY
Issuing Office:
925 B STREET
SAN DIEGO,CA 92101
(619)239 -6081
STEVE BUNDY
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101,
SOLANA BEACH, CA 92075
o �c�odI
rr
Order No. 007338278 U52
SUITE "A" Reference: MAPPING OF LOT 6
Regarding: LOT 29, PORTION OF APN 264 - 240 -30
ENCINITAS, CA
Dated as of September 2, 1997 at 7:30 AM
In response to the above referenced application for a policy of title insurance,
CHICAGO TITLE COMPANY
hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Politics of Title Insurance
describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by
reason of any defect, lien or encumbrance not shown or referred to as an Exception in Schedule B or not excluded from
coverage pursuant to the printed Schedules, Conditions and Sfipulations of said Policy forms.
The printed Exceptions and Exclusions from the coverage of said Policy or Policies arc set forth in Exhibit A attached list.
Copies of the Policy forms should be read. They arc available from the office which issued the report.
Please read the exceptions shown or referred to in Schedule B and the exceptions and exclusions set forth in Exhibit A
of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not
covered under the terms of the title insurance policy and should be carefully considered.
It is important to note that this preliminary report is not a written representation as to the condition of title and may
not list all liens, defects, and encumbrances affecting title to the land.
THIS REPORT (AND ANY SUPPLEMENTS OR AMENDMENTS HERETO) IS ISSUED SOLELY FOR THE
PURPOSE OF FACILITATING THE ISSUANCE OF A POLICY OF TITLE INSURANCE AND NO LIABILITY IS
ASSUMED HEREBY. IF IT IS DESIRED THAT LIABILITY BE ASSUMED PRIOR TO THE ISSUANCE OF A
POLICY OF TITLE INSURANCE, A BINDER OR COMMITMENT SHOULD BE REQUESTED.
The form of policy of title insurance contemplated by this report is:
CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY
Title Officcr KEN BROWN
vrvn+- 11107/04M
SCHEDULE A
Ordcr No: 7338278 U52 Your Ref: MAPPING OF LOT 6
1. The estate or interest in the land hereinafter described or referred to covered by this report is:
A FEE AS TO PARCEL A;
AN EASEMENT MORE FULLY DESCRIBED BELOW AS TO PARCELS B AND C
2. Tills to said estate or interest at the date hereof is vested in:
DEVELOPMENT PLANNING CONSULTANTS INTERNATIONAL, INC., A CALIFORNIA
CORPORATION
3. The land referred to in this report is situated in the State of California, County of SAN DIEGO
and is described as follows:
SEE ATTACHED DESCRIPTION
Order No: 7338278 ' U52
DESCRIPTION
PARCEL A:
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF
SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN
THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
PARCEL B:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES OVER, UNDER, ALONG
AND ACROSS THAT PORTION OF SAID MAP 13320, DESIGNATED AND DELINEATED THEREON AS
"PROPOSED PRIVATE STREET EASEMENT ", EXCEPTING THEREFROM THAT PORTION LYING
WITHIN LOT 5.
PARCEL C:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET IN
WIDTH, TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL
AND MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT,
OVER, UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP
13 SOUTH, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE
LAS ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY
RECORDER OF SAN DIEGO COUNTY, JUNE 27, 1898, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID LOT 16, 696.78 FEET; THENCE NORTH 2 025'09" WEST 475.03 FEET;
THENCE NORTH 2 025'19" WEST TO THE SOUTH LINE OF THAT 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, RECORDED JULY 25, 1977
AS FILE NO. 77- 266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE
EASTERLY ALONG THE SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF
COUNTY ROAD SURVEY NO. 554 (KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF
SURVEY NO. 6085, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
ON AUGUST 14, 1962, BEING A POINT ON THE ARC OF A NON - TANGENT 570.00 FOOT
RADIUS CURVE CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH
67 "43.39" EAST; THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE CONCAVE
THRU A CENTRAL ANGLE OF 01 024'26" A DISTANCE OF 14.00 FEET TO A POINT ON THE
CENTER LINE OF SAID ROAD SURVEY 554; SAID POINT BEING THE TRUE POINT OF
BEGINNING; THENCE SOUTH 69 °08'08" WEST 666.33 FEET TO A POINT ON THE BEGINNING
OF A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY THROUGH A CENTRAL ANGLE
OF 22 007'07" A DISTANCE OF 379.87 FEET TO A POINT ON THE NORTHERLY LINE OF THE
PROPERTY AS DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A POINT ON THE SOUTH
LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER
DISTRICT, A RADIAL LINE OF WHICH BEARS NORTH 01015'15" WEST; THENCE WESTERLY
ALONG THE NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED IN EXHIBIT A, SAID
LINE ALSO BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO
OLIVENHAIN MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET TO A POINT ON THE
BEGINNING OF A NON - TANGENT 1016.00 FOOT RADIUS CURVE CONCAVE NORTHERLY, RADIAL
LINE OF WHICH BEARS NORTH 05 001'36" EAST; THENCE EASTERLY ALONG SAID 1016.00
FOOT RADIUS CURVE CONCAVE THRU A CENTRAL ANGLE OF 25 053'28" A DISTANCE OF
459.16 FEET; THENCE TANGENT TO SAID CURVE NORTH 69 008'08" EAST, 665.43 FEET TO
1
Order NO: 7338278 U52
DESCRIPTION
THE CENTER LINE OF SAID COUNTY ROAD SURVEY NO. 554 (LONE SACK ROAD) BEING A
POINT ON THE ARC OF SAID NON - TANGENT 570.00 FOOT RADIUS CURVE CONCAVE
SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 72 021111" EAST; THENCE
NORTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 03 013'05" A DISTANCE OF
32.01 FEET TO THE TRUE POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
Page 1
Ordcr No: 7338278
SCHEDULE B
U52 Your Rcf: MAPPING OF LOT 6
Al the dale hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in the policy
form designated on the face page of this Report would be as follows:
A 1. PROPERTY TAXES, INCLUDING ANY ASSESSMENTS COLLECTED WITH TAXES, TO BE
LEVIED FOR THE FISCAL YEAR 1997 -98 THAT ARE A LIEN NOT YET DUE.
a 2. PROPERTY TAXES, INCLUDING ANY PERSONAL PROPERTY TAXES AND ANY ASSESSMENTS
COLLECTED WITH TAXES. FOR THE FISCAL YEAR 1996 -1997.
1ST INSTALLMENT:
2ND INSTALLMENT:
HOMEOWNERS
EXEMPTION:
CODE AREA:
ASSESSMENT NO:
$3,756.74 PAID
$3,756.74 PAID
$NONE
19073
264 - 240 -30 -00
AFFECTS THIS PROPERTY WITH OTHER PROPERTY.
3. THE LIEN OF SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF
ANY, MADE PURSUANT TO THE PROVISIONS OF PART 0.5, CHAPTER 3.5 OR PART 2,
CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF
THE TRANSFER OF TITLE TO THE VESTEE NAMED IN SCHEDULE A; OR AS A RESULT
OF CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF
POLICY.
�r 4. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: OLIVENHAIN MUNICIPAL WATER DISTRICT
PURPOSE: A PIPELINE OR PIPELINES FOR ANY AND ALL PURPOSES,
TOGETHER WITH THEIR NECESSARY FIXTURES AND
APPURTENANCES INCLUDING BUT NOT LIMITED TO
FACILITIES FOR POWER TRANSMISSION AND COMMUNICATION
PURPOSES
RECORDED: JULY 25, 1977 AS FILE NO. 77- 296591, OFFICIAL
RECORDS
AFFECTS: THE ROUTE AFFECTS A PORTION OF SAID LOT 6 OF SAID
LAND AS MORE FULLY DESCRIBED IN SAID DOCUMENT
CONSENT OF EXCLUSIVE EASEMENT HOLDER, THE OLIVENHAIN MUNICIPAL WATER
DISTRICT RECORDED MAY 24, 1994 AS FILE NO. 1994 - 0340003 FOR A GRANT OF
EASEMENT TO PACIFIC BELL.
ne S. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: THE COUNTY OF SAN DIEGO
PRELIMB 9 /7/91 he
Pa9C 2
SCHEDULE B
(continued)
Order Nu: 7338278 U52 Your Rcf: MAPPING OF LOT 6
PURPOSE: OPEN SPACE
RECORDED: JANUARY 31, 1965 AS FILE NO. 85- 033895
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL
PARTICULARS.
RESTRICTIONS ON THE USE, BY THE OWNERS OF SAID LAND,
OF THE EASEMENT AREA AS SET OUT IN THE EASEMENT
DOCUMENT
E 6. AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: SEPTEMBER 6, 1990
BY AND BETWEEN: CHRISTOPHER S. LLOYD
RECORDED: NOVEMBER 20, 1990 , AS FILE NO. 90- 0624192 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS
F 7. A COVENANT AND AGREEMENT EXECUTED BY: BARRATT AMERICAN INCORPORATED, IN
FAVOR OF: CHRISTOPHER S. LLOYD, RECORDED: FEBRUARY 25, 1991 AS FILE NO.
1991 - 0081600 OF OFFICIAL RECORDS, WHICH, AMONG OTHER THINGS, PROVIDES:
IMPROVEMENT OF LONE JACK ROAD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
c 8. AN IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY RECORDED APRIL 2, 1991 AS
FILE NO. 1991- 0146056, OFFICIAL RECORDS, WHEREIN A PORTION OF SAID LAND WAS
OFFERED FOR DEDICATION TO PUBLIC USE FOR PUBLIC ROAD AND INCIDENTAL
PURPOSES.
AFFECTS: AS SHOWN ON SAID MAP NO. 13320
H SAID INSTRUMENT ADDITIONALLY CONTAINS THE PRIVILEGE AND RIGHT TO EXTEND
DRAINAGE STRUCTURES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS
OF THE ABOVE DESCRIBED RIGHT OF WAY WHERE REQUIRED FOR THE CONSTRUCTION AND
MAINTENANCE THEREOF.
r 9. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
PURPOSE: ROAD AND UTILITY
RECORDED: APRIL 19, 1991 AS FILE NO. 1991-0178724, OFFICIAL
RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
PRELIMBG9/23/9 bk
PagC 3
Ordcr No: 7336278 U52
SCHEDULE B
(continued)
Ynur Rcf: MAPPING OF LOT 6
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
., SAID DOCUMENT RECITES IN PART AS FOLLOWS: SAID INSTRUMENT ADDITIONALLY
GRANTS THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL AND
MAINTAIN SOPES AND DRAINAGE FOR THE BENEFIT OF SAID EASEMENT OVER A PORTION
OF THE REAL PROPERTY DESCRIBED THEREIN.
K 10. A DOCUMENT ENTITLED "COVENANT REGARDING REAL PROPERTY: PRIVATE IMPROVEMENTS
REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY
DATED MARCH 6, 1991 EXECUTED BY CHRISTOPHER S. LLOYD, A MARRIED MAN AND
CHRISTOPHER S. LLOYD AS EXECUTOR OF THE ESTATE OF MARGARITA Z. LLOYD,
DECEASED, PROBATE NO. 15976 AND THE CITY OF ENCINITAS , SUBJECT TO ALL THE
TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED, RECORDED MAY 2, 1991 AS
FILE NO. 1991 - 0201873, OFFICIAL RECORDS.
L 11. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN ON MAP OF TRACT NO. 12816.
EASEMENT
PURPOSE: PROPOSED PRIVATE ROAD
AFFECTS: AS SHOWN ON SAID MAP
EASEMENT
PURPOSE: WATER PIPELINES, OTHER DISTRICT FACILITIES AND ALL
ACCESS PURPOSES
AFFECTS: AS SHOWN ON SAID MAP
n 12. COVENANTS, CONDITIONS AND RESTRICTIONS (DELETING THEREFROM ANY RESTRICTIONS
BASED ON RACE, COLOR OR CREED) AS SET FORTH IN THE DOCUMENT
RECORDED: MARCH 27, 1992 AS FILE NO. 1992- 0175473, OFFICIAL REC
N SAID COVENANTS, CONDITIONS AND RESTRICTIONS PROVIDE THAT A VIOLATION
THEREOF SHALL NOT DEFEAT THE LIEN OF ANY MORTGAGE OR DEED OF TRUST MADE IN
GOOD FAITH AND FOR VALUE.
c' 13. AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: MARCH 25, 1992
BY AND BETWEEN: CHRISTOPHER S. LLOYD, GREGORY CLEARY AND CHRISTOPHER
S. LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITA Z. LLOYD DATED SEPTEMBER 11, 1980
RECORDED: MARCH 27, 1992 , AS FILE NO. 1992 - 0175474 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE & COST SHARING
PWLIMB - 9/2319
SCHEDULE B
Pa9c 4 (continued)
Order No: 7338278 U52 Your Rcf: MAPPING OF LOT 6
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
14. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
PURPOSE: INGRESS AND EGRESS, ROAD AND UTILITIES AS
GRANTED /RESERVED BY VARIOUS INSTRUMENTS OF RECORD, ONE
OF WHICH RECORDED MARCH 27, 1992 AS FILE NO.
1992- 0175477, OFFICIAL RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
� 15. AN AGREEMENT, AND THE TERMS.AND CONDITIONS AS CONTAINED THEREIN
DATED: MAY 7, 1993
BY AND BETWEEN: OLIVENHAIN MUNICIPAL WATER DISTRICT, A MUNICIPAL WATER
DISTRICT AND CHRIS LLOYD
RECORDED: MAY 18, 1993 AS FILE NO. 1993- 0312187 OF OFFICIAL
RECORDS
REGARDING: AGREEMENT TO PROVIDE WATER SERVICE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
R 16. A COVENANT AND AGREEMENT
EXECUTED BY: CHRISTOPHER LLOYD, TRUSTEE
IN FAVOR OF: CITY OF ENCINITAS
RECORDED: AUGUST 27, 1993 AS FILE NO. 1993 - 0563741, OFFICIAL
RECORDS
WHICH AMONG OTHER THINGS PROVIDES:
A. PARK FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL SUM ($8,409.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR FINAL PARCEL
MAP #92 -212. EACH PARCEL SHALL PAY THE PRORATED FEE ($2,803.00 / PARCEL)
PRIOR TO ISSUANCE OF A BUILDING PERMIT.
B. TRAFFIC FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL SUM ($2,703.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR MAP 492 -212.
EACH PARCEL SHALL PAY THE PRORATED FEE ($901.00 / PARCEL) PRIOR TO ISSUANCE
OF A BUILDING PERMIT.
s 17. A COVENANT AND AGREEMENT
EXECUTED BY: CHRISTOPHER S. LLOYD, TRUSTEE AND GREGORY CLEARY
IN FAVOR OF: CITY OF ENCINITAS
RECORDED: OCTOBER 20, 1993 AS FILE NO. 1993- 0700454, OFFICIAL
RECORDS
MEIIMBC B /P] /BJbk
Page 5
Order No: 7338278 U52
SCHEDULE B
(continued)
Your RUE MAPPING OF LOT 6
WHICH AMONG OTHER THINGS PROVIDES:
FLOOD CONTROL FEES SHALL BE ASSESSED AND COLLECTED DURING THE BUILDING
PERMIT PROCESSING PRIOR TO THE CONSTRUCTION OF ANY IMPERVIOUS SURFACE
r 18. COVENANT REGARDING REAL PROPERTY AND INDEMNIFICATION AGREEMENT BY AND
BETWEEN CHRISTOPHER S. LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITY Z. LLOYD DATED SEPTEMBER 11, 1980; CHRISTOPHER S. LLOYD, a
married man as his sole and separate property; AND GREGORY CLEARY, a
married man as his sole and separate property, AND EUGENE AND BARBARA
HIRSCHKOFF RECORDED DECEMBER 2, 1993 AS FILE NO. 1993 - 0812962, OFFICIAL
RECORDS.
u REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
v 19. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: DANIELS CABLEVISION INC.
PURPOSE: CABLE TELEVISION SYSTEM AND ACCESS
RECORDED: APRIL 5, 1994 AS FILE NO. 1994 - 0224539, OFFICIAL
RECORDS
AFFECTS: THE EXACT LOCATION AND EXTENT OF SAID EASEMENT IS NOT
DISCLOSED OF RECORD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS
w 20. EASEMENTS FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW.
MAP OF: TRACT NO. 13320
EASEMENT
PURPOSE: PROPOSED PRIVATE STREET
AFFECTS: AS SHOWN THEREON
x 21. ANY EASEMENT OR OTHER RIGHTS WHICH MAY EXIST OVER SAID LAND, AS DISCLOSED
ON A COPY OF THE MAP OF TRACT
NO. 13320 FILED IN THE OFFICE OF THE COUNTY ROAD COMMISSIONER AND REFERRED
TO IN THE DEDICATION CLAUSE OF THE RECORDED MAP OF SAID TRACT.
r 22. A COVENANT AND
AGREEMENT UPON
AND SUBJECT TO
THE TERMS AND CONDITIONS
THEREIN
EXECUTED BY:
CHRISTOPHER
S. LLOYD AND
GREGORY CLEARY
IN FAVOR OF:
THE CITY
OF ENCINITAS
RECORDED:
APRIL 25,
1996 AS FILE
NO. 1996 - 0207397, OFFICIAL
RECORDS
SCHEDULE B
Page 6 (continued)
Order No: 7338278 U52 Your Ref: MAPPING OF LOT 6
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
z THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
.0 23. A DOCUMENT ENTITLED "LIEN COVENANT REGARDING REAL PROPERTY: IMPROVEMENTS
REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY ",
DATED MARCH 28, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND GREGORY CLEARY,
SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED,
RECORDED APRIL 25, 1996 AS FILE NO. 1996 - 0207398, OFFICIAL RECORDS.
AD THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
AC 24. A DOCUMENT ENTITLED "COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO
ASSESSMENTS ", DATED MARCH 27, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND
GREGORY CLEARY, SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN
CONTAINED, RECORDED APRIL 2S, 1996 AS FILE NO. 1996 - 0207399, OFFICIAL
RECORDS.
AD THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
AE i25 AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
l GRANTED TO: OLIVENHAIN MUNICIPAL WATER DISTRICT, A PUBLIC AGENCY
PURPOSE: PIPELINE OR PIPELINES AND APPURTENANCES, TOGETHER WITH
THE RIGHT OF INGRESS AND EGRESS
RECORDED: APRIL 25, 1996 AS FILE NO. 1996- 0207710, OFFICIAL
RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
AG/ 26. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED T0: CHRIS D. MYERS
PURPOSE: ROAD AND UTILITY PURPOSES
RECORDED: JULY 9, 1997 AS FILE NO. 1997 - 0323724, OFFICIAL
RECORDS
PREIIMOC 9123193b
Page 7
Order No: 7338278 U52
SCHEDULE B
(continued)
Your Ref: MAPPING OF LOT 6
AFFECTS: "PROPOSED PRIVATE STREET EASEMENT"
All SAID EASEMENT HAS BEEN CONVEYED AND /OR RESERVED IN VARIOUS OTHER
INSTRUMENTS OF RECORD.
Al 27. EASEMENTS FOR INGRESS AND EGRESS, PIPELINES, DRAINAGE AND /OR PUBLIC
UTILITIES AND INCIDENTAL PURPOSES THERETO OVER, UNDER, ALONG AND ACROSS THE
EASEMENT PARCEL(S) HEREIN DESCRIBED AS GRANTED AND /OR RESERVED IN VARIOUS
DEEDS OF RECORD.
AFFECTS: PARCELS B AND C
ai 28. MATTERS WHICH MAY BE DISCLOSED BY AN INSPECTION OR SURVEY OF SAID LAND OR
BY INQUIRY OF THE PARTIES IN POSSESSION THEREOF.
AR END OF SCHEDULE B
AN NOTE NO. 1: BEFORE ISSUING ITS POLICY OF TITLE INSURANCE, THIS COMPANY
WILL REQUIRE EVIDENCE, SATISFACTORY TO THE COMPANY, THAT DEVELOPMENT
PLANNING CONSULTANTS INTERNATIONAL, INC. IS VALIDLY FORMED AND IN GOOD
STANDING ON THE DATE WHEN DOCUMENTS IN THIS TRANSACTION ARE TO BE EXECUTED,
ANY INSTRUMENT IN WRITING IN THE NAME OF THE CORPORATION WILL BE SUFFICIENT
FOR TITLE INSURANCE PURPOSES IF, PURSUANT TO SECTION 5212 OF THE CALIFORNIA
CORPORATIONS CODE, IT IS SIGNED AND ACKNOWLEDGED BY ANY ONE OF THE
FOLLOWING OFFICERS:
• THE CHAIRMAN OF THE BOARD OF DIRECTORS,
• THE PRESIDENT,
• ANY VICE PRESIDENT
AND PROVIDED IT IS ALSO SIGNED BY ANY ONE OF THE FOLLOWING ADDITIONAL
OFFICERS:
• THE SECRETARY,
• ANY ASSISTANT SECRETARY,
• CHIEF FINANCIAL OFFICER,
• ASSISTANT TREASURER.
ANY DEVIATION FROM THE ABOVE WILL REQUIRE THE SUBMISSION TO THIS COMPANY OF
A RESOLUTION OF THE GOVERNING BODY OF SAID CORPORATION AUTHORIZING THE
TRANSACTION FOR WHICH THIS REPORT HAS BEEN REQUESTED, TOGETHER WITH A COPY
OF SUCH CORPORATION'S BY -LAWS. THE RESOLUTION TO DESIGNATE AS WELL, THE
OFFICERS AUTHORIZED TO EXECUTE ON THE CORPORATION'S BEHALF.
AL NOTE: IF THIS COMPANY IS REQUESTED TO DISBURSE FUNDS IN CONNECTION WITH
PPELIMSC 9123/93Ex
Pagc 8
Ordcr NO: 7338278 U52
SCHEDULE B
(continued)
Your Ref. MAPPING OF LOT 6
THIS TRANSACTION, CHAPTER 598, STATUTES OF 1989 MANDATES HOLD PERIODS FOR
CHECKS DEPOSITED TO ESCROW OR SUB- ESCROW ACCOUNTS. THE MANDATORY HOLD
PERIOD FOR CASHIER'S CHECKS, CERTIFIED CHECKS AND TELLER'S CHECKS IS ONE
BUSINESS DAY AFTER THE DAY DEPOSITED. OTHER CHECKS REQUIRE A HOLD PERIOD
FROM THREE TO SEVEN BUSINESS DAYS AFTER THE DAY DEPOSITED.
NOTE: ANY FUNDING WIRES TO CHICAGO TITLE COMPANY ARE TO BE DIRECTED AS
FOLLOWS:
BANK OF AMERICA
1850 GATEWAY BOULEVARD
CONCORD. CALIFORNIA
ABA 121 - 000358
CREDIT TO CHICAGO TITLE SUB- ESCROW DEPOSITORY ACCOUNT
NO. 12359 -50752
FURTHER CREDIT TO ORDER NO: 007338278
ATTN: KEN BROWN
TITLE OFFICER
AM DP
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CITY OF ENCINTAS TM 93 -029
CUSTUM SHVICE NU. UOy"""ar. L/b�
'
-RECORDING REQUES BY
CHICAGO TITLE COMPANY DEC # 1997- 03Z37�4
AND WHEN RECORDED MAIL TO 09—JUL-1997 9 �4 Pm rcHRls D. MYERS
4505 CAMPOBELLO STREET OFFICIAL RECORDS T rf
SAN DIEGO, CA 91130 1326 SAN DIEGO COUNTY RECORDER'S OFFICE
GREGORY SMITH, COUNTY RECORDER
RF= 9,00 FEES: 222.50
AF: 9100 DC
AFt 1.00
L _j TAR- 203,50
El Crew No. Ha501' -N61 (i /,
{� Ww & x t TY9 tNE FOR RE..OROERS USE
A.P.N. 264- 240 -9Q -00 6iANT DEED
THE UNDERS UNBE) ORANTOR(S) D S)
DOCUMENTARY TRAMPERTAX R 7,0-3,5b
C3 wmaxporuM uea ❑ Ctryd ENCINITAS
® romputtd on Ve fuL slue d tae iatexat or paepeAy coevged, or u
❑ compw<sd on the LuLL value iKa the .glue d Item or wcvmhranae rcmalai� at Ouc d ask, rnd
FOR A VALUABLE CONSIDERATION t receipt of which is hereby a6maaledgcd
CHRISTOPHER S. LLOYD, a married man as his sole and separate orooerty. and
GREGORY CLEARY, a married man as his sole and separate
bereby GRANT(S) to
CHRIS D. MYERS , an unmarried man
the following described real property in the
County of SAN DIEGO , State of California:
LEGAL DESCRIPTION ATTACHED HERETO AND MADE A PART HEREOF AS EXHIBIT
** THIS DEED IS BEING EXECUTED IN COUNTERPART **
Dated November 18, 1996
^�) CHRIMP ER S. LTYD
halos rtr,
STATE OF
T a Notary ruone In ano for Ulu younry ...+o,.,., v�«+•+ vw��•
v I A14 I —�
personeW blown tC rM (a Proved to ma on 01'r6sis of eatletactM
Widence) to be the pen.on(e) whoss ra a(e) la /" aubaCAbad to the
wdhin instwment and aeknowtatlged to me that he /eh*Ahey axaeutad the
Same In hi►/hor/Weir UAhorirAd cepooky9la), and shat by his/her/614k
signeturo(s) on the InatmMOM the pareen(a). Of "entity upon bMatf Of
which the Paraon(s) acted, axaeumd WA etatrumaQL
�{ NSSS� nry � antl ofaolM apt. � 1
9 WE ��1 I
1 ynaet4b/ary '
MAIL TAX STATEMENTS TO PARTY SHOWN ON FOLLOWING LINE:
A' .
L�km
FOR MOr 1114 M stuv
IF NO PARTY SO SHOWN, MILL. AS DIRECTED ABOVE
Nam tiow Addraae City, State a. Dp
W1 -10031 ebv
'FEB. 2, ly'Jd' '1 _.. MIUMH SJERVM tw. 009xeevnr.
j
RECORDING REQUE ) BY
CHICAGO TITLE COMPANY
rAND WHEN RECORDCI) MAIL TO
CHRIS D. MYERS 1 9 9 ry
4505 CAMPOBELLO STREET i 3 2 1
SAN DIEGO. CA 92170
L J
Escrow No. 4046037 -1147
Order No. 4eason -
arwus aepea 7113 {af IOIS PaOplwRf tus
THE UNDERSIGNED OR NTOR(S) DECIARBM
DOCUMENTARYTRANSFERTAXLS $201.50
Ej w--orporated area ❑ Otyof ENCINITAS
® cwnputed on the foll7alut of tln inapt or property aonnyed, or lT
❑ Comyuted an the fall value foes dte value of *w or aotvmbrwtcn rameimng m time of NK and
FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged,
CIRISTOPHER S. LLOYD, a married roan as his sole and separate property, and
GREGORY CLEARI, a married man as his sole and esparate property
hereby ORANT(S) to
CHRIS D. MYERS , an unmarried man
the following described real property in the
County Of SAN DIEGO , State of California:
LEGAL DESCRIPTION ATTACHED HERETO AND MADE A PART HEREOF AS EXHIBIT "A ".
4* THIS DEED IS BEING EXECUTED IN COUNTERFARI *R
Dated November 19, 1996
STATE OF
COUNTY t
On _ _ Cr
'—") 55. CHRISTOPHER S. LLOYD
belore me,
peraocaly to me (0r 10� me on the but& 01 sabOactoN
endenw W the person(s) wMose rtarne(s) is /are Subscribed to the
within ' wet and ad kWged to me that he /sha/they aaecuted the
same In hle/hw/dtetr authwised capemtyow), and that by hie /hw/thefr
slynsture(s) on the instrument the pefaon4 . or the entity upon behalf of
whlM the panon(aJ sorted, arcecuted ere irrtr.me� /��,
V41TNESS my hand wri ofedat riot. r . ji ii1AA"����]►►G"�11`�ypt' \}
9lpnsture 01 homity X07 /lJV\.
MAIL TAX STATEMENTS TO PARTY SHOWN ON FOLLOWING LINE
m� _tolvlwr
FDA tUT.VW acu M Vsue
IF NO PARTY SO SHOWri MAIL AS DIRECTED ABOVE
Nwne Street Adana qty, State a Lp
�FEB. L 1998■ 9:06Ab1�CTC CUSTUMER SERVICE U. U4�f. vuo
L,
STATE OF CALIFORNIA
County of San Diego
1328
On December 3,1996, before me, Don Reed, personally appeared Gregory Cleary,
personally known to me (or proved to me on the basis of satisfactory evidence) to be the
person whose name is subscribed to the within instrument and acknowledgment to me that
he executed the same in his authorized capacity, and that by hcr signature on the
instrument the person, or entity upon behalf of which the person acted, executed the
instrument.
WITNESS my hand and official seal.
44 42�1
Notary's Signature
�u5lumiK JhH M V. u4J uio�++
• t Qr4Or• NO.- 999674
DESCRIPTION
PARCEL A:
1329
LOT 5 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS,
COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO.
13320, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
ON MAY 10, 1996.
PARCEL B�
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES OVeR, UNDER,
ALONG AND ACROSS THAT PORTION OF SAID MAP NO. 13320, DESIGNATED AND
DELINEATED THEREON AS "PROPOSED PRIVATE STREET EASEMENT, EXCEPTING
THEREFROM THAT PORTION LYING WITHIN LOT S.
PARCEL C:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET
IN WIDTH, TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND
TO INSTALL. AND MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID
32.00 FOOT EASEMENT, OVER, UNDER, ALONG AND ACROSS ALL THAT PORTION OF
LOT 1 IN SECTION B, TOWNSHIP 13 SOUTH, RANOBt3 WEST, SAN BERNARDINO
MERIDIAN, ACCORDING TO THE OFFICIAL PLAT THEREOF, TOGETHER WITH THAT
PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE .LAS ENCINITAS, IN THE
CITY OF ENCINITAS, COUNTY 09 SAN DIEGO, STATE OF CALIFORNIA, ACCORDING
TO MA9 THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY RECORDER OF
SAN DIEGO COUNTY, JUNE 27, 1898, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOD? 16; THENCE EASTERLY ALONG
THE SOUTH LINE OF SAID LOT 16, 696.78 FEET; THENCE NORTH 2 025'09" WEST
41S.03 FEET; THENCE NORTH 2 025'19" WEST TO THE SOUTH LINE OF THAT 30.00
FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT,
RECORDED JULY 25. 1977 AS FILE NO. 77- 266591 OF OFFICIAL RECORDS OF
SAID SAN DIEGO COUNTY; THENCE EASTERLY ALONG THE SOUTH LINE OF SAID
PIPELINE EASEMENT, TO THE CENTER LINE OF COUNTY ROAD SURVEY NO. 554
(KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF SURVEY NO. 6085, FILED
IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON AUGUST 14,
1962, BEING A POINT ON THE ARC OF A NON - TANGENT 510.00 FOOT RADIUS
CURVE CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH
67 043'39• PAST; THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE
CONCAVE THRU A CENTRAL ANGLE OF 01024'260 A DISTANCE OF 14.00 FEET TO A
POINT ON THE CENTER LINE OF SAID ROAD SURVEY 554; SAID POINT BEING THE
TRUE POINT OF BEGINNING; THENCE SOUTH 69 108'08^ WEST 666.33 PEET TO A
POINT ON THE BEGINNING OF A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE
NORTHERLY TM OUGB A CENTRAL ANGLE OF 22 °07'07• A DISTANCE OF 379.87
FEET TO A POINT ON THE NORTHERLY LINE OF THE PROPERTY AS DESCRIBED IN
EKRIBIT A, SAID POINT ALSO BEING A POINT ON THE SOUTH LINE OT SAID
30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVEENHAIN MUNICIPAL WATER
DISTRICT, A RADIAL LINE OF WHICH BEARS NORTH 01.15'15" WEST; THENCE
WESTERLY ALONG THE NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED IN
EXHIBIT A. SAID LINE ALSO BEING THE SOUTH LINE OF SAID 30.00 FOOT
PIPELINE EASEMENT GRANTED TO OLTVENU910 MUNICIPAL WATER DISTRICT, A
1
`F6B. [. ly9tl" y:U'IAdt "" 61u �Ualua�cx ae�triUn ov. U0y f. Uiu
NO i 999674
DESCRIMON
1330
DISTANCE OF 73.19 FEET TO A POINT ON TIE BEGINNING OF A NON - TANGENT
1016.00 FOOT RADIUS CURVE CONCAVE NORTHERLY, RADIAL LINE OF WHICH SEARS
NORTH 05 '01'36" FAST; TEENCE EASTERLY ALONG SAID 1016.00 FOOT RADIUS
CURVE CONCAVE THRU A CENTRAL ANGLE OF 25.53'28" A DISTANCE OF 451.16
PEST; THMCE TANGENT TO SAID CURVE NORTH 69 608'08" EAST, 665.43 FEET TO
THE CENTER LINE 08 SAID COUNTY ROAD SURVEY NO. 551 (LONE JACK ROAD)
BEING A POINT ON THE ARC OF SAID NON- TANOENT 570.00 FOOT RADIUS CURVE
CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 72.21'11"
E AST; THENCE NORTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF
03.13'05" A DISTANCE OF 32.01 FRET TO THE TRUE POINT OF MEGINNIN6.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN TAT 5 OF NAP 13320.
2
CHICAGO TI I L,E COMPANY
Issuing Office:
925 "B" STREET
SAN DIEGO, CA 92101
PHONE NO. (619) 239 -6081
FAX NO. (619) 544 -6277
JANET MCCOLLOUGH
COLDWELL BANKER
285 N. EL CAMINO REAL
STE.101
ENCINITAS, CA 92024
Dalcd as of: February 14, 1997 at 7: 30 AM
jq-
RE: DEVELOPMENT PLANNING CONSULTANTS
Order No. 7338034 U52
Reference: ESC. NO 7871984 -N67
Regarding: LOT 29, PORTION OF APN 264 - 240 -30
ENCINITAS. CA 92024
In response to the above referenced application for a policy of title insurance,
CHICAGO TITLE COMPANY
hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Politics of Title Insurance
describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by
reason of any defect, lien or encumbrance not shown or referred to as an Exception in Schedule B or not excluded from
coverage pursuant to the printed Schedules, Conditions and Stipulations of said Policy forms.
The printed Exceptions and Exclusions from the coverage of said Policy or Policies are set forth in the attached list. Copies
of the Policy forms should be read. They arc available from the office which issued the report.
Please read the exceptions shown or referred to in Schedule B and the exceptions and exclusions set forth in the
attached list of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters
which are not covered under the terms of the title insurance policy and should be carefully considered.
It is important to note that this preliminary report is not a written representation as to the condition of title and may
not list all liens, defects, and encumbrances affecting title to the land.
THIS REPORT (AND ANY SUPPLEMENTS OR AMENDMENTS HERETO) IS ISSUED SOLELY FOR THE
PURPOSE OF FACILITATING THE ISSUANCE OF A POLICY OF TITLE INSURANCE AND NO LIABILITY 1S
ASSUMED HEREBY. IF IT IS DESIRED THAT LIABILITY BE ASSUMED PRIOR TO THE ISSUANCE OF A
POLICY OFTITLE INSURANCE, A BINDER OR COMMITMENT SHOULD BE REQUESTED.
The form of policy of title insurance contemplated by this report is:
CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY
L1.9✓
KEN B OWN
Title Officer
vsyse -11 /or /u m
SCHEDULE A
Ordcr No: 7338034 U52 Your Ref: ESC. NO 7871984 -N67
1. The estate or interest in the land hereinafter described or referred to covered by this report is:
FEE AND EASEMENT
2. Title to said estate or interest at the date hereof is vested in:
CHRISTOPHER S. LLOYD, a married man as his sole and separate property,
SUBJECT TO PROCEEDINGS PENDING IN THE BANKRUPTCY COURT WHERE A PETITION FOR
RELIEF WAS FILED.
NAME OF DEBTOR:
DATE OF FILING:
U.S. DISTRICT COURT:
CASE NO:
CHRISTOPHER STEVEN LLOYD
OCTOBER 2, 1996
9613475
AND GREGORY CLEARY, a married man as his sole and separate property,
AS THEIR RESPECTIVE INTERESTS APPEAR OF RECORD
3. The land referred to in this report is situated in the State of California, County of SAN DIEGO
and is described as follows:
SEE ATTACHED DESCRIPTION
Order NO: 7338034 U52
DESCRIPTION
PARCEL A:
LOT 6 OF CITY OF ENCINITAS TRACT 93 -029, IN THE CITY OF ENCINITAS, COUNTY OF
SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 13320, FILED IN
THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MAY 10, 1996.
PARCEL B:
AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY PURPOSES, 32.00 FEET IN
WIDTH, TOGETHER WITH THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL
AND MAINTAIN SLOPES AND DRAINAGE FOR THE BENEFIT OF SAID 32.00 FOOT EASEMENT,
OVER, UNDER, ALONG AND ACROSS ALL THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP
13 SOUTH, RANGE 3 WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF RANCHO DE
LAS ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848, FILED IN THE OFFICE OF THE COUNTY
RECORDER OF SAN DIEGO COUNTY, JUNE 27, 1898, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG THE
SOUTH LINE OF SAID LOT 16, 696.78 FEET; THENCE NORTH 2 °25'09" WEST 475.03 FEET;
THENCE NORTH 2 025'19" WEST TO THE SOUTH LINE OF THAT 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, RECORDED JULY 25, 1977
AS FILE NO. 77- 266591 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY; THENCE
EASTERLY ALONG THE SOUTH LINE OF SAID PIPELINE EASEMENT, TO THE CENTER LINE OF
COUNTY ROAD SURVEY NO. 554 (KNOWN AS LONE JACK ROAD) AS SHOWN ON RECORD OF
SURVEY NO. 6085, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
ON AUGUST 14, 1962, BEING A POINT ON THE ARC OF A NON - TANGENT 570.00 FOOT
RADIUS CURVE CONCAVE SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 67 °43'39"
EAST; THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE CONCAVE THRU A
CENTRAL ANGLE OF 01 024'26" A DISTANCE OF 14.00 FEET TO A POINT ON THE CENTER
LINE OF SAID ROAD SURVEY 554; SAID POINT BEING THE TRUE POINT OF BEGINNING;
THENCE SOUTH 69008'08" WEST 666.33 FEET TO A POINT ON THE BEGINNING OF A TANGENT
984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY THROUGH A CENTRAL ANGLE OF 22 °07'07"
A DISTANCE OF 379.87 FEET TO A POINT ON THE NORTHERLY LINE OF THE PROPERTY AS
DESCRIBED IN EXHIBIT A, SAID POINT ALSO BEING A POINT ON THE SOUTH LINE OF SAID
30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT, A
RADIAL LINE OF WHICH BEARS NORTH 01 °15'15" WEST; THENCE WESTERLY ALONG THE
NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED IN EXHIBIT A, SAID LINE ALSO
BEING THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENHAIN
MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET TO A POINT ON THE BEGINNING
OF A NON- TANGENT 1016.00 FOOT RADIUS CURVE CONCAVE NORTHERLY, RADIAL LINE OF
WHICH BEARS NORTH 05 001'36" EAST; THENCE EASTERLY ALONG SAID 1016.00 FOOT RADIUS
CURVE CONCAVE THRU A CENTRAL ANGLE OF 25053'2B" A DISTANCE OF 459.16 FEET;
THENCE TANGENT TO SAID CURVE NORTH 69 008'08" EAST, 665.43 FEET TO THE CENTER
LINE OF SAID COUNTY ROAD SURVEY NO. 554 (LONE JACK ROAD) BEING A POINT ON THE
ARC OF SAID NON- TANGENT 570.00 FOOT RADIUS CURVE CONCAVE SOUTHWESTERLY, A
RADIAL LINE OF WHICH BEARS NORTH 72 021'11" EAST; THENCE NORTHERLY ALONG SAID
CURVE THROUGH A CENTRAL ANGLE OF 03 °13'05" A DISTANCE OF 32.01 FEET TO THE TRUE
POINT OF BEGINNING.
EXCEPTING THEREFROM THAT PORTION LYING WITHIN LOT 6 OF MAP 13320.
1
SCHEDULE B
Page 1
Order No: 7338034 U52 Your Ref: ESC. NO 7871984 -N67
At the dale hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in the policy
form designated on the face page of this Report would be as follows:
A 1. PROPERTY TAXES, INCLUDING ANY ASSESSMENTS COLLECTED WITH TAXES, TO BE
LEVIED FOR THE FISCAL YEAR 1997 -98 THAT ARE A LIEN NOT YET DUE.
AU 2. PROPERTY TAXES, INCLUDING ANY PERSONAL PROPERTY TAXES AND ANY ASSESSMENTS
COLLECTED WITH TAXES, FOR THE FISCAL YEAR 1996 -1997.
1ST INSTALLMENT: $3,756.74
PENALTY: $375.67 (DUE AFTER DECEMBER 10)
2ND INSTALLMENT: $3,756.74
PENALTY AND COST: $385.67 (DUE AFTER APRIL 10)
HOMEOWNERS
EXEMPTION: $NONE
CODE AREA: 19073
ASSESSMENT NO: 264- 240 -30 -00
a 3. THE LIEN OF SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF
ANY, MADE PURSUANT TO THE PROVISIONS OF PART 0.5, CHAPTER 3.5 OR PART 2,
CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF
THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF
THE TRANSFER OF TITLE TO THE VESTEE NAMED IN SCHEDULE A; OR AS A RESULT
OF CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF
POLICY.
C 4. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
GRANTED TO: OLIVENHAIN MUNICIPAL WATER DISTRICT
PURPOSE: A PIPELINE OR PIPELINES FOR ANY AND ALL PURPOSES,
TOGETHER WITH THEIR NECESSARY FIXTURES AND
APPURTENANCES INCLUDING BUT NOT LIMITED TO
FACILITIES FOR POWER TRANSMISSION AND COMMUNICATION
PURPOSES
RECORDED: JULY 25, 1977 AS FILE NO. 77- 296591, OFFICIAL
RECORDS
AFFECTS: THE ROUTE AFFECTS A PORTION OF SAID LOT 6 OF SAID
LAND AS MORE FULLY DESCRIBED IN SAID DOCUMENT
CONSENT OF EXCLUSIVE EASEMENT HOLDER, THE OLIVENHAIN MUNICIPAL WATER
DISTRICT RECORDED MAY 24, 1994 AS FILE NO. 1994 - 0340003 FOR A GRANT OF
EASEMENT TO PACIFIC BELL.
D 5. AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: SEPTEMBER 6, 1990
BY AND BETWEEN: CHRISTOPHER S. LLOYD
rr Um" /71e1.n<
Page 2
Order No: 7338034 U52
SCHEDULE B
(continued)
Your Ref:
ESC. NO 7871984 -N67
RECORDED: NOVEMBER 20, 1990 , AS FILE NO. 90- 0624192 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
AG 6. A COVENANT AND AGREEMENT EXECUTED BY: BARRATT AMERICAN INCORPORATED, IN
FAVOR OF: CHRISTOPHER S. LLOYD, RECORDED: FEBRUARY 25, 1991 AS FILE NO.
1991- 0081600 OF OFFICIAL RECORDS, WHICH, AMONG OTHER THINGS, PROVIDES:
IMPROVEMENT OF LONE JACK ROAD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
E 7. AN IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY RECORDED APRIL 2, 1991 AS
FILE NO. 1991 - 0146056, OFFICIAL RECORDS, WHEREIN A PORTION OF SAID LAND WAS
OFFERED FOR DEDICATION TO PUBLIC USE FOR PUBLIC ROAD AND INCIDENTAL
PURPOSES.
AFFECTS: AS SHOWN ON SAID MAP NO. 13320
F SAID INSTRUMENT ADDITIONALLY CONTAINS THE PRIVILEGE AND RIGHT TO EXTEND
DRAINAGE STRUCTURES AND EXCAVATION AND EMBANKMENT SLOPES BEYOND THE LIMITS
OF THE ABOVE DESCRIBED RIGHT OF WAY WHERE REQUIRED FOR THE CONSTRUCTION AND
MAINTENANCE THEREOF.
G 8. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
PURPOSE: ROAD AND UTILITY
RECORDED: APRIL 19, 1991 AS FILE NO. 1991- 0178724, OFFICIAL
RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
i+ SAID DOCUMENT RECITES IN PART AS FOLLOWS: SAID INSTRUMENT ADDITIONALLY
GRANTS THE RIGHT TO INSTALL AND MAINTAIN UTILITIES AND TO INSTALL AND
MAINTAIN SOPES AND DRAINAGE FOR THE BENEFIT OF SAID EASEMENT OVER A PORTION
OF THE REAL PROPERTY DESCRIBED THEREIN.
r
AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN ON MAP OF TRACT NO. 12816.
EASEMENT
PURPOSE: PROPOSED PRIVATE ROAD
AFFECTS: AS SHOWN ON SAID MAP
EASEMENT
Pagc 3
Ordcr No: 7338034 U52
SCHEDULE B
(continued)
Your Rd. ESC. NO 7871984 -N67
PURPOSE: WATER PIPELINES, OTHER DISTRICT FACILITIES AND ALL
ACCESS PURPOSES
AFFECTS: AS SHOWN ON SAID MAP
m 10. COVENANTS, CONDITIONS AND RESTRICTIONS (DELETING THEREFROM ANY RESTRICTIONS
BASED ON RACE, COLOR OR CREED) AS SET FORTH IN THE DOCUMENT
RECORDED: MARCH 27, 1992 AS FILE NO. 1992- 0175473, OFFICIAL REC
Al SAID COVENANTS, CONDITIONS AND RESTRICTIONS PROVIDE THAT A VIOLATION
THEREOF SHALL NOT DEFEAT THE LIEN OF ANY MORTGAGE OR DEED OF TRUST MADE IN
GOOD FAITH AND FOR VALUE.
✓ 11 AN AGREEMENT, AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED: MARCH 25, 1992
BY AND BETWEEN: CHRISTOPHER S. LLOYD, GREGORY CLEARY AND CHRISTOPHER
S. LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITA Z. LLOYD DATED SEPTEMBER 11, 1980
RECORDED: MARCH 27, 1992 , AS FILE NO. 1992- 0175474 OF OFFICIAL
RECORDS
REGARDING: PRIVATE ROAD MAINTENANCE & COST SHARING
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
K 1a2. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
PURPOSE: INGRESS AND EGRESS, ROAD AND UTILITIES AS
GRANTED /RESERVED BY VARIOUS INSTRUMENTS OF RECORD, ONE
OF WHICH RECORDED MARCH 27, 1992 AS FILE NO.
1992- 0175477, OFFICIAL RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
13. A DEED OF TRUST TO SECURE AN INDEBTEDNESS IN THE AMOUNT SHOWN BELOW, AND
ANY OTHER OBLIGATIONS SECURED THEREBY
AMOUNT: $300,000.00
DATED: APRIL 28, 1993
TRUSTOR: CHRISTOPHER S. LLOYD, A MARRIED MAN, CHRISTOPHER S.
LLOYD AS TRUSTEE OF THE GREGORY TRUST UNDER WILL OF
MARGARITA Z. LLOYD DATED 9/11/80 AND GREGORY J. CLEARY
TRUSTEE: COMMONWEALTH LAND TITLE COMPANY, A CALIFORNIA
CORPORATION
BENEFICIARY: JOSEPH DE LA VARA AND GLORIA DE LA VARA, HUSBAND AND
P LIMW 9 /n /WJ
Pagc 4 SCHEDULE B
(continued)
Ordcr No: 7338034 U52 Your Rc[: ESC. NO 7871984 -N67
WIFE AS JOINT TENANTS
RECORDED: APRIL 28, 1993 AS FILE NO. 1993- 0261336, OFFICIAL
RECORDS
AFFECTS THE HEREIN DESCRIBED LAND AND OTHER LAND.
NOTE:
IF THIS ITEM IS TO BE ELIMINATED FROM OUR POLICY OF TITLE INSURANCE, WHEN
Z<b ISSUED, WE WILL REQUIRE THE FOLLOWING 48 HOURS PRIOR TO THE CLOSE OF
O ESCROW:
i G�
(1) ORIGINAL NOTE
(2) ORIGINAL DEED OF TRUST
A (3) SIGNED REQUEST FOR FULL RECONVEYANCE
IF THE ORIGINAL NOTE OR ORIGINAL DEED OF TRUST ARE LOST PLEASE CONTACT YOUR
TITLE OFFICER AS SOON AS POSSIBLE FOR OUR REQUIREMENTS.
IF THE BENEFICIARY UNDER SAID ^.HOVE- MENTIONED DEED OF TRUST IS A TRUST THEN
THE FOLLOWING ADDITIONAL ITEMS WILL BE REQUIRED:
(1) A COPY OF THE TRUST INSTRUMENT CREATING THE TRUST REFERENCED IN
SAID DOCUMENT AND ALL AMENDMENTS THERETO
(2) A WRITTEN VERIFICATION BY ALL PRESENT TRUSTEES THAT THE COPY IS
A TRUE AND CORRECT COPY OF THE TRUST, AS IT MAY HAVE BEEN AMENDED,
THAT IT IS IN FULL FORCE AND EFFECT AND THAT IT HAS NOT BEEN
REVOKED OR TERMINATED.
IF A DEMAND IS SUBMITTED BY AN AGENT OF THE BENEFICIARY, AND THAT DEMAND IS
LESS THAN THE AMOUNT OWED PURSUANT TO THE TERMS OF THE PROMISSORY NOTE, IN
ADDITION TO THOSE ITEMS DESCRIBED ABOVE, WE WILL ALSO REQUIRE A WRITTEN
STATEMENT FROM THE BENEFICIARY STATING THAT THEIR AGENT IS AUTHORIZED TO
SUBMIT A DEMAND FOR LESS THAN IS OWED BY THE BORROWER.
w AN ASSIGNMENT OF THE BENEFICIAL INTEREST UNDER SAID DEED OF TRUST WHICH
NAMES
,'NIW VjTj /K101,
AS ASSIGNEE:
DAVID HANDLER AND CLAIRE E. HANDLER, CO- TRUSTEES OF
THE D & C FAMILY TRUST UTD OCTOBER 21, 1982, AS TO AN
UNDIVIDED FIFTY PERCENT (504) INTEREST, AND GERALD
HANDLER AND JUDITH HANDLER, TRUSTEES OF THE HANDLER
TRUST UTD MARCH 4, 1985, AS TO AN UNDIVIDED FIFTY
(504) INTEREST
r'
RECORDED:
AUGUST 15, 1996 AS FILE NO. 1996- 0416900, OFFICIAL
RECORDS
f
�v
AN AGREEMENT,
AND THE TERMS AND CONDITIONS AS CONTAINED THEREIN
DATED:
MAY 7, 1993
,'NIW VjTj /K101,
Page 5
Order No: 7338034 U52
SCHEDULE B
(continued)
Your Ref: ESC. NO 7871984 -N67
BY AND BETWEEN: OLIVENHAIN MUNICIPAL WATER DISTRICT, A MUNICIPAL WATER
DISTRICT AND CHRIS LLOYD
RECORDED: MAY 18, 1993 AS FILE NO. 1993 - 0312187 OF OFFICIAL
RECORDS
REGARDING: AGREEMENT TO PROVIDE WATER SERVICE
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
AR 15. A COVENANT AND AGREEMENT
EXECUTED BY: CHRISTOPHER LLOYD, TRUSTEE
IN FAVOR OF: CITY OF ENCINITAS
RECORDED: AUGUST 27, 1993 AS FILE NO. 1993 - 0563741, OFFICIAL
RECORDS
WHICH AMONG OTHER THINGS PROVIDES:
A. PARK FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL SUM (78,409.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR FINAL PARCEL
MAP #92 -212. EACH PARCEL SHALL PAY THE PRORATED FEE ($2,803.00 / PARCEL)
PRIOR TO ISSUANCE OF A BUILDING PERMIT.
B. TRAFFIC FEES FOR THE DEVELOPMENT SHALL BE PRORATED EQUALLY OF 1 /3RD THE
TOTAL 'SUM ($2,703.00) FOR PARCELS 1 THROUGH 3, INCLUSIVE FOR MAP #92 -212.
EACH PARCEL SHALL PAY THE PRORATED FEE ($901.00 / PARCEL) PRIOR TO ISSUANCE
OF A BUILDING PERMIT.
0 16. A COVENANT AND AGREEMENT
EXECUTED BY: CHRISTOPHER S. LLOYD, TRUSTEE AND GREGORY CLEARY
IN FAVOR OF: CITY OF ENCINITAS
RECORDED: OCTOBER 20, 1993 AS FILE NO. 1993 - 0700454, OFFICIAL
RECORDS
WHICH AMONG OTHER THINGS PROVIDES
FLOOD CONTROL FEE SHALL BE ASSESSED AND COLLECTED DURING THE BUILDING
PERMIT PROCESSING PRIOR TO THE CONSTRUCTION OF ANY IMPERVIOUS SURFACE
r 17. COVENANT REGARDING REAL PROPERTY AND INDEMNIFICATION AGREEMENT BY AND
BETWEEN CHRISTOPHER S. LLOYD, TRUSTEE OF THE GREGORY TRUST UNDER THE WILL
OF MARGARITY Z. LLOYD DATED SEPTEMBER 11, 1980; CHRISTOPHER S. LLOYD, a
married man as his sole and separate property; AND GREGORY CLEARY, a
married man as his sole and separate property, AND EUGENE AND BARBARA
HIRSCHKOFF RECORDEDPECEMBERI '2, 1993 AS FILE NO. 1993 - 0812962, OFFICIAL
RECORDS. P oZ) _ ,1 /f
V REFERENCE IS MADE TO SAID DOCUMENT FOR F� PARTICULARS.
a 18. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
v uuecclnl�
SCHEDULE B
Pagc 6 (continued)
Ordcr No: 7338034 U52 Your Rd: ESC. NO 7871984 -N67
SET FORTH IN A DOCUMENT
GRANTED TO
PURPOSE:
RECORDED:
AFFECTS:
DANIELS CABLEVISION INC.
CABLE TELEVISION SYSTEM AND ACCESS
APRIL 5, 1994 AS FILE NO. 1994 - 0224539, OFFICIAL
RDS
(TE EXAC T LOCATION AND EXTENT OF SAID EASEMENT IS NOT
LOSED OF RECORD.
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
s 19. A TAX LIEN FOR THE AMOUNT SHOWN AND ANY OTHER AMOUNTS DUE, IN FAVOR OF THE
UNITED STATES OF AMERICA, ASSESSED BY THE DISTRICT DIRECTOR OF INTERNAL
REVENUE.
llt�. FEDERAL
SERIAL NO.: 3301 -6992
•y�� TAXPAYER: CHRISTOPHER LLOYD
AMOUNT: $390,494.08
bbS RECORDED: MARCH 18, 1996 AS FILE NO. 1996 - 0132504, OFFICIAL
RECORDS
AL
AN AGREEMENT WHICH STATES THAT THIS INSTRUMENT WAS SUBORDINATED
TO: A DEED OF TRUST
RECORDED: APRIL 28, 1993 AS FILE NO. 1993- 261336 OF OFFICIAL
RECORDS
BY AGREEMENT
RECORDED: AUGUST 15, 1996 AS FILE NO. 1996 - 0416901 OF OFFICIAL
RECORDS
r 20. A CLAIM OF MECHANIC'S LIEN
n.,i
AMOUNT: $38,882.00
CLAIMANT: FRASER ENGINEERING, INC.
RECORDED: APRIL 4, 1996 AS FILE NO. 1996 - 0168655, OFFICIAL
RECORDS
EXTENSION OF TIME RECORDED OCTOBER 4, 1996 AS FILE NO. 1996 - 0505425 OF
OFFICIAL RECORDS.
U 21. EASEMENTS FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SHOWN OR AS OFFERED FOR DEDICATION ON THE RECORDED MAP SHOWN BELOW.
MAP OF:
TRACT NO. 13320
Pagc 7 SCHEDULE B
(continued)
Ordcr No: 7338034 U52 Your Rd. ESC. NO 7871984 -N67
EASEMENT
PURPOSE: PROPOSED PRIVATE STREET
AFFECTS: AS SHOWN THEREON
v 22. ANY EASEMENT OR OTHER RIGHTS WHICH MAY EXIST OVER SAID LAND, AS DISCLOSED
ON A COPY OF THE MAP OF TRACT NO. 13320 FILED IN THE OFFICE OF THE COUNTY
ROAD COMMISSIONER AND REFERRED TO IN THE DEDICATION CLAUSE OF THE RECORDED
MAP OF SAID TRACT.
w 23. A COVENANT AND AGREEMENT UPON AND SUBJECT TO THE TERMS AND CONDITIONS
THEREIN
EXECUTED BY: CHRISTOPHER S. LLOYD AND GREGORY CLEARY
IN FAVOR OF: THE CITY OF ENCINITAS
RECORDED: APRIL 25, 1996 AS FILE NO. 1996- 0207397, OFFICIAL
RECORDS
REFERENCE IS MADE TO SAID DOCUMENT FOR FULL PARTICULARS.
x THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
�r 24'. A DOCUMENT ENTITLED "LIEN COVENANT REGARDING REAL PROPERTY: IMPROVEMENTS
REQUIRED AS CONDITION ON FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY ",
DATED MARCH 28, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND GREGORY CLEARY,�
SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN CONTAINED, Q
RECORDED APRIL 25, 1996 AS FILE NO. 1996 - 0207398, OFFICIAL RECORDS.
/ Y'Y
z THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES Q
3 ITS TERMINATION.
AA 111 25. A DOCUMENT ENTITLED "COVENANT REGARDING REAL PROPERTY WAIVER OF PROTEST TO
ASSESSMENTS ", DATED MARCH 27, 1996 EXECUTED BY CHRISTOPHER S. LLOYD AND
GREGORY CLEARY, SUBJECT TO ALL THE TERMS, PROVISIONS AND CONDITIONS THEREIN J
CONTAINED, RECORDED APRIL 25, 1996 AS FILE NO. 1996 - 0207399, OFFICIAL 1
RECORDS 0"J "s ', 1
AD THIS COVENANT AND AGREEMENT SHALL RUN WITH THE LAND AND SHALL BE BINDING
UPON ANY FUTURE OWNERS, ENCUMBRANCERS, THEIR SUCCESSORS, HEIRS OR ASSIGNS
AND SHALL CONTINUE IN EFFECT UNTIL THE PROPER GOVERNMENT AGENCY APPROVES
ITS TERMINATION.
AC 26. AN EASEMENT FOR THE PURPOSE SHOWN BELOW AND RIGHTS INCIDENTAL THERETO AS
SET FORTH IN A DOCUMENT
v uMece /m /w
Pagc 8
Ordcr No: 7338034
SCHEDULE B
(continued)
U52 Your Rcf:
ESC. NO 7871984 -N67
GRANTED TO: OLIVENHAIN MUNICIPAL WATER DISTRICT, A PUBLIC AGENCY
PURPOSE: PIPELINE OR PIPELINES AND APPURTENANCES, TOGETHER WITH
THE RIGHT OF INGRESS AND EGRESS
RECORDED: APRIL 25, 1996 AS FILE NO. 1996 - 0207710, OFFICIAL
RECORDS
AFFECTS: THE ROUTE THEREOF AFFECTS A PORTION OF SAID LAND AND
IS MORE FULLY DESCRIBED IN SAID DOCUMENT.
AN 27. A CLAIM OF MECHANIC'S LIEN
AMOUNT: $34,408.84
CLAIMANT: SIM J. HARRIS COMPANY
RECORDED: AUGUST 9, 1996 AS FILE NO. 1996- 0405173 OF OFFICIAL
RECORDS
AO A NOTICE OF PENDING ACTION TO FORECLOSE SAID LIEN
COUNTY: SAN DIEGO
COURT: MUNICIPAL COURT, NORTH COUNTY JUDICIAL DISTRICT
-.CASE NO.: N072656
RECORDED: OCTOBER 4, 1996 AS FILE NO. 1996 - 0506335, OFFICIAL
RECORDS
AP 28. A CLAIM OF MECHANIC'S LIEN
AMOUNT: $111,722.04
CLAIMANT: LANE FUKUDA DBA LANE FUKUDA EXCAVATING
RECORDED: AUGUST 21, 1996 AS FILE NO. 1996 - 0425497 OF OFFICIAL
RECORDS
Ap 29. A CLAIM OF MECHANIC'S LIEN
AMOUNT: $89,000.00
CLAIMANT: CONWAY & ASSOCIATES, INC.
RECORDED: AUGUST 27, 1996 AS FILE NO. 1996 - 0436250 OF OFFICIAL
RECORDS
Ae 30. A CLAIM OF MECHANIC'S LIEN
AMOUNT: $7,525.00
CLAIMANT: CARDIFF DESIGN CENTER, INC.
RECORDED: AUGUST 27, 1996 AS FILE NO. 1996 - 0436251 OF OFFICIAL
RECORDS
SCHEDULE B
Page 9 (continued)
Order No: 7338034 U52 Your Ref:
ESC. NO 7871984 -N67
AS 31. A DEED OF TRUST TO SECURE AN INDEBTEDNESS IN THE ORIGINAL AMOUNT SHOWN
BELOW
AMOUNT: $6,000.00
DATED: SEPTEMBER 30, 1996
TRUSTOR: CHRISTOPHER S. LLOYD, A MARRIED MAN AS HIS SOLE AND
SEPARATE PROPERTY AND GREGORY CLEARY, A MARRIED MAN AS
HIS SOLE AND SEPARATE PROPERTY
TRUSTEE: FIRST AMERICAN TITLE INSURANCE COMPANY, A CALIFORNIA
CORPORATION
BENEFICIARY: DENNIS HAUSWIRTH AS TO ONE HALF INTEREST, AND MARTY MC
COMAS AND LYNN MC COMAS, HUSBAND AND WIFE, AS TO ONE
HALF INTEREST
RECORDED: OCTOBER 2, 1996 AS FILE NO. 1996 - 0501637, OFFICIAL
RECORDS
ORIGINAL LOAN
NUMBER:
AT 32. A CLAIM OF MECHANIC'S LIEN
AMOUNT: $60,879.94
CLAIMANT: COAST GEOTECHNICAL
RECORDED: OCTOBER 8, 1996 AS FILE NO. 1996- 0510133, OFFICIAL
RECORDS
AD END OF SCHEDULE B
AE NOTE NO. 3: YOUR ORDER FOR TITLE WORK CALLS FOR A SEARCH OF PROPERTY THAT
IS IDENTIFIED BY A STREET ADDRESS ONLY. BASED ON OUR RECORDS, WE BELIEVE
THAT THE DESCRIPTION IN THIS REPORT COVERS THE PARCEL THAT YOU REQUESTED.
HOWEVER, WE CAN GIVE NO ASSURANCE OF THIS.
TO PREVENT ERRORS AND TO BE CERTAIN THAT THE PROPER PARCEL OF LAND WILL
APPEAR ON THE DOCUMENTS AND ON THE POLICY OF TITLE INSURANCE, WE REQUIRE
THAT WRITTEN APPROVAL OF THE LEGAL DESCRIPTION IN THIS REPORT BE SENT TO
US, SIGNED BY THE ESCROW OFFICER OR BY THE PARTIES TO THE TRANSACTION.
(CHRISTOPHER S. LLOYD AND GREGORY CLEARY)
�IH
1227
RECORDING REQUEST BY AND
WHEN RECORDED MAIL TO: +
Daniels Cablevision
5770 E1 Camino Real
Carlsbad, CA 92008 •
Attn: Corporate Contracts +
NO TAX DUE — no consideration paid
DOCUMENYjAARRRYY TRANSFER TAX $ 0
BY
FOR
DOC # 1994-' x539
05 —APR -1994 _ =41 PM
OFFICIAL RECORDS
SAN DIEGO COUNTY RECORDER'S OFFICE I
GREGORY SMITH, COUNTY RECORDER
RF: 10.00 FEES: 12.00
AF: 10.00
MF: 2.00
CABLE TELEVISION CONSTRUCTION FIRING AGREEMENT
AND EASEMENT
THIS AGREEMENT is made and entered into this 15 day of March ,
19 93 , by and between Daniels Cablevision Inc.
(Company ") and
RECITALS
Chris Lloyd, aka Christopher d
( "Owner").
The Company holds a Franchise permit or other authority for, and
owns and operate a cable television system within the City, town
or county of Encinitas , and Owner owns the real property and
improvements known as an Testa Tract 97 -41 and
located slow v,T l,w +,A Ton, Tack ( "Development "),
the legal description of which is attached hereto as Exhibit" "A"
and incorporated herein by reference.
WHEREAS, Owner desires to have cable television service available
at the dwelling units of the Development and Company desires to
provide such services to the dwelling units.
NOW, THEREFORE, in consideration of the mutual covenants,
conditions, and agreements, contained herein, and for other
valuable consideration, the parties agree as follows:
1. INSTALLATION. The Company agrees to install in the utility
trenches or other areas as required by system design, all
facilities, excepting interior wiring, necessary to transmit
television signals to and within all the dwelling units within the
Development. The installation will include but not be limited to,
cable and amplifiers, line splitting devices, conduit, amplifier
housing and all facilities related thereto (the "Facilities ").
Company agrees to install both 1" and 2" conduits as specified on
design. As soon as possible, Owner shall provide to Company a
legible set of plans for gas and electricity facilities at the
Development. Owner agrees to provide all utility trenches and
backfilling of said trenches at no cost to the Company. When Owner
places utility trenches at street crossings prior to performing
trenching on other portions of the Development, Company shall
provide Owner with materials only and Owner shall places them at the
street crossings. Owner shall provide to Company at least 2
business days notice of utility trench opening. In the event Owner
requests that Company replace or relocate existing facilities at
the Development, Owner shall reimburse Company for all costs for
the replacement, undergrounding or relocation.
2. pREWIRING. When the dwelling units being constructed by the
Owner reach the stage where electrical wiring is necessary, the
Company agrees to furnish all necessary materials, specifications
1228
and design prints for the purpose of prewlring each dwelling unit
with up to 2 outlets per unit. The Owner agrees to prewire each
dwelling unit to all Company specifications including but not
limited to, cable, wall plates and all prewire materials. Owner
shall provide to company a list of dwelling unit addresses when it
becomes available.
3. GRANT OF EASEMENT. By execution of the Agreement, Owner
hereby grants to Company and its successors and assigns an easement
and right -of -way over, across, along and under the Development for
the purpose of installing, constructing, reconstructing, repairing,
replacing, operating, maintaining or removing Facilities. Company
shall have the further right to enter upon the adjacent lands of
the Owner for access to the right -of -way and for all purposes in
connection with providing cable television service to the
Development. The Owner represents and warrants that it is the
Owner of the Development and has the right to grant easement. This
easement shall inure to the benefit of and be binding upon the
respective heirs, personal representatives, successors and assigns
of the parties hereto, and shall remain in full force and effect so
long as the right -of -way shall be utilized for the purposes for
which this easement is granted.
d. OWNERSHIP OF THE FACILITIES. Title to all of the Facilities
installed in the Development pursuant to this Agreement shall at
all times be and remain vested in the Company.
5. SUPERVISION. Owner agrees to provide supervision over and
coordination among the various contractors working in and about the
Development in order to prevent damage to the Company's Facilities.
Any expense to Company due to damage to Facilities caused by the
Owner, its contractors, agents or subcontractors, will be billed to
and promptly paid for by the Owner.
6. SERVICE. The Owner agrees that it has not and shall not
grant, convey or otherwise transfer to any other entity any right
to construct operate or maintain a cable television distribution
system, satellite system, multipoint distribution system,
multichannel multipoint distribution system, or other similar
systems within the Development.
7. AUTHORITY OF OWNER. The Owner warrants and represents to the
Company that it has full right, authority and power to grant to the
Company the rights and privileges granted herein, and the Owner
agrees to indemnify and hold the Company harmless from any claims,
losses, costs or expenses incurred by the Company arising out of
the breach by the Owner of the provisions of this Paragraph 7 or
out of the failure of the Owner to effectively vest in the Company
all rights, privileges, casements and rights -of -way described in
Paragraphs 3 and 6.
B. FUTURE DEVELOPMENT. Owner agrees to give the Company
reasonable advance written notice of its intention to undertake any
new development in the vicinity of the Development and grants to
the Company the exclusive option to install its facilities as Bet
forth in this Agreement by written notice to Owner. The Company
agrees to notify the owner in writing within 60 days of receiving
said notice from owner of the Company's election to install its
cable television system in such new development.
9. TEEM The term of this Agreement shall commence on the date
above and continue in effect consistent with the term of the
franchise.
10. NOTICES AND PAYMENTS. Any notices or other communications
provided for herein shall be delivered at the addresses set forth
below or at any other address which may be specified in writing by
the parties hereto.
1229
11. GOVERNING LAW. This Agreement shall be governed by the laws
of the state of California as to interpretation, construction and
performances.
12. F.NTIRF AGREEMENT. This Agreement constitutes the entire
understanding between the parties and contains all the covenants
made between the parties with respect to the subject matter hereof.
This Agreement supersedes any and all other agreements by either
party, either oral or in writing, with respect to the subject
matter hereof.
13. AMENDMENTS. This Agreement may be amended, changed or
modified only by written amendment executed by the parties hereto.
14. AsSIGNHENT. This Agreement. shall be binding upon and inure to
the benefit of the successors, assigns and heirs of the parties
hereto.
IN WITNESS WHEREOF, the parties has executed thin Agreement as of
the day and year first above written.
ONNEA:
Chris pher Lloyd
By: By
Title
Address:
C/O Conway s Associates
135 Liverpool NA
Cardiff, CA 92007
Odum
Address:
5720 E1 Camino Peal
Carlsbad, CA 92008
state of ^ ra 1
county of
1230
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subscribed to the wKNn huUument and as
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REGARDING REOL jBY.
COhWO ZT'.I LAND TNLE C04APANY
DDC 4 1992 - 0175477
27 —MAR -1992 03:48 PM
AND YXIND T CORDED i E q Nt Ills DELD
AX i ¢62 OFFICIAL RECORDS
SAN DIEGO COUNTY RECORDER'S OFFICE
ANNETIE EVANS, COUNTY RECORDER
Bruno Del Bianco and RFI 6.00 FEES:
Beatrice Del Bianco AF: 7,00 DC
L2568 Lone Jack Road Nf: 7.00
Encinitas, CA 92024 J
464- a X0 -1_3 TAX: 275.00
TIT" ORDER ae, 142269 te420e to SPICA ANONE THIS LINK Tot I¢OoRDn's
0- n I N D I V I D U A L G R A N T D E E D
THE UNDERSIGNED GRANTOR(S) DECLARE(s)
DOCUMENTARY TRANSFER TAX is $ 275.00
(XI computed on full value of property conveyed, or
( ) computed on full value less value of liens and encumbrances
time of sale.
( J Unincorporated area [X[ City of Encinitas , AND
289.00 /
USX
tf���
FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledge
CHRISTOPHER S. LLOYD, a Married Malt, as to a 9 /12th interest, GREGORY CLEARY L
as to 2 /12th interest and CHRISTOPHER S. LLOYD, TRUSTEE OF THE GREGORY TRUST
UNDER THE WILL OF MARGARITA Z. IJAYD nATED SEPTEMBER 11, 1980, as to 1 /12th E
Interest
hereby GRANT(E) to:
BRUNO DEL BIANCO and BEATRICE DEL BIANCO. Husband and Wife as Joint Tenants
the following described reel property in the county of San Diego, State of
California:
PARCEL A:
106 of CITY OF ENCINITAS TRACT 87041, in the City of Encinitas, County of San Diego,
State of California, according to Nap thereof No. 12816, filed in the Office of the
County Recorder of San Diego County May 21, 1991 as more fully described in Exhibit
"A" attached hereto and made a part hereof.
THIS DEED IS MADE AND ACCEPTED AND THIS PROPERTY IS HEREBY GRANTED SUBJECT TO THE
DECLARATION OF RESTRICTIONS RECORDED concurrently herewith
IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, CALIFORNIA. SAID
DECLARATION OF RESTRICTIONS IS HEREBY INCORPORATED BY REFERENCE INTO THE BODY OF THIS
INSTRUMENT, THE SAME AS THOUGH FULLY SET FORTH HEREIN,
DATED February 27; 1992
STATE OF CALIFORNIA
W ICIPL SE }L
fJMP,ERLY RAY
N NO,A. w01 -C NALIICRNY
WALIZ.L COIN( Ix
Sul LIZ Go COUNTY
YY Gmm�wnf.o Lot
30 IY92
I a • ,a
F
]?L
Ilnomowy) FOR NOTARY SEAL OR STAMP
STATE OF CALIFORNIA
COUNTY OF So._ ti,eSu 83.
On 03-06 -92 before ma. the under-
alSnaO, • NoUry WtNle M erngp Ear aald County and SUW, per O * y appeared
. personally
known to m• (or proved to " on the beets Of aaba(aotory Ovloanu) to be the
Pttaat wnOM name
aYORnbed to the wltnin lrwrumenl and WknOwledped ttet he eaecut*o ma
aarr.
WRN y 1 nd and ^Of Ee,l� .
1 t,�, zuOf:6ra-
1A., pttv.4 I Ne vs (Typed or Rimed)
463
` T
rirt:: •.
tCAL UEBCRIPTION 464
rjrcol t.
Lot 6 of City of Encinitas Tract 87041, In the City of Encinitas, County of Ban Diego,
State of California, according to Map thereof No. 12816, filed In the office of the
County Recorder of Ban Diego County May 21, 1991.
RBSBRVINO THEAIPROM, an *&moment and right of way for ingress, egress, road and
utility purposes, over, under, along and across Lot 6 of said Map No. 12816, as shown
and delineated as 'Proposed 32 foot Private Road Basement ".
gold Basement is hereby declaesd to be appurtenant to all or any portion of said Map
No. 12816 and all of that portion of Lot 1 In Section 8, Township 13 South, Range 3
Nest, San Bernardino Meridian, according to the Official Plat thereof, together with
that portion of Lot 16 of the Subdivision of Rancho de I&* Encinitas, In the City of
Encinitas, County of San Diego, State of California, according to map thereof No. 848,
also known as Assessor Parcel No. 264- 240 -03, and for the us* and benefit of the
present and future ownsta thereof.
Parcel BI
An easement and right of way for ingress, egress, road and utility purposes, over,
under, along and across Lots 1, 3, 4, 5, 2 and 7 of City of Encinitas Tract 87041, in
the City of Bnc Lnitae, County of eon Diego, State of California, according to rap
thereof No. 12816, filed in the office of the County Recorder of San Diego County, May
21, 1991, as shown and delineated as "Proposed 32 foot Private Road Easement ".
BXCEPTINO therefrom any portion lying within Parcel A.
Said Resonant is hereby declared to be appurtenant to all or any portion of said Map
No. 12816 and •L1 of that portion of Lot 1 in Section 6, Township 13 South, Range 3
Wait, Ban Bernardino Meridian, according to the Official Plat thoroof, together with
that portion of Lot 16 of the Subdivision of Rancho do law Encinitas, in the City of
Encinitas, County of San Diego, State of California, according to map thereof No. 848,
also known as Aseeseor Parcel No. 264- 240 -03, and for the use and benefit of the
present and future owners thereof.
Parcel CI
An easement and right of way for road and utility purposes, 32.00 feet In width over
all of that portion of Lot 1 in Section 8, Township 13 South, Range 3 West, San
Bernardino Meridian, according to the Official Plat thereof, together with that
portion .6f Lot 16 of the subdiviaion of Rancho de las Encinitas, in the City of
Bncinitap&_.�nty of San Diego, State of California, according to map thereof No. 84B,
filed,in' the office of County Recorder of Ban Diego County, State of California, June
27, 1898„ described as followst
Beginning at the Southwest Corner of said Lot 16, thence Easterly along the South line
of said Lot 16, 696.78 feet( thence North 2 25' 09" Neat 475.03 feet, thence North 2
25-19- Nest to the South line of that 30.00 foot pipeline easement granted to
Olivenhain Municipal Water District, recorded July 25, 1977 as File No. 77- 296591 of
Official Records of said Ban Diego County, thence Easterly along the South ling of
maid pipeline saeoment, to the centerlino of County Road Survey No. 554, (known an
Lone Jack Road( as shown on Record of Survey No. 6085, filed In the office of maid
County Recorder on August 14, 1962, being a point on the arc of a non - tangent 570.00
radium curve concave southwesterly, a radial line of which beers North 67 43'39'
Seat, thence southerly along maid 570.00 foot radium curve through a central angle of
01 24' 26' a distance of 14.00 Net to a point on the centerline of said Road Survey
554, said Point being the true point of beginning( thence South 69 08 "08' West 665.33
feet to a point on the beginning of a tangent 984.00 foot radium curve, thence
EXHIBIT "A"
111R 25 '92 17:32 '14 835 4201 PAGE .004
X5/92 17:50 2714 535 4201 COMMONWEALTH 0005
465
(Legal Description - Exhibit "A" - continued)
Parcel C (continued),
westerly along a tangent 984.00 foot radius curve concave northerly through a central
angle of 22 07'07" a distance of 379.87 feet to a point on the northerly line of the
property ae dancriWd in Exhibit At as recorded in Document 85- 119994, said point also
being a point on the mouth lint of said 30.00 foot pipeline sammeent granted to
Olivenhain Municipal Water District, a radial line of which bears North 01 15' 15"
Want) thence westerly along the northerly line of the said property as described In
said Sxhibit A, *aid line also Wing the South line of said 30.00 foot pipeline
ea*emant granted to ollvenhain Municipal Water District, a distance of 73.19 flat to a
point on the beginning of a non - tangent 1016.00 foot radius curve concave northerly,
radial line of which Wars North 05 01' 36" Cast, thence masterly along said 1016.00
foot radius curve through a central angle of 25 53' 28" a distance of 459.16 festr
thence tangent to maid curve North 69 D8' OS" Last, 665.43 feet to the center line of
sold County Road Survey No. 554 (Lon* Jack Road) being a point on the arc of said non -
tangent 570.00 foot radius curve concave southwesterly, a radial line of which bears
North 72 21'11• Zest, thence northerly along said curve through a central angle of 03
13' 05" a distance of 32.01 flat to the true point of beginning.
n
u
nocorded d DE�or —
loot LOC 4: 1991- 0178724
C0641dONWE&TH LAND T)TLE INSURANCE a
l Y —NYK— l YY l l.: r c S r M
RECORDING REQUESTED BY[
C/0
:n• e.:u ... [.:LL;f : ;t•i
CHRIS LLOYD 1
CONWAY L ASSOCIATES, INC. )
"'r"I[['ch +'. .IM•[K.uhrLa
135 A LIVERPOOL DRIVE )
tf r h vv ' 6L'i
�[ • �e'
CARDIFF, CA 92007
)
WHEN RECORDED, MAIL TO: )
CHRIS LLOYD C/O )
CONWAY i ASSOCIATES, INC. )
135 A LIVERPOOL DRIVE )
CARDIFF, CA 92007 )
SPACE ABOVE FOR RECORDER'S USE
ASSESSOR'S PARCEL NO: 264-240 -02,03
GRANT OF PRIVATE ROAD EASEMENT
CHRISTOPHER S. LLOYD AS EXECUTOR OF THE ESTATE OF MARGARITA E. LLOYD,
DECEASED, PROBATE NO. 15976, (GRANTOR) FOR VALUABLE CONSIDERATION,
GRANTS TO CHRISTOPHER S. LLOYD , A MARRIED MAN AND CHRISTOPHER S. LLOYD
AS EXECUTOR OF THE ESTATE OF MARGARITA Z. LLOYD, DECEASED, PROBATE NO.
15976, (GRANTEE) , AN EASEMENT AND RIGHT OF WAY FOR ROAD AND UTILITY
PURPOSES, 32.00 FEET IN WIDTH, TOGETHER WITH THE RIGHT TO INSTALL AND
MAINTAIN UTILITIES AND TO INSTALL AND MAINTAIN SLOPES AND DRAINAGE FOR
THE BENEFIT OF SAID 32.00 FOOT EASEMENT, OVER A PORTION OF REAL
PROPERTY, THE LEGAL DESCRIPTION OF WHICH IS AS FOLLOWSf
SEE EXHIBIT A
THE DESCRIPTION OF SAID 32.00 FOOT ROAD AND UTILITY EASEMENT IS MORE
PARTICULARLY DESCRIBED AS FOLLOWS1
SEE EXHIBIT B
GRANTOR SHALL NOT ERECT, PLACE OR CONSTRUCT, NOR PERMIT TO BE ERECTED,
PLACED OR CONSTRUCTED, ANY BUILDING OR OTHER STRUCTURE, PLANT ANY TREE
OR DIG ANY WELL WITHIN THIS EASEMENT. GRANTOR AND GRANTEE HAVE THE
RIGHT TO GRANT UTILITY OR PUBLIC SERVICE EASEMENTS TO OTHERS ON, OVER OR
UNDER TBE LAND COVERED BY THIS EASEMENT. IT SHALL BE THE RESPONSIBILITY
OF GRANTEE TO MAINTAIN AND LANDSCAPE THIS EASEMENT.
THIS EASEMENT SHALL BE BINDING UPON AND INURE TO THE BENEFIT OF
SUCCESSORS, HEIRS, EXECUTORS, ADMINISTRATORS, PERMITTEES, LICENSEES,
AGENTS OR ASSIGNS OF GRANTOR AND GRANTEE.
IN WITNESS WHEREOF, GRANTOR EXECUTED THIS INSTRUMENT THIS
1 RY6 ❑AV OP APATT. 1991.
D �
I
1662
STATE OF CALIFORNIA )
) SS
COUNTY OF SAN DTEGO )
On April 18, 1991, before ms, the undersigned, a Notary Public in
and for said State, personally appeared Christopher S. Lloyd,
proved to me on the basis of satisfactory evidence to be the person
whose name is subscribed to the within instrument and acknowledged
that he executed the same in his capacities, and that by his
signature on the instrument the person, or the entity upon behalf
of which the parson acted, executed the instrument.
WITNESS my hand and official seal.
.� - Pu✓ n a in �J
Diary bl c n e for ,2
said County and State
PL /ACK -LL02
a nCU Mn
LEONA V. KAUFLIN
EOOCTOBER pBTIJ1 dEadCW�W" M, Gu,mirlon E�dM 8, 199
1863
EXHIBIT A
ALL OF THAT PORTION OF LOT 1 IN SECTION B, TOWNSHIP 13 SOUTH, RANGE 3
WEST, SAN BERNIIRDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF
RANCHO DE LAS ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF BAN DIEGO,
STATE OF CALIFORNIA, ACCORDING TO NAP TREREOF NO. 848, FILED IN THE
OFFICE OF COUNTY RECORDER OF SAN DIEGO COUNTY, STATE OF CALIFORNIA, JUNE
27, 1898, DESCRIBED AS FOLLOMSt
DBGINNING AT TBB SOUTHWEST CORNER OF SAID LOT 161 THENCE EASTERLY ALONG
THE SOUTH LINE OF SAID LOT 16, 696.78 FEETI THENCE NORTH
2 25' 09" WEST 475.03 TEST I THENCE NORTH 87 34' 51" EAST 669.02 FEET
TO THE TRUE POINT OF BEGINNING 1 THENCE SOUTH 87 34' 51" WEST 669.02
FEET F TNBNCS NORT9 2- S l WEST TO THE SOUTH LINE OF THAT 30.00 FOOT
PIPBLINE BASEMENT GRANTED TO OLIVENHAIN MUNICIPAL WATER DISTRICT,
RECORDED JULY 25, 1977 AS FILE NO. 77- 296591 OF OFFICIAL RECORDS OF
SAID SAN DIEGO COUNTYI THENCE EASTERLY ALONG THE SOUTH LINE OF SAID
PIPBLINE BASEMENT, TO THE CENTERLINE OF COUNTY ROAD SURVEY NO. 554,
(KNOW AS LONE JACK ROAD) AS SHOWN ON RECORD OF SURVEY NO. 6085, FILED IN
THE OFFICE OF SAID COUNTY RECORDER ON AUGUST 14, 1962; THENCE SOUTHERLY
ALONG SAID CENTERLINE, TO IT'S INTERSECTION WITH A LINE THAT BEARS NORTH
71 12' 24 " EAST FROM THE TRUE POINT OF BEGINNING) THENCE SOUTH 71 12'
24" WEST TO THE TRUE POINT OF BEGINNING.
END EXHIBIT A - PAGE 1 OF 1
1664
EXHIBIT B
ALL OF THAT PORTION OF LOT 1 IN SECTION 8, TOWNSHIP 13 BOUTS, RANGE 3
WEST, SAN BERNARDINO MERIDIAN, ACCORDING TO THE OFFICIAL PLAT
THEREOF, TOGETHER WITH THAT PORTION OF LOT 16 OF THE SUBDIVISION OF
RANCHO DE LAS ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO,
STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 848, FILED IN THE
OFFICE OF COUNTY RECORDER OF SAN DIEGO COUNTY, STATE OF CALIFORNIA, JUNE
27, 1898, DESCRIBED AS FOLLOWER
BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 16; THENCE EASTERLY ALONG
THE SOUTH LINE OF SAID LOT 16, 696.78 FEET( THENCE NORTH 2 25' 09" WEST
475.03 FEET ; THENCE NORTH 2 25' 19" WEST TO THE SOUTH LINE OF THAT
30.00 FOOT PIPELINE EASEMENT GRANTED TO OLIVENRAIN MUNICIPAL WATER
DISTRICT, RECORDED JULY 25, 1977 AS FILE NO. 77- 296591 OF OFFICIAL
RECORDS OF SAID SAN DIEGO COUNTY; THENCE EASTERLY ALONG THE SOUTH LINE
OF SAID PIPELINE EASEMENT, TO THE CENTERLINE OF COUNTY ROAD SURVEY NO.
554, (KNOW AS LONE JACK ROAD) AS SHOWN ON RECORD OF SURVEY NO. 6085,
FILED IN THE OFFICE OF SAID COUNTY RECORDER ON AUGUST 14, 1962, BEING A
POINT ON THE ARC OF A NON- TANGENT 570.00 FOOT RADIUS CURVE CONCAVE
SOUTHWESTERLY, A RADIAL LINE OF WHICH BEARS NORTH 67 43' 39" EAST;
THENCE SOUTHERLY ALONG SAID 570.00 FOOT RADIUS CURVE THRU A CENTRAL
ANGLE OF 01 24' 26" A DISTANCE OF 14.00 FEET TO A POINT ON THE
CENTERLINE OF SAID ROAD SURVEY 554 ; SAID POINT BEING TEE TRUE POINT OF
BEGINNING ; THENCE SOUTH 69 08. 08" WEST 666.33 FEET TO A POINT ON THE
BEGINNING OF A TANGENT 984.00 FOOT RADIUS CURVE ; THENCE WESTERLY ALONG
A TANGENT 984.00 FOOT RADIUS CURVE CONCAVE NORTHERLY THROUGH A CENTRAL
ANGLE OF 22 07' 07" A DISTANCE OF 379.87 FEET TO A POINT ON THE
NORTHERLY LINE OF THE PROPERTY AS DESCRIBED IN EXHIBIT A SAID POINT
ALSO BEING A POINT ON THE SOUTH LINE OF SAID 30.00 FOOT PIPELINE
EASEMENT GRANTED TO OLIVENRAIN MUNICIPAL WATER DISTRICT , A RADIAL LINE
OF WHICH BEARS NORTE 01 15' 15" WEST 7 THENCE WESTERLY ALONG THE
NORTHERLY LINE OF THE SAID PROPERTY AS DESCRIBED IN EXHIBIT A, SAID LINE
ALSO BEING TEE SOUTH LINE OF SAID 30.00 FOOT PIPELINE EASEMENT GRANTED
TO OLIVENHAIN MUNICIPAL WATER DISTRICT, A DISTANCE OF 73.19 FEET TO A
POINT ON THE BEGINNING OF A NON - TANGENT 1016.00 FOOT RADIUS CURVE
CONCAVE NORTHERLY, RADIAL LINE OP WHICH BEARS NORTH 05 01' 36• EAST;
THENCE EASTERLY ALONG ALONG SAID 1016.00 POOP RADIUS CURVE THRU A
CENTRAL ANGLE OF 25 53' 28" A DISTANCE OF 459.16 FEET ; THENCE TANGENT
TO SAID CURVE NORTH 69 08' 08" EAST, 665.43 FEET TO THE CENTER LINE OF
SAID COUNTY ROAD SURVEY NO. 554 (LONF JACK ROAD) BEING A POINT ON THE
ARC OF SAID NON- TANGENT 570.00 FOOT RADIUS CURVE CONCAVE SOUTHWESTERLY,
A RADIAL LINE OF WHICH BEARS NORTE 72 21' 11" EAST; THENCE NORTHERLY
ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 03 13' 05" A DISTANCE OF
32.01 FEET TO THE TRUE POINT OF BEGINNING.
END EXHIBIT B - PAGE I OF 1
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FONOI NO.. N-
l4 Nn. - _ 9564-
W IR(YR(ITA I. 1.100, . widow AMU CMRIS(OPNER
on ailaiOrrt(d on rrrram InaJtl(Y �n Im Ow.r.a of dlr
fEi EIAp'L( EETATF h rod 4 Na Iwp M 1M Crernty .1 Ern Dap, E�talt .1 Camcorhi. aawrAOd In Exhibit -W
rnilwd hurt. ("rho BOOM land'): whm a.b 1. a. rn.r b• .A)aat to pal Moto 4ne4. m .W.. 90n41tlmk
multdaw OM w m 01 v the Mm0 eery b 01 record, and
!. II l tM Nlm al tM Or1mw the G„my N Nn Dap, 1 p ACE mbdel,b• nl Na ibp 0I Gbrwrda Inwwe
afbr MfMfad m tl "C011Niy'1. Ntt tM iubMn LaM nmUn OO(N SPACE
MOW T4EN1R001,
I. TM GRANTOR prmY 4 wlr c.wnty,
W A arr..MN rawwwn< Iw OO1N MACE ►w,pOOrO wv, uam, arlaw W anon NO E,Ib1Kt UrW. Grp n0 bull/
k't Me,,c" 0, other Ihlry wMlaOwrr anon M Can4.IwMd. wwt.d, Mara w InonwMa an th. Eukllwt Lan"
Oavpt r O.MF
AI The pa,p.hwt ridrk W, nor tM owipdwl td rM.r rp.n ho Plbltwt l..d end nmvn M b.11dlnp, on101ww
W Odw O,hy uOsbawvl, oOnM„4trd. OWNCI. pbvd w M16tinrd W N. EublKt lop uonpry to I" totem
fo.Mnnd H OwpiYen of LAW atlmN.i rN to dot army wwk Mratlry waMwnNa 94 •oU.��ts at May A, ,.
Or a101 l 91 MV, Wl Wk K I FIr11 K Any other rMNrld danO w %x40 On 1hr SeMFI Land Contrary an
any IsI eormam or Omdtlonr of iNl aawnwnt,
!. OIVINTOR wrwwMa Ord oprr M OkrrMll arW by awwawwa orAOFpnw ■ kablrr
W Thai M "I "I Mom tarwtNt% pldrd Or ",MI., or pnaa"o,KaOA tM I,,...pn plaRmpnl of r"Ina,
n W OR bitllnp M airvopna Or DOW lNry.,Na4 o pn OW Walt" Land Othw then kWh buNOtrgt
mclam &V aNw thing, x,nor be pwminad puryMn to IM OOnlnp ardlnwe N III@ Camty t4 San D4p.
IN TkM M WN not w the "Mmi Land for my pwrpata View 0 Or1N A•ACE W Tarry
IC) ThtlMMN rotwvwW wwOMwgrrit ary ww.rwngvpraMlp nMtMlla. wp4wwilento MalwK
my taro, LNl Wk. prMd w oO w w44rlw WMatwww m pit AMoai Lord wdNOUt W wrlttan NlwNabn i
tM Caamy w In wacrwn w WI provided, howm , wet Granter "ww m% FM Of prop ta.d, NO,
IKk E,wal w ON.r mabrlai M pw kMK. Lknd M mat b. pranittad W*Klal Ytw pmnit Arad pw44M 4
w. eon" w W ran at the Cowrty 01(m DMI -
lDl TiNi dV Wirrw fAMr11Y rM rall�tkwra rM LwtY nM.ln I1rt' r pawl$ 11 "k, w' L' ' — by pMHad
Iti, Jr, lw (woo, IV CaINt OI NO Swot N CWwlll,
TM pNM N NIL tl of and In"
thileof m rot or wfrr ey,on a( warp
Y ta4M W mWki ft Mat W whk% ft
Thil OrIOn,.I, W II Mod t1w Oranwr W Np ttNwwM11/
wl
TOP FZ SD 1985 -33895 Page: 1 of 4
V
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04/03 '96 10:08
iD:LANIERFAX3800
1867
E111115IT "N"
rarfol M. 44. 0123 -d (10- 31 -61) (M: Oft at)
FAX:
That portion of lots 1 and 2 In Section 6. Township 17 South, Ranee 3 Merl,
San Beraardlne ease ens herN /an, accwdiag to official plat thereof. TOGETHER
with Lot It of the subdivision of Raache Las E,cloltas, otcordiq to leap thereof
MI. 146, filed is the Office of County Recorder of Sao Diego Canty,
JOee 27, 1690, all being In the Canty Of San Dlsoe, Sete of California,
described In dead to No rite Z. Lloyd, at el, retar'd's Hey 12, 1911 K
File7hya PA. IPD349 In he Office of the County Recorder e/ told Nn Diego
County lyteg Westerly of sir Westerly Riot of pay Ito of Loo Jack Road.
Reed Survey ft. 564, aaordl to Rotors of Surrey Re. 6M filed In the Office
of said County Recorder. AND tying Easterly of the following delorlbed line:
Coinenciag at the herthent corner of laid lot 16; thence EastNl) along the
North 11" of aid Lot 16 1 distance of $50.00 feet to the TRUE POINT OF BEGINNING;
thence South 03.15'0' Cott 710.00 feeti than" Sat 63.15'17• Cast,63D,00 feett
thence Sntb 61'15'47" Nett 490.00 feed theme Seulh 07'1647' Ent 760.00 fort{{
thence Seth 66.30'00' Fast 800.00 (set:; thence South 1030'00' East to a point in
the South It" of sold lot 16, which lin 1440 fast Easterly, along the South line
of said lot 16 Iron the Southwest corner thereof, sold point beiq a
POINT Of TIRNIHITS.
No parelt of any type 51,911 be Issued far any drv,10sment witMla this "SaMM t
watil a GOtecMtal Report has been wboitted and approved by the Director of
PIsmi np and Land Use. Dne1a t will be allwW by site plan inter 9PprOval
of the CaateeMltel Msort- T 15 tits plan review Would be for W site puryow
of assuring Chet fulare building 111111 ere free free laedalldes, expensive yell,
or flooding problws; and that +deyuatc ecesures rove bnn teen to ache altss
Safe. Review of each ►wilding site an be don eaperetely.
TOF: FZ SD 1985 -33895 Page: 2 of 4
r
PAGE
04%03 '96 10:08 ID:LANIERFAX3800 FAX:
lass
This Optn 3p1ee [wemenl Jell pndude repul.. remove) a Mdltb.r Wrh tha
exception that kWh C"Iftlnp for Ibs praetllon PWOp s shall be petmines upon
rsitton ofoat by hit ageoprlate fin Iljh" a the protection ty""kao,
The •loreelowi6d "e,Mm, Me wnditlons shall Ilol preetttr the Iw e[ the
r) had V aaU a lots, twwluiM l wluiM ofl aie lcflyeand cern� nle�ilkrq Ayee�l J
bwa floe plbllc eUllty cdmpny, ihab repnunlativ<, etrcnws a ostipr,
Any %W paWlc etlllty I:Ompany. In repntenfative, lIK"Ilvt or assigns shall
ttrmit feat t(al)k oay *X, sots wemenl for the pupae of installing Wd
rhea and cables.
Any said alk blilty, eanpeny, Its mwetenlattw, toccesta x aalane, shell rot
plaeo or In +I W any py� I" re, p ss a any Do. .Pwwn mI o, to rid "ages
and "Inn Upon OF vMrf tr,e pound Ixrlace of MW wemw.t, and shot[ not ttaro or
snckplle anythlq r;tkM ft bovndnl" of told ea,ement althaul pia mitten
approval d the Director of the C.ov •y of San Diego fneper"Ormt at plannftyf and
Land lru.
Any ulo puaglc umlty Ceapeny. III reprOantatlw, sKMa> r assign, shall
•grda. dus sac atdio bei rlihin no bandary N mid eentnent 10 paterw she
Intent of creatiry Ihy Open Spce Qwment,
TOP FZ SD 1985 -33 L
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04/03 '96 10:07 1D:LANIERFAX3800
r.,... n atCOADID, A FYI M.II IS NK1nVMENT 10, Y, sad of tupexlean DIOW CNAmly Ad. Inl,tnllon Caner
Fm1tA MaJa 101 GENERAL SERY03
TRANSFER Ti AX OUF
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PACE A OR RECOR a USE ORLY_ ,_
GRANT OF OPEN VACS BASEMENT
Av.."1 Aral groom TN11011
� Iu- oPO•tD w.G.Na tE ETi —
ISF7E531
Panel
R
Lm a . ._ _ ._ 9N 5 64 [—
i
yRATA I. LLOYD, a M1dor AMU VRISFOPHER
1. 1 _L,LQTO. an aeeaarrL* edn wwTant tlul tMr arf the owrw,e of The
FEE 8114M ESTATE In and it the taMI In the County of 4n ON1p, flute M COMornla, dMOW In Exhibit "A'
a„eahed hereto ("The lobiet, Lard-l' nhfdl "late Is or may W WA)a to fall Mad pan, "namwnM. aondti"
,aulltom and monam dl w tN Memo may be of reword, and
E. It IS tM dealt, of the Granter and the CoamY al Ean Olden, s politl.al wtddlb, no that 1bn of California Ihxd.
ahea IFlmd t0 a'COuflTY'9. Nat IM Seoul Lend r,maln OPEN PACE.
NOW THEREFORE,
1. TM GRANTOR ErMYto lM Cwnty,
W in prw
ltA eMto n of whet b thin, lnD, PwEMN VeoAeCer S bell enr, eapn, wrw .ed ender No S,.bleM Lerd..M eta WIN
M CMH.acwd. •rated, pWe a m,invuW on tM subiwl lei
$Rapt a "'AN.
III) TM perpeta, rat, but not the obItpolon W emx won WO Wbjm Lrd end lama/o any Wilding,.IrwNe"
v ather "p". If aonw,w of, fret" PW d a meMJnad on Ma Srblw, Lord mnaary to any Mm
cOanent an condition of Nil nMfeaal and to do any work necase" N FRnlhaa the aMcb of my sate a4M
Or pnaMnl al aon f, DIL roan d as.et or any .her mWWI done or RNad an the Seblacl Land contrary W
My term Co.anam or, /ordldona of INS taaement.
i OMNTOR ewerra,l"arod •Pew br atrr,wlland Ab atwaaeawe andaeaiara ea,aWMa: ['j
W That M dill not reM o atrucL plate or mlinMin, or pernR Uta eMOeM1 eanMWellore pMCemRN 0, mints
aro at arty W11" M S1ra0Mro or OIM thlr,p whalsower On lint ll bmw Lad other IherM With boRdtnpl
aeattora Md what TWO, IN may be WmttW Wae1Ml Is IN aonlnE Ndlaanm Of d,a County Of Ean DNp.
UI That M WAN net w tow 8"Mol Lard for any Mupw, twtW a OPEN PACE "upow,
ICI Thal M•e %tree WMM,Vbradsa permot, any Natant" ayadnl IN be don, or plead wsiL eto tN prom
my sand, aell, rook pant or Other m a rlr waateae.sr M Olt 1101e[i lend Mthwil W RrlMan "Mini" el
the County w In raarwt at a"IErtw p,,Add, M.M,, vMt Urania, troy a. Ik Enm or place toad, MR,
tack /IMI a tow, mamlal On tIN Subject Land a me, be Permitted WWaClbi ow pamll Iwd SAWWA l u
oR tonne ordm"a, oI pet County of Son Diego.
1D1 Thn dr MrmA m.enanM and wn0lNana .a forth hxd..w/ W apawlddly x,lwwd er yfelrled by ytKrwd
ltua M IM irperly Caen et No Stag. d WNa,Na
The nm W Dill usamenl and to euaplRKo by Goa Cow
tMnof an tM w "tar Neon all a am ptMion of let, p,b
Y At" b Mnkl N dml a whkh tM Eubloct Lams OW
This alontalel aheN bind W Olanw Me hs
"I oat sued artre trio Public ON any mmtbon
iW.Lvomd owuhs4rinis el 101E em t
Order: TOE' FZ SD 1985 -33895 Page.' 1
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04/03 '96 10:08 ID:LANIERFAX3800 FAX: PAGE
�rsc
1867
LANWI1 'A"
Parcel (10-31 -64) (EK: OW: at)
That portion of Lots I And 2 In Section 6. Townlhl9 13 South, Ran9t J West,
San 1armlrdlno auto and Meridian, according to Official plat thereof. 7091TNFR
with Lot 16 of the sub4lr /a4n of Rancho LOS taclnitn. according to lisp thanof
No. 616, filed In the office of County Re00rder Of $ae clogs Canty,
dugs 27. 16". all being In the Co6e ta
ty of San Dig", Ste of IAllfimmie.
described In dead to Mrgarite I. Lloyd, at 61, racerded MF IZ, loll at
Fllar ► ayye No. 120349 In the offltt of the County Recorder el sold Nn 01090
County lying Westerly of lM Westerly Right of Way Itaa of Loea Jack Road,
Read Swrq he. $64, accordlmY to Ma"rd of Surry Ma. 6615 Mail in the Office
Of Said Canty Mcord f. AIO lying latterly Of the F911"lmg 4&$Cdbed Ilse:
CoeAeneip at the Northwest corner of sold Lot 161 thence Easterly along this
North lane of said Lot 16 a distance of 950.00 bat to the TRUE POINT Of IMMINRIeO.
thence bath 03015'47' Cast 710.00 tests then" South 63015141• tast130,00 feed
thq South 41'15'41" Most 490.00 feots theoca Seta 03'16'47 East 160.60 feat{{
thence South 66'30'00" fast ROOM fast. thaacs South 12430'00' East to s point In
the South line of said Lot 14, which Ilas 1440 feet Easterly, along "a South line
of said lot 16 from the Soutlwsl corset thereof, Said Point being A
POINT Of TIRNIRUS.
No paralt of any type shah be Issued for any RralOPmemt within this 94'm t
until a Ssotechnlcal Report he buan submitted and approved b tht 01"ctor of
Planning and Land Use. Danlopnmt will be allowed by site vlsn after approval
or ton Aectechnteal gpprt. Tb1s Fite Plan "vide mould be Tof W tole pur9ou
of &{wring that future building sites, are free from landslides, expensive sell,
or flooding problems: and that adequate mcaw"t hove bean taken to Pee dtas
Safe. Revleu of each ►ulldimg site con be dent separately.
Order. TOP FZ SD 1985 -33895 Page. 2 of 4
Z
0443 '96 10:08
ID:LANIERFAX3800
Iasi
FAX:
This 0 -1 Jell procurer ew trn,,al a eed(tloa M,h dv
ptbn . m
cece
IMt kWh Uteflnt fer eht prelectlen low", well be perTllwe 4pan
wilt»n order ►y we appropriate Jim lighting a fire prolectiw..Aanelea,
The aloredescribW Vrewis err, rondlnon well nol pnnnt the toe of tree
aklpeca •bore "M srwrwet tar nt ItuiWatIon of electric VW lelefe.Ma paver
codes and whew r« the ur lulen of awctrlcily and eemmwlcatlarr by any
gang fide public etlllty rae isny, )hair reMemntaslvel aslaceasars w assipls.
Any mid public went, campp++nyt In representative, Iwanlur or uti{tgm wall
Permit fool tmilk Daly whin mN outnIt.l for the pwpo.. of irotsJling said
vlrts and cedes.
Any raid p►uuallc Willey umpeny, Its npfelenlall ee, aurnswr a wipes, shall rot
pu or loath"polnf raven, "do a anti ether apgwwtiv.ees to mid cables
arst wires upon w r.der tM pound srfact ai veil tuemmt, and .A.n .os star. er
sloctplle anythinq eiWn IM lolmdrles W sold •a.w,nenl wirhIm pr{or wrllten
approtbl W the Dkectx of tree r:ay.'r of saes Dl-g. Mtpo,ment of Fla" and
Lane .e.
Anf mid public vtitily company, III rep,esentatlw, &Deism r aas{a,w, Well
exercise Cos cam while halo with).,. bowdary of mid waeament Ia presern the
Invent of creallry Iva(Ipee Spac1 laument.
TOP FZ SD 1985 - 330;;:.
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PPGE 3
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RECOI14 REQUESTED BY.
OLNENRAII4 LfUNICIPAL IYATER DISTRICT.
AFTER RECORDING RETURN TO:
OLI'!CN:1- 79 VIINICIPAL Y41TZR DISTRICT.
1905 GLIYEIIHAIN RD.
ENCINITAS, CA 92024
GRANT OP RIGIITOFWAS'
r Ru.77 _ 1
2965:)
OOA 1977
n._..DID REOIIEST Of
LARD TNLE INSURANCE CO.
A 25 8:07 AM77
SA14 DIEGO OFFICIAL
COuAny. DCALIF.
BARLEY F. RL09M
RECORDER
304574 -1 MARGARITA Z. LLOYD. a widow, and CHRISTOPHER S. LLOYD. an unmarried man
. . Ia Lw ...... I.., ..rid u. ,nn...lerannn 4 dw loan ..1 0.- I14.I6r And
. aha ,.al.ulaa...n.Id.r.I....r1 +mlha OLIVENHAIN MUNICIPAL WATER DISTRICT, a public corporation._
,.Lunn r..•; w1. 1• +'1 ^I ^'NLI�:.riNh'1.. •.h.IM!•I1a'!I:dlule�l OLiYEUHAIN MUNICIPAL 4.aTEP DISTRICT
m awu +wn. an.l aaag•.a. An e...e,ueru ..1 nghl ul +.rr... .:;0. DD .... .... Ier1 m wuhh n.. uryn.. oaeq under. An.l r Ana the
lan.ls h. •clnahrr -!.w nlw'.1, n• un L ...normal, ns.mwru. 1. r.plA, e. rd•A.r, nuuu mn in,l low A I••pehne or p,pad•nra lur am and
Al puq•. oas, t. q:rdu'. auh Ih. r, M. r..Ar, a.mrta. aril Arpurrenuw ea ., too, long M.1 n..r horned n.Im dn,w far r..wl,r mmnuwnn
Aal u.mmm�w..n.m rnq•.w.,p enl . h•.An..no and a la I ......... to al..a[.•il, r.uwl nn.la r dg beta u-.dM, dew rdeil right ul w a,
A.1rumsa m.n .n,w 1., Iw r, 'le. r.lu no. n,ern..•r A.nl u- a -..., Ir. m--.:n. n. 1.1111. 1..11 th. r w lob 1 ha rmin•d Agra., -hue... An.l
or n., o..-,•! A... a .,..I •q•h:..1 •. A•. L'... I r e •.. d I..wm . or r. +:w•. .... ..I..... ... a r m•' . n.oa. the la r..,,im r .1, 1, rha'.I
I.I.Km4l.Iharanhdxuehr1..ua•u.1 nelrutw,., h.:..,. t,, m<,unrva.nghr...( w %lomand r, a•lu.am bit
llm lam 1.11. alouh.aril r...unom ul r.g ht.,t wn I, I."Iw Pr.nleJ Aw ..... Al.lm I., I..unq n•..... San Diego ..
i we nlI lot n....A.."O Are rarlu ulla \.Ifwrkavi
Lot 16 of the Subdivision of Rancho Las Encinitas, in the County of Sail Diego,
State of California according to the Map thereof 11o. 848, filed in the Office of
the County Recorder of said San Diego County June 28. 1898.
EXCEPTI14G THEREFROM, that portion lying Easterly of the center line of County
Road Survey No. 554 (known as Lode Jack Road), as shown on Record of Survey Map
No. 6085, filed in the Office of the County Recorder of said San Diego County
August 14. 1962.
Prepared hy:
nnyle Fnryiaecrinq Corporation
L.n.n. L•
P. /W 0 '04!; 4 )R
?K. Date: FE.". //.I ^77
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Prepared hy:
nnyle Fnryiaecrinq Corporation
L.n.n. L•
P. /W 0 '04!; 4 )R
?K. Date: FE.". //.I ^77
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' :xl'�Y,l l.` -MS ^•Ire mni•i :pi...n u,r. u•Lr J.�., ..•i.11r � •p.�r. u�rL , .,.r.. .•l..lL .u.
,ill that portion of the above rli�scribrd property inr.luled within a strip of land
30.00 feet of even width, the center line of said 30.00 foot wide strip of land
being described as fr,llows:
Beginning at the Northwest corner of the Southerly 15.00 feet of Lot 15 of said
Nap No. 846; thence along the Northerly line of said Southerly 15.00 feet, North
87 "34'47" East 851.36 feet; thence North 74007'02" East 76.93 feet; thence North
50 "11'46" East 54.65 feet; thence North 32010113" East 73.24 feet; thence North
13025'52'• East 344,42 feet; thence North 26033'54" East 87.21 feet; thence North
38'18'32•' East i27.44 feet; thence ':orth 54'[12'22•' East 63.01 feet; thence North
66'5?'a7" rest 06.77 fnpt; tYPnrp.. North 72149'nr" Gact 07,03 font; thpnC< North
/ 83'02'49" East 144,96 feet; thence North 72'40'40" Lest 1054.43 feet: thence
North 65'33'21•' East 610.19 feet; thence South 88 "17'14" East 418.19 feet; thence
North 67 "45'13'• East 932.40 feet; thence South 84'23'08" East 178.86 feet; thence
North 69'39'39" East to the Westerly right of way line of said County Road
Survey No. 554.
TOGETHER Willi an easement for temporary working strips of land, situated within
the lands first above described, said easerent shall include, but not be limited
to, the right and privil +ge of s:orkren, contractors, and any and all agents employed
by the Grantee herein, to u >e and occupy said temporary working strips for the
purpose of constructing the herein;)efol•e mentioned pipeline or pipelines, and any
and all appurtenances incidental thereto, and said easement shall include the right
and privilege to place and operate any and all machinery on said strips which the
Grantee herein, or any agent or contractor employed by said Grantee, deems necessary
for the construction of said pipeline or pipelines.
Said temporary working strips hereinabcve referred to being more particularly
described as follows:
A strip of land 20.00 feet of efen width, said 20.00 foot wide strip of land lying
Northerly of, and immediately adjoining the Northerly line of the above described
30.00 foot wide strip of land TOGETHER. WITH a strip of land 20.00 feet of even
width, said 20.00 foot wide strip of land lying Southerly of, and immediately
adjoining the Southerly line of the above described 30.00 foot wide strip of land.
It is hereby understood and agreed upon by the Grantor and Grantee herein, that
the right and p<ivilege set forth for the use of the above described temporary
working strips shall be in full force and effect from the date of execution of this
instrurent, and shall continue in full during the construction of said pipeline,
and that upon completion, final ilispection, and acceptance of the pipeline by said
Grantee herein, the easement for the temporary working strips hereby granted and
described above, shall cease and terminate, and become of no farther fnrre or
effect.
It is also understood and agreed upon by the Grantor and Grantee herein, that the
grant and termination of the easement for the temporary working strips hereinabove
described shall in no way affect or frustrate the continued enjoyment and use of
the 30.00 foot wide ease^*nt first above described.
..,«...,.,.,., 1 <,,,rr, ..,,, ...,,.•................. •....- ..........._.... _._.- ....... ....• _ - . - ___.....__......... - _I.........,,
rh. Jr., omen, r, ev, urea, • 11. m, rM• ph•rruus u nor , umKn1 of 1; iv Gumre
In IllimegM ltlhrte t. IM t:unpr5 . have __ r.eru,vlrh,w•;rc.rms rhr s .....' ....L,ef- �4U- 'C,........ 1.1......!:.
P',rne„
U nor„
- --rc\ "hue„ %o 264- 240 -01
R \c w,. 304574-8
ORA % \'N;1}' _ ..��r.
I I II'.t IaD 115' ..
\IC r NO C -001- 194 -03
[)All February 11, 1971 /je111
.
F 1.11 .•'• Imm lr l'I
'ke.vised April 2'1. 1977 /jeh
Prepared by: •
Boyle Enginecr;ng Corporation
eJ
o .....
\01ARILS -1 "O PROPS ACE.
to
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?04574 • R
04F Date: FC- -. V, in 77
t. 1
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l•ru nn and the r . wur ++•n, m c %,are •hall most, serer or a••mtrw t.+er permoc n. h tem;I",, connruaeJ, ant budding
,or ..hery comrr,plan,NnIce or trata•nr drill am well ,ar wells. ser,hin t he b mead tied right n( way
Guns, +hall Woo the fight u, errar, reamtnn a,•1 I. cares in all fenny whuh no.w nn+,.. r hall hereafter tin„ and ,.mrr or
,.ware,, .m.l n, vin, anal ant and rkar away am tray, and brush whrorser in its tutlitnevni the umt shall how neca•,sary fnr the ann.
,,norm a,ul tit,. rxrn cc off flit r,ghn hrreb) grante.l, the right to tran+ter and naegn,hnr_ •merit,n whole nr in par, being here
be cranial,., la hunter
Or me... ..get" that roe wher tast,naro, ,,r seem, ,.,, ,hat! he gritted nn. under of mer said vnp of land by Grannie. wethout
,be pre, a au, w floor' .,risen, of (oumee
their
I n i ,,, an•ler,r,.. i an.! agree,) hs the ; tierce her +n that ''s Gunner and rim crews,% or nnsny,,hall rim muene
1 ... .......... r primr r., ht immrnaa.l of dr. rravJ. the exrvrng grnnn•r rlruuun, nl ,hr almost Jtwnhed right of w•ry'.a•umrg
as the rime his J.., .,no,,, s a rn weJ. w rtlma: rhr prrr.nw ex rnten tonwm r.f ehs Gun,ee
All Illllnen tuhrrn+l. he Granwr5..have ... ...
ruauuJ arau• prrumn thn dada. /.......der of. - .442LS:....... 11) ..:...1..
luurad m fnr l'erun L
_! L q'nnea
R vl No. _ 30,11574—Roe.
At (.1 NO C-001- 194 -03.
IM-11 inliruary.11, 1977 /jeh•
N NS. • -. too.... glut -ti aRevi Sed April 27, 1977 /Jell
1
Prepared by:
Boyle Engineering Corporation
L`
NO1 ARIES —USE PROPER FORM ON BACK.
C.A.U. C-00 1•/.^6.02
R/W F °04574•R
ilE Date: ZxCe. N./. °77
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1!1l1J ... INOIOArE5 PlArER UI J7
L /NE EASEANf'!.'T � to
� n / •- 400
r
Tax Par. A 204.140 -0/
Project: VN /T nKnR1W _ Base Map 9 3
FLAT a, REVISED 4127/71
cf o q•rnr,ts required ty the
Oliver.hain Municipal uate- District
C.A.U. C•00/•/94.0?
Prepared by: P./k' C 3OA57c•R
Doyle Cnginecrinq Corporation 4: Date: FE. °. /I.I ^77
i -41
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RECORDING REQUESTED BY: )
DISTRICT ENGINEER
WHEN RECORDED MAIL TO: )
CLERK OF THE BOARD )
CARDIFFSANITATION DISTRICT )
505 SOUTH VULCAN AVENUE )
ENCINITAS CA, 92024 )
THE mtGINAL OF THIS DOCUMENT
0 RECORDED ON OCT 22, 1999
DOOM MUi43ER 1999 - 0709199
GREGQtY J. SMITH, COUNTY RECORDER
SAN DIEGO COlKFY RECORDER'S OFFICE
TIME: 8:09 AN
RELEASE OF COVENANTS REGARDING REAL PROPERTY:
PUBLIC SEWER IMPROVEMENTS REQUIRED IN CONSIDERATION OF
FINAL APPROVAL OF CERTAIN RELATED SUBDIVISIONS
Assessor's Parcel No: Case #: various
264- 240 -02.03 Drawing #: various
Permit #: various DCS
Work Order #: various DCS
Christopher S. Lloyd, in all, and Gregory Cleary, in part, subdividers, having entered into
covenants for the benefit of the Cardiff Sanitation District ( "DISTRICT" hereinafter)
which were recorded with the County Recorder of San Diego County, all as follows:
Document Date Description Case
Drawine
1991- 201875 05/02/91 annexations ...
87- 041TM, 92- 035TPM, 92- 212TPM, 93- 029TM, 93- 053TPM, 97- 100TM,
KI,97 -219TM
main, laterals, appurtenances 92 -035 TPM
CS -146
1994- 655404 11/10/94 main, laterals, appurtenances 93 -053 TPM
CS -169
1996- 207398 04/25/96 main, laterals, appurtenances 93 -029 TM
CS -202,
and DISTRICT having determined that the obligations as set forth in said covenants have
been fully and satisfactorily completed, DISTRICT hereby releases said covenants.
Dated 1'ZO—gl
ADA/jsg/re1L1oyd2.doc I
CITY OF ENCINITAS
by 44J 6, &"
Alan D. Archibald, P.E.
Director of Engineering Services
(Notarization required)
CALIFORNIA ALL - PURPOSE ACKNOWLEDGMENT
State of 9411 _�
County of a ,t 10 SSE r
On `�� 1'7"9!? before met 10,4 • �r //-cjv ur;,u�e y Pu 6uc
Doh ,,✓✓11 ��ii.r Nor and re. d Oee� I. t. -.Me oo NByn PuEff)
personalty appeared ri�nt 111,6/%LD ,
.)y a sir".)
rsonally known to me – OR – ❑proved to me on the basis of hsfactory evidence to be the person(s)
whose name(sre subscribed to the within instrument
and acknowledged to me that )P eJthey executed the
3agra i hi rRheir authorized capacity(ies), and that by
OFFICIAL SEAL N dtheir signature(s) on the instrument the person(s),
RANDA G. C-C LI OUR a or the entity upon behalf of which the person(s) acted,
• - NOTARY PUBLIC�CAUFORNIA�g
COMM, NO. 1204250 executed the Instrument
SAN DIEGO COUNTY
" MY COMM. EXP. JAN. 6, 2003 WITNESS my hand and official seal,
sy.... d wet
OPTIONAL
T?w gh the nlonmarlon below a not reglired by law, x may prove vaArable lo penrwu re/yM m the docu nenr erd could prevent
haudA" rernovW and manach neat of N ws rwm b anoMw don.nerit
Description of Attached Document
Title or Type of Document:
Document Date:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name:
❑
Cl
Individual
Corporate Officer
Tde(s):
Partner — ❑ Limited
Atlomey -in -Fact
Trustee
❑ General
Guardian or Conservator
Other.
Signer Is Representing:
RIGHT THUhIBPRIN7
OF SIGNER
Number of Pages:
Signer's Name:
O Individual
El Corporate Officer
Title(s):
Partner —❑ Limited
Attomey -in -Fad
Trustee
❑ General
❑ Guardian or Conservator
❑ Other.
Signer Is Representing:
RIGHT TNUNBPRINT
OF SIGNER
'0 1994 Nabonal NObq Assn Alton • 82M Rermel Ave PO Boa 7184 - Canoga PaA CAI I M9 21 Ba P,W No 5907 Re., Call TOM Flee 1800 -$76 6WT
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259 -8212
FAX (858) 259 -4812
July 24, 2000
City of Encinitas
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
WAYNE A. PASCO
R.C.E. 29577
'p Lf��p
JUL 2 4 70 I �i
RE: ENGINEER'S PAD CERTIFICATION FOR PARCEL 1 OF PROJECT
NO.97 -201TM AND GRADING PERMIT NO. 5452-G
Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby
submitted as a Pad Re- certification Letter for Parcel 1. As the Engineer of Record for the
subject project, I hereby state the rough grading for this parcel has been completed in
conformance with the approved plan and requirements of the City of Encinitas, Codes
and Standards.
23.24.310(B). The following list provides the pad elevations as field verified and shown
on the approved grading plan:
Pad Elevation Pad Elevation
Lot No. en r plan per field measurement
1 259.0 259.8
If you have any questions in regards to the above, please do not hesitate to contact this
office.
Very truly yours,
PASCO ENGINEERING, INC. _
9Joe Yuhas, L.S. 5211 �v O N -�
Director of Land Surveying
No. 5211
JY /js
* EXn 3$GO
�`CI,F ���P'
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259 -8212
FAX(858)259 -4812
July 10, 2000
City of Encinitas
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
PE 718
WAYNE A. PASCO
R.C.E. 29577
RE: ENGINEER'S PAD CERTIFICATION FOR LOT 2 OF PROJECT NO. 97-
201TM AND GRADING PERMIT NO 5452 -G
Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby
submitted as a Pad Certification Letter for lot 2. As the Engineer of Record for the
subject project, I hereby state the rough grading for the lot have been completed in
conformance with the approved plan and requirements of the City of Encinitas, Codes
and Standards.
23.24.310(B). The following list provides the pad elevations as field verified and shown
on the approved grading plan:
Pad Elevation Pad Elevation
Lot No. Per pl an per field measurement
2 271.0 270.8
23.24.310(B) 1. Construction of line and grade for all engineered drainage devices
and retaining walls, have been field verified and are in substantial conformance with the
subject grading plan.
23.24.310(B)5. The location and inclination of all manufactured slopes have been
field verified and are in substantial conformance with the subject - grading plan.
23.24.310(B)6. The construction of earthen berms have been field verified and are
in substantial conformance with the subject grading plan.
If you have any questions in regards to the above, please do not hesitate to contact this
office.
Very truly yours,
PASCO ENGINEERING, INC.
oe Ytilias, L.S. 5211
Director of Land Surveying
JY /js
C.
o
"I, No. 5211
pr. ao-
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858)259 -8212
FAX (858) 259 -4812
June 27, 2001
City of Encinitas
505 So. Vulcan Avenue
Encinitas, CA 92024
Attn: Todd Baumbach
PE 718C
RE: AS GRADED CERTIFICATION (GRADING PLAN NO. 5452 -G)
Dear Mr. Baumbach:
WAYNE A. PASCO
R.C.E. 29577
Please be advised that the grading under permit no 5452 -G has been preformed in
substantial conformance with the approved grading plan prior to sale of the lots. Please
be advised that as of this date the homeowners have modified the pad grading for the
installation of pools and individual landscaping desires.
Should you have any questions or comments regarding the above, please do not hesitate
to contact this office.
Very truly yours,
PASCO ENGINEERING, INC.
Joe uh. 5211
Director of Land Surveying
JY /js /c`"" QN C. y
ltuZ `'� Ly
IU 'O v
m. 5211
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259 -8212
FAX(858)259 -4812
May 17, 2000
City of Encinitas
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
PE 718
RE: ENGINEER'S PAD CERTIFICATION FOR PROJECT NO. 97 -201TM
AND GRADING PERMIT NO 5452 -G
WAYNE A. PASCO
R.C.E. 29577
Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby
submitted as a Pad Certification Letter for lots 1 through and including 4. As the
Engineer of Record for the subject project, I hereby state the rough grading for the lots
have been completed in conformance with the approved plan and requirements of the
City of Encinitas, Codes and Standards.
23.24.310(B). The following list provides the pad elevations as field verified and shown
on the approved grading plan:
23.24.310(B) I. Construction of line and grade for all engineered drainage devices
and retaining walls, have been field verified and are in substantial conformance with the
subject grading plan.
23.24.310(B)5. The location and inclination of all manufactured slopes have been
field verified and are in substantial conformance with the subject - grading plan.
Pad Elevation
Pad Elevation
Lot No.
Per plan
per field measurement
1
259.0
259.0
2
271.0
271.0
3 upper
316.0
316.0
3lower
313.0
313.0
4
317.0
317.0
23.24.310(B) I. Construction of line and grade for all engineered drainage devices
and retaining walls, have been field verified and are in substantial conformance with the
subject grading plan.
23.24.310(B)5. The location and inclination of all manufactured slopes have been
field verified and are in substantial conformance with the subject - grading plan.
23.24.310(B)6. The construction of earthen berms and positive building pad
drainage have been field verified and are in substantial
conformance with the subject grading plan.
If you have any questions in regards to the above, please do not hesitate to contact this
office.
Very truly yours,
PASCO ENGINEERING, INC.
0
-
hly``QHC ryRe
Joe Yuhas, L.S. 5211 44; o N
Director of Land Surveying
No. 5211
JY /js
li
r:
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259 -8212
FAX (858) 259 -4812
March 23, 2000
City of Encinitas
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
PE 71 8M
RE. ENGINEER'S PAD CERTIFICATION FOR PROJECT NO.97 -201TM
AND GRADING PERMIT NO 5452 -G
WAYNE A. PASCO
R.C.E. 29577
Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby
submitted as a Private Road and Driveway Certification Letter for subgrade. As the
Engineer of Record for the subject project, I hereby state the rough grading for the
Private Road and Drives has been completed in conformance with the approved plan and
requirements of the City of Encinitas, Codes and Standards.
If you have any questions in regards to the above, please do not hesitate to contact this
office.
Very truly yours,
PASCO ENGINEERING, INC.
Joe Yuhas, L.S. 5211
Director of Land Surveying N NN S
JY /js
�U O N
No. 5211
\* EX P 3c 23
VINJE & MIDDLETO,. ENGINEER
Job #99 -390 -F
May 26, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
, INC.
2450 Vineyard Avenue, #102
Fkondido, California 92029 -1229
Phone(760)743.1214
Fax (760) 739.0343
ADDENDUM TO PREVIOUSLY ISSUED AS- GRADED COMPACTION REPORT DATED
JANUARY 17, 2000 FOR PARCEL #3, TRES VISTAS ESTATES, CITY OF ENCINITAS
TM #97 -201. LOCATED OFF DOUBLE LL RANCH ROAD
Indications of adverse soil condiltions after last winters rains were evident on this lot.
Therefore the upper six inches was scarified, moisture conditioned to near optimum
moisture content and recompacted.
Field density tests were conducted in accordance with ASTM Method D- 1556 -90 sand
cone method as the upper 6 inches was recompacted. The results of our field density
tests and laboratory testing indicate that the recompacted upper 6 inches was compacted
to at least 90 %, and this Parcel is now properly prepared for construction.
All recommendations put forth in our January 17, 2000 "As- Graded" report for this Parcel
should be adhered to.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING. INC.
Vinje
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VINJE & MIDDLEM, ENGINEERING, INC.
1 � • r • 4K.0I1119
May 26, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax(760)739 -0343
MAY2a3 D
ADDENDUM TO PREVIOUSLY ISSUED FOUNDATION RECOMMENDATIONS REPORT
DATED JANUARY 17, 2000 FOR PARCEL #4, TRES VISTAS ESTATES, CITY OF
ENCINITAS TM #97 -201. LOCATED OFF DOUBLE LL RANCH ROAD
Indications of adverse soil conditions after last winters rains are presently not evident on
this lot.
Therefore, all recommendations put forth in our January 17, 2000 "Foundation
Recommendations Report" for this Parcel should be adhered to.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON
0
GE #863
RMV /MS /mpr
Distribution: Addressee (6)
mpMllcont%99 -390.f U
tuej
RCE #46174
Landmark Engineering Corporation
2605 Del Rio South Camino
Suite 321
San Dieeo, CA 92108
Phone (619) 260 -0420
Fax (619) 260 -0456
GEOGRID DESIGN CHART
Project: TRES VISTA ESTATES
Date: 2114 100
By: Lawrence E. Cole
WALL (2:1 Slope)
Exposed
Wall Ht.
Buried
Wall Ht
Grid
Length
Grig Location feet from Bottom of Wall
Strata 200
3.33
.67
M60
none
none
5.33
.67
6.00
2.00, 4.00
7.33
.67
7.00
2.00 4.00 6.00
Lawrence E. Cole RCE 36 92
exp. 630/00
FEB��
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((-Tmo. 36292
f'!4 C I V 1 ��P
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BROW DITCH PER
GRADING PLAN
4" OR B" CAP UNIT
COMPAC
UNIT
STANDARD UNIT
FINISH GRADE
=1111 =1111°IIII= III/
SEE
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%mil
//1 =0I
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WAS k
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FILTER FABRIC (TYP.)
GEOGRIDS
BACKFILL SHALL MEET
OR EXCEED 117 lbs.
UNIT WEIGHT WITH A
SOIL FRICTION ANGLE
;g' = 36•
COMPACT TO 90 PERCENT
PER ASTM D -1557
4" PERFORATED DRAIN PIPE
TO DRAIN ® 1% MIN.
(SEE DETAIL)
314" CRUSHED AGGREGATE
(6" A/IN.)
L GRID
SEE GEOGRIO CHART
FOR LENGTH AND SPACING
TYPICAL SECTION
NO SCALE
CONTRACTOR TO ALTERNATE PINS
FOUNDATION SHALL MEET
OR EXCEED 117 lbs.
UNIT WEIGHT WITH A
SOIL FRICTION ANGLE
p = 36°
RETAINED SHALL MEET
OR EXCEED 117 lbs.
UNIT WEIGHT WITH A
SOIL FRICTION ANGLE
NNo. 36292 !
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page I of 3
KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA (modified soil interface) Methodology
KeyWall Ver 1b, Oct 1, 1997
Geogrid Retaining Wall Sys.
Project: Tres Vista Estates
Proj. No.: 1826
Design Parameters
Soil Parameters -L —R.21 Yom, ocf
Reinforced Fill: 36 0 117
Retained Fill: 36 0 117
Foundation Fill: 36 0 117
Reinforce Fill Type: Silts 8 sands
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
Sliding: 1.50
Pullout: 1.50
Connection
Analysis: Gravity Section
Date: 2115100
By: LEC
Overturning: 2.00
Uncertainties: 1.50 Bearing: 2.00
Peak: 1.50 ServiceabiliN /A
Unit Type: STANDARD (21.5 in) Wall Batter: 6.30 deg.
Leveling Pad: Crushed Stone
Wall Ht: 4.00 ft embedment: 0.67 ft
BackSlope Geometry: 26.60 deg. slope 10.00 ft high
Surcharge: LL .0 psf uniform surcharge DL -- 0 psf uniform surcharge
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 3.58 2.71 19.50 N/A N/A
Calculated Bearing Pressure: 516 psf
Eccentricity at base: 0.19 ft
p'FESSroy� CCC
No. 36292 �
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C1 V1\-
l4?, OF CAL \4��
Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
Minneapolis, MN 55435
page ? of 3
KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA (modified soil interface) Methodology
KeyWall Ver 1b, Oct 1, 1997
Geogrid Retaining Wall Sys.
Project: Tres Vista Estates
Proj• No.: 1826
Design Parameters
Soil Parameters c Dsf ocf
Reinforced Fill: 36 0 117
Retained Fill: 36 0 117
Foundation Fill: 36 ❑ 117
Reinforce Fill Type: Silts 8 sands
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
Sliding: 1.50
Pullout: 1.50
Connection
Date: 2/15/00
Bv: LEC
Overturning: 2.00
Uncertainties: 1.50 Bearing: 2.00
Peak: 1.50 ServiceabiliN /A
Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid LTDS FS Tal C Cds
Strata -200+ 2416 1.61 1.10 1.10 1241 1.50 827 1.00 1.00
Analysis: 6' Section
Unit Type: STANDARD (21.5 in)
Wall Batter: 6.30 deg.
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft embedment: 0.67 ft
BackSlope Geometry: 26.60 deg. slope 10.00 ft high
Surcharge: LL •0 psf uniform surcharge DL -- 0 psf uniform
surcharge
Results: Sliding Overturning Bearing
Shear Bending
Factors of Safety: 3.19 5.35 20.61
7.71 21.71
Calculated Bearing Pressure: 818 psf
Eccentricity at base: 0.32 ft
Reinforcing: (ft 8 lbs /ft)
Laver Height Length Reinf• Tal Tension
Tconn FS22
2 4.00 6.00 Strata -200+ 607 144
607 s 5.88
1 2.00 6.00 Strata -200+ 827 433
864 5.68
Reinforcing Quantities (no waste included)( Efficiency= 35%
Strata -200 +: 1.33 sy /ft
No. 36292
e* IV, laolon
J' CI p 1� *P,
Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
Minneapolis, MN 55435
page 3 of 3
KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA (modified soil interface) Methodology
KeyWall Ver lb, Oct 1, 1997
Geogrid Retaining Wall Sys.
Project: Tres Vista Estates
Proj. No.: 1826
Design Parameters
Soil Parameters Al c osf _Y ocf
Reinforced Fill: 36 0 117
Retained Fill: 36 0 117
Foundation Fill: 36 0 117
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
Sliding: 1.50
Pullout: 1.50
Connection
Date: 2/15/00
Overturning: 2.00
Uncertainties: 1.50 Bearing: 2.00
Peak: 1.50 ServiceabiliN /A
Reinforcing Parameters: Strata -Grid Geogrids
Strata -200+ 2418 1.61 1.10 1.10 1241 1.50 827
1.00
1.00
Analysis: 8' Section
Unit Type: STANDARD (21.5 in) Wall
Batter:
6.30 deg.
Leveling Pad: Crushed Stone
Wall Ht: 8.00 ft embedment: 0.67 ft
BackSlope Geometry: 26.60 deg. slope 10.00 ft high
Surcharge: LL 0 psf uniform surcharge DL -- 0 psf uniform surcharge
Results: Sliding Overturning Bearing
Shear Bending
Factors of Safety: 2.87 4.31 16.14
5.74
21.71
Calculated Bearing Pressure: 1136 psf
Eccentricity at base: 0.54 ft
Reinforcing: (ft & lbs /ft)
Laver Height Length Reinf. Tal Tension
Tconn
FSoo
3 6.00 7.00 Strata -200+ 607 144
607 s
4.75
2 4.00 7.00 Strata -200+ 827 257
864
9.08
1 2.00 7.00 Strata -200+ 827 625
1075
7.54
Reinforcing Quantities (no waste included)( Efficiency= 41% )
Strata -200 +: 2.33 sy /ft
f 36292
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\
Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
Minneapolis, MN 55435
VINJE & MIDDLETON FTNGINEERING, INC.
Job #99 -390 -F
January 17, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, +x102
Escondido, California 92029.1229
Phone(760)743 -1214
Fax (760) 739 -0343
p R II" D
MAY 2 5 2100
ENGINEERING SERVICES
CITY OF ENCINITAS
AS- GRADED COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR
PARCEL #3, AND COMMON DRIVEWAY TO PARCEL #4, TRES VISTAS ESTATES,
CITY OF ENCINITAS TM #97 -201 LOCATED OFF DOUBLE LL RANCH ROAD
In accordance with the Grading Ordinance for the City of Encinitas, this as- graded
compaction report has been prepared for the above referenced project. We have
completed engineering observation and testing services in conjunction with the grading
operations. This report summarizes the results of our tests and observations of the
compacted fills. The compacted fills in the subject areas were placed periodically from
February 2, 1999, though August 2, 1999. Actual dates are shown on the enclosed
compaction test result sheets.
7�� •-L •� -• G.d •
Grading plans for this project were prepared by Pasco Engineering.
The following listed reports were reviewed by this office as part of this project:
A. "Preliminary Geotechnical Investigation Proposed 5 Parcel Subdivision" report
prepared by this office, dated May 27, 1998, Job #97- 145 -V.
B. "Clarification Letter On Preliminary Geotechnical Investigation Report" prepared by
this office, dated April 28, 1998, Job #97- 145 -V.
C. "Response to Consultant Review of Preliminary Geotechnical Investigation,
Proposed 5 Parcel Subdivision" letter prepared by this office, dated August 11,
1998, Job #97- 145 -V.
D. "Updated Preliminary Geotechnical Investigation Report and Grading Plan RevievJ'
letter prepared by this office, dated December 21, 1998, Job #97- 145 -V.
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 2
Prior to grading operations, the site was cleared of vegetation. All questionable loose and
compressible soils were also removed from the areas receiving fill. Adequate keys or
benches were constructed a minimum of 2 feet into firm, undisturbed natural ground or
formational soils prior to fill placement.
The upper pad is a "cut' pad. As no fill was placed on this pad, no field density testing was
conducted. The lower pad is a "cut/fill" pad, and the cut portion of the pad was undercut
a minimum of 3 feet and replaced as a structural fill, decreasing the potential for concrete
cracking along the daylight (cuttfill) line.
Due to the close proximity of the lower pad to the open space easement, no combustible
structures may be placed on this pad. Recommendations can be made when the type of
"non combustible" structure to be placed on this lower pad, is known
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for City of Encinitas and our above listed preliminary and update geotechnical
report. All inspections and testing were conducted under the observation of this office.
In our opinion, all embankments and excavations were constructed in substantial
conformance with the provided grading plan, and are acceptable for their intended use.
II. FILL PLACEMENT
Fill was placed in six to eight inch lifts and compacted by means of heavy construction
equipment. Field density tests were performed in accordance with ASTM Method D -1556-
90 sand cone method as the fill was placed. The moisture content for each density sample
was also determined. The approximate locations of the field density tests are shown on
the attached drawing.
The locations of the tests were placed to provide the best possible coverage. Areas of low
compaction, as indicated by the field density tests, were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the fills at the site were
compacted to at least 90% of the corresponding maximum dry density at the tested
locations.
If the building pad should undergo any seasonal wetting and drying periods prior to
construction, remedial grading could be required depending on the site soil characteristics.
Depths of removal and recompact can best be determined just prior to construction by
appropriate inspection and testing.
VINJE 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, C.Ii(ornia 92029-1229 • Phane (760) 743 -1114 • Fax (760) 739.0343
QEOTECHNICAL INVESTIQATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIQATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 3
III. APPROPRIATE LABORATORY TESTS
A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and
optimum moisture contents of the different soil types used as compacted fill were
determined in accordance with ASTM Method D- 1557 -91.
B. Expansion Tests: Expansion tests were conducted per 1994 UBC Standard
Procedure 18 -2 on representative samples of the mixture of on site soils used in the
pad construction to determine the expansion potential and to provide appropriate
foundation recommendations.
C. Direct Shear Tests: Direct shear tests were performed on representative samples
of the mixture of on site soils used in pad construction to determine the allowable
bearing capacity and to provide retaining wall design parameters.
IV. RECOMMENDATIONS UPPER "CUT" PAD ONLY
The following minimum foundation recommendations for very expansive (Expansion Index
= Less Than 20) soils, classified using the "Unified Soil Classification System or USCS"
as SM, should be adhered to, incorporated into the foundation plans. It is suggested
that the foundation plans be submitted to our office for review and approval prior to
construction. Please note ( * *) items for revised recommendations since the issuance of
our original preliminary report.
A. Foundations and Slab -on -Grade Monolithic Pour System
1. Continuous strip foundations should be a minimum of 12 inches wide by 12
inches deep, and 15 inches wide by 18 inches deep for one and two story
structures respectively. Spread pad footings should be at least 24 inches
by 24 inches wide and 12 inches deep, for one and two story structures.
Minimum depths are measured from the lowest adjacent ground surface, not
including the sand under the slab. Exterior continuous footings should enclose
the entire building perimeter, to include the garage entryway.
2. Use four #4 reinforcing bars in all interior and exterior stud bearing wall footings.
Place two bars 3 inches below the top of the footing, and two bars 3 inches
above the bottom of the footing. Reinforcement for isolated square footings
should be designed by the project structural engineer.
VIN1E B MIDDLEFON ENQINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, C fifo is 92029.1229 • Phone (760) 743 "1214 • F. (760) 739.0343
QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 4
3. All interior slabs must be a minimum of 4 inches in thickness reinforced with #3
reinforcing bars spaced 18 inches on center each way, placed midheight in the
slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six -mil
plastic moisture barrier must be placed midheight in the sand.
Provide re- entrant (±2700 corners) reinforcement for all interior slabs as
generally shown on the enclosed "Isolation Joints and Re- Entrant Corner
Reinforcement' detail. Re- entrant corners will depend on slab geometry and/or
interior column locations.
4. The minimum steel reinforcement provided herein is based on soil
characteristics only, and is not intended to be in lieu of reinforcement necessary
for structural considerations.
5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each
way within 24 hours of concrete pour for all interior slabs. The sawcuts must be
a minimum of % inch in depth and must not exceed 1'/4 inch in depth or the
reinforcing may be damaged.
6. All underground utility trenches beneath interior and exterior slabs should be
compacted to a minimum of 90% of the maximum dry density of the soil. Care
should be taken not to crush the utilities or pipes during the compaction of the
trench backfill.
7. Exterior Flatwork and Driveways:
a) Walkways, patios, etc. must be a minimum of 4 inches in thickness reinforced
with 6x6 /10x10 welded wire mesh carefully placed two inches below the top
of the slab. Provide contraction joints consisting of sawcuts spaced 10 feet
on center (not to exceed 12 feet maximum) each way within 24 hours of
concrete pour. The sawcuts must be a minimum of 9/4 inch in depth and must
not exceed 1'/4 inch in depth or the reinforcing may be damaged.
** b) Concrete driveways and parking areas should consist of 5 inch thick concrete
reinforced with #3 reinforcing bars spaced 18 inches on center each way
placed two inches below the top of the slab. The concrete should be placed
over 6 inches subgrade compacted to a minimum of 95% of ASTM 1557 -91.
Provide contraction joints consisting of sawcuts spaced 10 feet on center (not
to exceed 12 feet maximum) each way within 24 hours of concrete pour. The
depths of the sawcuts should be as described in Item #a) above.
VINJE ® MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029 -1229 • Phone (760) 743 -1114 • Fax (760) 739 -0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 5
«« c) Asphalt concrete (AC) driveways and parking areas should consist of 3
inches AC over 6 inches Cal Trans Class II aggregate base compacted to a
minimum of 95% over 6 inches subgrade compacted to a minimum of 95%
of ASTM 1557 -91.
Unless requested, recommendations for a future swimming pool or spa were not
included in this report. Prior to their construction this office should be contacted
to update conditions and provide additional recommendations.
8. This office is to be notified to inspect or test the following prior to
foundation concrete pours:
a) Inspect the plumbing trenches beneath slabs after the pipes are laid and
prior to backfilling.
b) Test the plumbing trenches beneath slabs for minimum compaction
requirements.
c) Inspect the footing trenches for proper width, depth, reinforcing size and
placement. Inspect the slabs for proper thickness, reinforcing size and
placement, sand thickness and moisture barrier placement.
9. The following allowable foundation and lateral pressures maybe used for design
of foundations on certified soils for structures which have continuous footings
having a load of less than 2,000 plf and isolated footings with loads of less than
50,000 lbs.
a) Our tests and calculations indicate that an allowable bearing capacity of
2,000 psf for continuous and isolated footings may be used. The allowable
soil bearing pressure provided herein is for dead plus live loads and may be
increased by one -third for wind and seismic loading.
b) The allowable soil bearing pressure provided herein was determined for
footings having a minimum width of 12 inches and a minimum depth of 12
inches below the lowest adjacent ground surface. This value may be
increased per Uniform Building Code for additional width and depth if
needed.
c) An allowable lateral bearing pressure of 150 psf per foot of depth may also
be used for all structures except retaining walls. The lateral bearing earth
VINJE H MIDDLETON ENQINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, CaG(mma 920291229 • Phmw (760) 743 -1114 • Fax (760) 739.0343
GEOTECHNICAL INVESTIGATIONS QRADINQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 6
pressure may be increased by the amount of the designated value for each
additional foot of depth to a maximum of 1,500 psf.
B. Retaining Walls. Lateral Load Parameters
1. The following earth pressures based on the finish grade very low expansive "cut"
soils, should be used for design of retaining walls:
a) Use a friction angle of 38 degrees.
b) Use a wet density of 118 pcf.
c) Use a coefficient of friction of 0.40 for concrete on soil.
d) Use an active pressure of 29 pcf equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface.
e) Use a active pressure of 42 pcf equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill.
f) Use an at rest pressure of 46 pcf equivalent fluid pressure for restrained
walls.
g) Use a passive resistance of 400 pcf equivalent fluid pressure for level
surface condition at the toe.
h) Use an allowable bearing capacity of 2,000 psf as described above.
2. Expansive clayey soils should not be used for backfilling of any retaining walls.
Retaining walls should maintain at least a 1:1 (horizontal to vertical) wedge of
granular non -expansive soil backfill measured from the base of the wall footing
to the ground surface. All retaining walls should be provided with a drain along
the backside as generally shown on the enclosed "Retaining Wall Drain" detail.
Specific drainage provisions behind retaining wall structures must be
inspected by this office prior to backfilling the wall. All backfill soils must
be compacted to a minimum of 90% of the corresponding maximum dry
density, ASTM 1557 -91.
Note: Because large movements must take place before maximum passive
resistance can be developed, use a minimum safety factor of 2.0 for wall sliding
VINIE B MIDDLETON ENCIINEERING, INC. 2450 Vineyard Awnue, #102, Escondido, California 92029/229 • Phunc (760) 743.1114 • Fax (760) 739 -0343
QEOTECHNICAL INVESTIGATIONS QRAOINQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESfIQATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 7
stability where structures or improvements are planned near or adjacent to the
top of the wall.
When combining passive and frictional resistance, the passive component
should be reduced by one - third.
3. The planting of large trees behind any retaining wall will adversely affect their
performance and should be avoided.
C. Seismic Coefficients
The following site specific seismic parameters for the above referenced project were
determined in accordance with the Uniform Building Code requirements. The
following parameters are consistent with the indicated project seismic environment
and may be utilized for project design work.
According to Chapter 16, Division IV of the 1997 Uniform Building Code
D. Setbacks
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
2. The outer edge of all slopes experience "down slope creep ", which may
cause distress to structures. If any structures including buildings, patios,
sidewalks, swimming pools, spas etc, are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
Expansive soils can cause structural damage to foundations, interior and exterior
slabs and walls. The economically feasible precautions that can be taken and
recommended herein will only minimize the potential of volumetric changes due to
changes in moisture content.
VIN1E B MIDDLETON EN(;TNEERINQ, INC. 2450 Vineyard Aswnue, •102, Escondido, California 910291219 • Phonc (760) 743 -1114 • Fax (760) 739-0343
CEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERCTESTING ENVIRONMENTAL INVESTIGATIONS
Seismic Response Coefficients
Site Soil
Seismic
Seismic
Na
Nv
Ca
Cv
Ts
To
Profile
Seismic
Zone
Source
Type
Zone
Factor
Type
Sc
4
0.4
B
1.0
1.0
0.40
0.56
0.560
0.112
According to Chapter 16, Division IV of the 1997 Uniform Building Code
D. Setbacks
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
2. The outer edge of all slopes experience "down slope creep ", which may
cause distress to structures. If any structures including buildings, patios,
sidewalks, swimming pools, spas etc, are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
Expansive soils can cause structural damage to foundations, interior and exterior
slabs and walls. The economically feasible precautions that can be taken and
recommended herein will only minimize the potential of volumetric changes due to
changes in moisture content.
VIN1E B MIDDLETON EN(;TNEERINQ, INC. 2450 Vineyard Aswnue, •102, Escondido, California 910291219 • Phonc (760) 743 -1114 • Fax (760) 739-0343
CEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERCTESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 8
"A COPY OF THIS REPORT MUST BE PROVIDED TO THE PROJECT
ARCHITECT /STRUCTURAL ENGINEER TO ENSURE THE
THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN
APPROPRIATE PLANS"
The concrete reinforcement recommendations provided herein should not be
considered to preclude the development of shrinkage related cracks, etc.; rather,
these recommendations are intended to minimize this potential. If shrinkage cracks
do develop, as is expected from concrete, reinforcements tend to limit the
propagation of these features. These recommendations are believed to be
reasonable and in keeping with the local standards of construction practice. Special
attention should be given to any "re- entrant' corners ( ±270 degree corners) and
curing practices during and after concrete pour in order to further minimize
shrinkage cracks.
E. Slopes
All slopes should be landscaped with types of plants and planting that do not require
excessive irrigation. Excess watering of slopes should be avoided. Slopes left
unplanted will be subject to erosion. The irrigation system should be installed in
accordance with the governing agencies.
Water should not be allowed to flow over the slopes in an uncontrolled manner.
Until landscaping is fully established, plastic sheeting should be kept accessible to
protect the slopes from periods of prolonged and/or heavy rainfall. Berms should
be constructed along the top edges of all fill slopes. In no case should water be
allowed to pond or flow over slopes.
Brow ditches should be constructed along the top of all cut slopes sufficient to guide
runoff away from the building site and adjacent fill slopes prior to the project being
completed.
F. Drainage
The owner /developer is responsible to insure adequate measures are taken to
properly finish grade the building pad after the structures and other improvements
are in place so that the drainage waters from the improved site and adjacent
properties are directed away from proposed structures in accordance with the
designed drainage patterns shown on the approved plans.
VIN3E B MIDDLErON ENGINEERING, INC. 2450 Vineya.d Awnue, #102, Escondido, Ca®fo is 920294229 • Phone (760) 743 -1214 • Fax (760) 739.0343
QEOTECBNICAL INVESTIGATIONS GRA IKSLIPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 9
A minimum of two percent gradient should be maintained away from all foundations.
Roof gutters and downspouts should be installed on the building, all discharge from
downspouts should be led away from the foundations and slab to a suitable location.
Installation of area drains in the yards should also be considered.
Planter areas adjacent to foundations should be provided with damp /water proofing,
using an impermeable liner against the footings, and a subdrainage system within
the planter area.
It should be noted that shallow groundwater conditions may still develop in
areas where no such conditions existed prior to site development. This can
be contributed to by substantial increases of surface water infiltration
resulting from landscape irrigation which was not present before the
development of the site. It is almost impossible to absolutely prevent the
possibility of shallow groundwater on the entire site. Therefore, we
recommend that shallow groundwater conditions be remedied if and when
they develop.
The property owner should be made aware that altering drainage patterns,
landscaping, the addition of patios, planters, and other improvements, as well as
over irrigation and variations in seasonal rainfall, all affect subsurface moisture
conditions, which in turn affect structural performance.
1KC390114,'T,1 �] �T3iI�I►1
It should be noted that the characteristics of as- compacted fill may change due to post -
construction changes from cycles of drying and wetting, water infiltration, applied loads,
environmental changes, etc. These changes can cause detrimental changes in the fill
characteristics such as in strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
The owner /developer should be made aware of the possibility of shrinkage cracks in
concrete and stucco materials. The American Concrete Institute indicates that most
concrete shrinks about 'A inch in 20 feet. Separation between construction and cold joints
should also be expected.
The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork
and driveways depend on many factors, the most important of which is the amount of water
in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete
VINJE 9 MIDDLETON ENCy1NEERINQ, INC. 2450 Vineyard Avenue, ♦102, Esc.dida, California 92029.1229 • Ph.. (760) 7431214 • Fax (760) 739 -0343
QEOTECHNICAL INVESfIQATIONS QRADINQ SUPERVISION PERC TESTINQ ENVIRONMENTAL INVESCIQATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 10
shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by
reducing the amount of water in the mix. To keep shrinkage to a minimum, the follow ng
should be considered:
A. Use the stiffest mix that can be handled and consolidated satisfactorily.
B. Use the largest maximum size of aggregate that is practical, for example concrete
made with 3/a inch maximum size aggregate usually requires about 40 pounds
(nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate.
C. Cure the concrete as long as practical.
The amount of slab reinforcement provided for conventional slab -on -grade
construction considers that good quality concrete materials, proportioning,
craftsmanship, and control tests where appropriate and applicable are provided.
This office is to be notified no later than 2 p.m. on the day before any of the
following operations begin to schedule appropriate testing and /or inspections.
A. Fill placed under any conditions 12 inches or more in depth, to include:
1. Building pads.
2. Street improvements, sidewalks, curbs and gutters.
3. Utility trench backfills.
4. Retaining wall backfills.
5. The spreading or placement of soil obtained from any excavation (footing or
pool, etc.).
B. Inspection and testing of subgrade and basegrade beneath driveways, patios,
sidewalks, etc., prior to placement of pavement or concrete.
C. Moisture testing.
D. Foundation inspections.
E. Any operation not included herein which requires our testing, observation, or
inspection for certification to the appropriate agencies.
VINIE ® MIDDLElON ENGINEERINQ, INC. 2450 Vineya.d Aw.,, #102, Escondido, Ca9(arnia 92029.1219 • Pha (760) 7431214 • Fax (760) 739.0343
QEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING EM'IRONMENTAL INVESTIGATIONS
As- Graded Compaction Report, Parcel #3, Encinitas TM #97 -201
January 17, 2000
Page 11
VI. LIMITATIONS
Our description of grading operations, as well as observations and testing services herein,
have been limited to those grading operations performed periodically from February 2,
1999, though August 2, 1999. The conclusions contained herein have been based upon
our observations and testing as noted. No representations are made as to the quality or
extent of materials not observed and tested.
The attached drawing details the approximate locations of cuts, fills, and locations of the
density tests taken and is applicable to the site at the time this report was prepared. This
report should be considered valid for permit purposes for a period of six months and is
subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME
INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME
NECESSARY.
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #99 -390 -F will help to expedite our response to your
inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje i co 1
GE #863
RMV /MS /mpr t� °T�
Distribution: Addressee (6)
mprlfil Icc ntl49- 390-f.ag3
1•
Esp.
Mehdi Shariat
RCE #46174
f4�.4617A
� EYd? 12.31 -02
>t;
�\ %yam CNII �P
VINJE B MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue, #102, Escondido, California 92019/229 • Phone (760) 7431214 • 1. (760) 739 -0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERCTESTING ENVIRONMENTAL INVESTIGATIONS
JOB NO:
99 -390 -F
NAME:
RMCI Development
LOCATION:
Double LL Ranch Road, Olivenhain
LABORATORY COMPACTION TEST RESULTS PARCEL #3 AND COMMON
DRIVEWAY TO PARCEL #4:
Soil Type 1: Dark to Olive Brown Sandy to Silty Clay (Topsoils)
Maximum Dry Density: 113.2 pcf
Optimum Moisture: 15.5%
Soil Type 2: Olive -Green to Grey Claystone (Bedrock) **
Maximum Dry Density: 111.3 pcf
Optimum Moisture: 17.8%
Soil Type 3: Tan to Brown Fine Grained Sandstone (Bedrock) **
Maximum Dry Density: 119.9 pcf
Optimum Moisture: 112%
Soil Type 6: Tan Sandy Clayey Silt
Maximum Dry Density: 117.7 pcf
Optimum Moisture: 14.8%
* *From our "Preliminary Geotechnical Investigation" report dated May 27, 1997,
Job #97 -145 -V
mpr\fllcontic&- fpO
JOB NO: 99 -390 -F
NAME: RMCI Development
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Pad Construction, Parcel #3 and Common Driveway, to Parcel #4
Date
1999
Test
No.
Location
El.
Of
Fill In
Ft
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
02/24
1
Parcel 3 and 4, Driveway, Station 0 +60
249
29.8
96.8
113.2
85.5
UC 4, Keyway, Test Failed
i
2
Parcel 3 and 4, Driveway, Station 0 +70
249
19.9
103.0
113.2
91.0
Retest #1
03/02
3
Parcel 3 and 4, Driveway, Station 0 +30
250
24.3
101.2
111.3
90.9
03/02
4
Parcel 3 and 4, Driveway, Station 1 +35
259
21.9
104.0
113.2
91.9
03/02
5
Parcel 3 and 4, Driveway, Station 1 +00
252
20.0
102.0
113.2
90.1
03/03
6
Parcel 3 and 4, Driveway, Station 0 +50
254
28.2
99.5
113.2
87.9
UC -3', Keyway, Test Failed
03/03
7
Parcel 3 and 4, Driveway, Station 3 +15
300
18.1
102.9
117.7
87.4
UC -2', Keyway, Test Failed
03/03
8
Parcel 3 and 4, Driveway, Station 0 +65
254
24.3
104.8
113.2
92.6
Retest #6
03/03
9
Parcel 3 and 4, Driveway, Station 3 +10
300
17.0
1071
117.7
91.1
Retest #7
03/04
10
Parcel 3 and 4, Driveway, Station 5 +05
304
23.0
103.7
113.2
91.6
03/04
11
Parcel 3 and 4, Driveway, Station 1 +25
256
16.9
107.0
117.7
90.9
12
Parcel 3 and 4, Driveway, Station 2 +31
283
21.8
101.1
111.3
90.8
03/04
13
Parcel 3 and 4, Dnveway, Station 4 +80
306
17.6
109.5
117.7
93.1
03/04
14
Parcel 3 and 4, Driveway, Station 5 +20
308
18.1
109.0
117.7
92.6
03/04
15
Parcel 3 and 4, Driveway, Station 5 +00
310
17.7
109.5
117.7
93.0
03104
16
Parcel 3 and 4, Driveway, Station 5 +60
306
17.4
108.8
117.7
92.4
UC -3', Keyway
03/04
17
Parcel 3 and 4, Driveway, Station 5 +50
308
16.9
108.3
117.7
92.0
03/04
18
Parcel 3 and 4, Driveway, Station 5 +40
310
20.8
102.1
113.2
90.2
03/04
19
Parcel 3 and 4, Driveway, Station 3 +90
307
17.8
109.0
117.7
92.6
UC -2', Keyway
03%04
20
Parcel 3 and 4, Driveway, Station 5 +15
312
16.6
107.8
117.7
91.6
03/04
21
Parcel 3 and 4, Driveway, Station 1 +23
261
155
101.9
113.2
90 0
JOB NO: 99 -390 -F
NAME: RMCI Development
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Pad Construction, Parcel #3 and Common Driveway, to Parcel #4
Date
1999
Test
No.
Location
El.
Of
Fill In
FL
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
03/05
22
Parcel 3 and 4, Driveway, Station 2 +20
280
18.1
10310
113.2
91.0
i
23
Parcel 3 and 4, Driveway, Station 2 +75
295
17.4
109.0
117.7
92.6
03/05
24
Parcel 3 and 4, Driveway, Station 3 +30
304
18.2
106.8
117.7
90.7
03105
25
Parcel 3 and 4, Driveway, Station 6 +00
312
16.9
107.2
117.7
91.1
03/05
26
Parcel 3 and 4, Driveway, Station 4 +50
312
17.5
107.1
117.7
90.0
03/08
27
Parcel 3 and 4, Driveway, Station 6 +25
316
21.3
104.9
113.2
92.7
Remove and Re- Compact 2'
03/08
28
Parcel 3 and 4, Driveway, Station 7 +50
318
20.9
103.7
113.2
91.6
Finish Grade
03/08
29
Parcel 3 and 4, Driveway, Station 3 +95
310
20.0
1082
117.7
91.9
03/09
30
Parcel 3, Lower Pad
306
14.6
107.8
117.7
91.6
UC -2', Keyway
03/09
31
Parcel 3, Lower Pad
307
16.3
110.2
117.7
93.6
0 "r19
32
Parcel 3, Lower Pad
309
15.6
108.8
119.9
90.8
d
33
Parcel 3, Lower Pad
310
15.0
108.7
119.9
90.6
03/09
34
Parcel 3, Lower Pad
310
15.1
110.3
119.9
92.0
03/10
35
Parcel 3 & 4, Driveway, Station 3 +40 to 3 +80
314
13.3
108.1
119.9
90.2
Slope Repair
03/10
36
Parcel 3 & 4, Driveway, Station 3 +40 to 3 +80
316
13.9
109.8
119.9
91.5
Slope Repair
03/10
37
Parcel 3 and 4, Driveway, Station 1 +50
270
17.4
109.1
117.7
92.7
03/10
38
Parcel 3 and 4, Driveway, Station 1 +20
265
18.0
109.8
117.7
93.3
07/20
39
Parcel 3, Lower Pad
311
21.5
105.3
111.7
94.3
07/21
40
Parcel 3, Lower Pad
313
17.2
98.0
111.7
87.7
Finish Grade, Test Failed
07122
41
Parcel 3, Lower Pad
313
19.0
101.3
111.7
907
Retest #40
07;22
42
Parcel 3, Upper Pad, In Place Density, "Cut"
316
16.0
103.5
111 7
92 .7
Finish Grade
JOB NO: 99 -390 -F
NAME: RMCI Development
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Pad Construction, Parcel #3 and Common Driveway, to Parcel #4
U. Jndercut
mprVillcontQ9-39D-f tr3
El.
Field
Lab
Of
%
Dry
Dry
%
FDa.te
Fill In
Field
Density
Density
Relative
Test
Ft.
Moisture
Pcf
Pcf
Comp.
Comments
9
No.
Location
08;02
43
Parcel 3 & 4, Driveway, Station 1 +25
268
16.1
103 0
111.7
922
Finish Grade
U. Jndercut
mprVillcontQ9-39D-f tr3
ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT
(a)
Typical - no scale
4TI ON JOINTS
2ACTION JOINTS
(C)
(b)
u
RE- ENTRANT C(
REINFORCEMEN'
NO.4 BARS PL
BELOW TOP OF
NOTES:
ENTRANT
NER CRACK
Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c)may occur (reference ACI).
2. In order to control cracking at the re- entrant corners ( ±2700 corners), provide reinforcement as shown in (c).
3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification
and changes by the project architect and /or structural engineer based upon slab geometry, location, and other
engineering and construction factors.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 12
TRAPEZOIDAL CHANNEL ANALYSIS
NORMAL DEPTH COMPUTATION
December 23, 1999
2:i.:e)y.1 .No ;1flylER2 Y"
DESCRIPTION
Flow Rate ( cfs) .............. ...............................
Channel Bottom Slope ( ft/ ft) . ...............................
Manning's Roughness Coefficient (n- value) ...................
Channel Left Side Slope ( horizontal /vertical) ...............
Channel Right Side Slope ( horizontal /vertical) ..............
Channel Bottom Width ( ft) .... ...............................
COMPUTATION RESULTS
DESCRIPTION
Normal Depth ( ft )......• ......................
Flow Velocity (fps)•••••••••••••• " " " '• " "
Froude Number ...................
•••••••••••••
Velocity Head (ft)•••••••••••••••••••••••••'•
Energy Head (ft) .............................
Cross - Sectional Area of Flow (sq ft) ••••••••••
Top Width of Flow (ft) ••••••••••••••••••••-•••
fi!771e�
i;UF
0.015
1.54
1.54
0.25
Q N ' A_ p V
4
------------
VALUE
�F:....... `PC)
2�
1.21 �� upG0 ZXpTN
p
'
7.38
" T40: 29577
m
Exp. 3/31 /03
Lu
0.855
2.05
• .
*
2.54
3.97
N il- ��
�Tc
— _— _-- --- — __ ----------
HYDROCALC Hydraulics for Windows, Version 1.2a Copyrig 1996
Dodson t Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069
Phone:(281)440 -3787, Fax:( 281) 440 - 4742, Email:software @dodson- hydro.com
All Rights Reserved.
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f �• IL�NOCE tZI
"PV(, 4 8.5t IFS N°°� 7 o.(7,c1 = a.Hfr hW
y 6A, PO G� T O 4444 1L•P✓c OKP,G"gE r7/
6 T. n. .cm. 121 0 1 enl.ci
21 6ecice.1.111 1 ca. (1) h
4 41..1'.1 .cIl..4 ..nr..en Q(�OF SS /0,
•• •' D%. uob. n.vu a. 6 �O E A. p'HC
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a 5 Exp.3/31/03
sT CIVIC
Iz6PV( 12 HEADWATER DEPTH FOROFCAUFOP
^2,A<r CONCRETE PIPE CULVERTS
WITH INLET CONTROL
BUREAU Of PUBLIC ROADS JAN. 1963
ld=7—
,OEO 'D (-1k) Z-F -Tip/ = S. C54 F F
3.6,-,f 4.4 Tf,e�FOle� 24 �S
lvneeec�AX-°zT 'o41AC
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HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 3.1A Release Date: 2/17/92 License ID 1386
Analysis prepared by:
PASCO ENGINEERING, INC.
535 N. HIGHWAY 101, SUITE A
SOLANA BEACH, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
---------- ----------------- ---- --
TIME /DATE OF STUDY: 13:32 6/ 4/1999
wwwwwxwRxxxxRwRxxRRxrxRRxR DESCRIPTION OF STUDY # }1tt # ## #f lffffRRxxRR *Rf 1f
• CHECK CAPACITY OF 24" RCP AT 10.75%
• NODE 10
• ADDENDUM TO HYDRO. REPORT FOR ZAHOOR ABBASI 6 -4 -99 MS +
RxRfRRxkxxRRRRR# RRRxRRRRRRRfRYRRxfflfiff llfffiffif #ff # #i #ifif lflfRRRxf #x#f
ff} 1f111111fffrlf *f}lfiff*f #f}f + }f } } }f } * * * *R111 k* *111111ff *f }1* * * # * * **1f ** **
» » PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
PIPE DIAMETER(FEET) = 2.000
FLOWDEPTH(FEET) = 1.900
PIPE SLOPE(FEET /FEET) _ .1075
MANNINGS FRICTION FACTOR - .013000
sssssss- ----- s=====ss svevasas sssassssasassssssssssasssssssss ssssssssssassss
NORMAL -DEPTH FLOW INFORMATION:
----------
NORMAL DEPTH(FEET) = 1.90
FLOW AREA(SQUARE FEET) = 3.08
FLOW TOP- WIDTH(FEET) _ .872
FLOW PRESSURE + MOMENTUM(POUNDS) = 4169.75
-4 FLOW VELOCITY(FEET /SEC.) = 25.852
FLOW VELOCITY HEAD(FEET) = 10.378
HYDRAULIC DEPTH(FEET) - 3.54
FROUDE NUMBER = 2.423
SPECIFIC ENERGY(FEET) = 12.28
8INCR 79.7 CFS >
3 oF,4
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HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 3.1A Release Date: 2/17/92 License ID 1388
Analysis prepared by:
PASCO ENGINEERING, INC.
535 N. HIGHWAY 101, SUITE A
SOLANA BEACH, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
TIME /DATE OF STUDY: 11: 5 6/ 7/1999
ffff!•wi :wrxxfxxef iwxfwe ** DESCRIPTION OF STUDY ♦fi :fw * * * *iiiff + #rtrtfffffr:
• CALCULATE DEPTH OF FLOW AND FLOW VELOCITY FOR 24" RCP t
• TRES VISTAS ESTATES
• Q100 +
#t # #ritlftrf rfflf+ ti# tfi fiif #iiitartRff #k # * * * * * * ** * *iif if #ffx4frt #!rlffitft
## # #r # # # #+1lf iff4 # #lfki * #f kf * *** *► #if #wiiwtt iii #t #iilf!!f!lrirtltif k#f tf rffr
>>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
-----------------------------------
PIPE DIAMETER(FEET) = 2.000
PIPE SLOPE(FEET /FEET) _ .0986
PIPEFLOW(CFS) = 27.54
MANNINGS FRICTION FACTOR = .013000
CRITICAL -DEPTH FLOW INFORMATION
CRITICAL DEPTH(FEET) = 1.82
CRITICAL FLOW AREA(SQUARE FEET) = 3.001
CRITICAL FLOW TOP- WIDTH(FEET) = 1.147
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 651.46
CRITICAL FLOW VELOCITY(FEET /SEC.) = 9.178
CRITICAL FLOW VELOCITY HEAD(FEET) = 1.31
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.62
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.13
NORMAL -DEPTH FLOW INFORMATION:
----------------------------------------------------------------------------
JCNORMAL DEPTH(FEET) _ .864
FLOW AREA(SQUARE FEET) = 1.30
FLOW TOP- WIDTH(FEET) = 1.982
FLOW PRESSURE + MOMENTUM(POUNDS) = 1159.68
FLOW VELOCITY(FEET /SEC.) = 21.177
FLOW VELOCITY HEAD(FEET) = 6.964
HYDRAULIC DEPTH(FEET) _ .66
FROUDE NUMBER = 4.607
SPECIFIC ENERGY(FEET) = 7.83
I 30 or 3l'l
b' min
PLAN
Concrete Channel
fnt;t "A (IVp)
Rock
70 or
ification
Claifi Cion
x u
00,W
2 Backing
TIGI
) -B
/4 Ton
1.0
/2 Ton
P. -10
�1
1.4
3/g•
19 -12
Lirht
2.0
_
112'
12.14
1/: ion
2.7
3 /4' -
14 -16
-
7.4
L
>
1
t`
v
O
Thickness . 1 Foot or T.
'hichever is less
c
_ c
115E
0
STp� r S F c:�✓
1
3
o
<�
I 30 or 3l'l
b' min
PLAN
Concrete Channel
fnt;t "A (IVp)
16 • IB 2 Ton
1 - tlith Sill
Type 2 - t)ithoo[ sill
l l l:i cl.ncsx of Pinr:e;
Pile 0 ?:mctcr
t` Patton GidtL of Concrete Chnlne:
:fried on Plans
Lccfic, Of RIP 'P A -10 F
k ipso
P -I O[i ;y
Rock
Th1 kness
c
ification
Claifi Cion
x u
(T) Ft.
2 Backing
TIGI
) -B
/4 Ton
1.0
/2 Ton
P. -10
1 To
16 • IB 2 Ton
1 - tlith Sill
Type 2 - t)ithoo[ sill
l l l:i cl.ncsx of Pinr:e;
Pile 0 ?:mctcr
t` Patton GidtL of Concrete Chnlne:
:fried on Plans
Lccfic, Of RIP 'P A -10 F
k ipso
P -I O[i ;y
Rock
Th1 kness
c
1'i Cr clans•[
U;ner Laver
Ft /Sec.
Claifi Cion
x u
(T) Ft.
Sec. 20�= �e`c. 497^
) -B
) Back'-3
:10. 2 CaCkin3
1.0
P. -10
Fzcin7
1.4
3/g•
19 -12
Lirht
2.0
_
112'
12.14
1/: ion
2.7
3 /4' -
14 -16
112 Ton
7.4
11 -
1 "-
�.70
-
Filter Clintet
Thickness . 1 Foot or T.
'hichever is less
115E
STp� r S F c:�✓
1
_
Sill 420•C -2000
Class concrete.
if sho•.m on Plans.
ELEVATION
2-
Dr" 2
! \•IK10 1r Iwl ] \\ L.1 nil
[rww -w[ 1 r1lpi
ou nER D -40
S+nd
!md
Z
Secf;on A.A
ROTES:
1. Type of ripraP
a. Regular Quarry Stone.
• b. Broken Concrete if shown, on Plans.
e. Cobbles not acceptable.
2. Gradation and Placenent as Specified in
Regional Stendards Co". Std. Spec. Prov.
Sec. 200 -1.6 and Sec. 3o0 -C.
Y'3. Riprap is to be placed over a filter
blanket which nay be granular material
or plastic filter cloth.
a. Granular naterial Specs. in Table
above.
I b. Plastic filter cloth specs.-in Reg. Ste,.
Co.—.. Std. Spec. Prov. Sec. 200 -1.7- .
4. If desired riprap and filter blanket class is
not available, use larger class.
"4.* Standard Specifications for PubTic l,'orts
Construction by So. CA Chap, of APIA i s ArC
SAN DIEGO AFGIONAL STANDARD D12A7'/ING fires on Cy nppro:ad Dal,
RIP RAP EI ?ERGY DISSIPATOR
I
HW
--L-
HW
_r WATER ....
PROJECTING ENO - UNSUBMERGEO
PROJECTING END - SUBMERGED
Is]
MITERED END- SUBMERGED
INLET CONTROL
Figure I
5 -2
11-67
z q-
<FGL PiPFS if/LE iuc�T �,u77�L
ISO -10,000
168 8,000 EXAMPLE (I) (2) (3)
156 D•421.ch.. U.5 Ha) 6.
6,000 6.
144 5.000 O.IZa cl. 5.
-4,000 ys mw 6. 5.
132 D f..t
3,000 It) 2.5 e.e 5' 4. q,
Iz0
(2) 2.1 7.4
108 2,000 (3) 2.2 7.7 4. 3.
'D 1. 1.0 __ _ 3. A 0(�
96 1,000 3 7 L LY
Boo
84
600 boo �� r - 2 ss B6Pi rfw
N
72 400 2'
= 7 300 1.5 1. I 5 . - 7,
z N / \ IS`BK� Ue(aEZp
Z- 60 zoo k w I S
0 '
r
/•3 Fl/1*v
s 34 ?• 3 ./• his •�P✓r ac�,c�sDa 3 FT- lfw
U.1 45 100 n Lp/ Z 1.1 - ...' o K
0 0 u i42 60 y o_ I.0 N7cc 3!
w
0 pp 0 50 O A L ENT
,YPEGE 1.0
LAI
F 9 9
�% L w 10 „ f' guar .eg..Itn Q
cot �P E 3 27.6 � n.ee.ml a .9
/ li "� } - � cr n.ve..11 .nA' 10 = ... 0. �- B 0.'2 S 2b
0 / )L-)52E
/ 131 �• creou. Ana - 0.7D 0.7
27 r�2'�6 �� vreLel inv D K I o.7A FT. 60
.l,l -', rZ NIyLaK� MRS s:.l
%. •' 7
4 „PV 4 /'• 8.S% IFS a .'� '7 -- •O.HKI = D.61fr hl*) t j/ G�4 7 0 �z`AC o�cPALt0. =sa/
6ARCP 6 Te m. ¢a1. 121 e I Dr ei.et,
21 4 nerl.ent.ur 1 c.l. 111 * s oQPOFESSJp�4
uu rtrel nelin.e . through
3 �Ilu.liel.e, 6 yAe A. P,qs etc
fuP ; ac w No. 29577 n'
5 Exp. 3/31/03
I.o 5
ST CIVR
IVAK 2 HEADWATER DEPTH FOR! 9TFOFCpl -,
^E-A<? CONCRETE PIPE CULVERTS
WITH INLET CONTROL
BUREAU OF PUBLIC ROADS JAN 1963
- SINCE ,4V�4 /L . Ilk) Z5P7'1 O fT
DEF7Tt-1
z4 1,5
D,� .
�17'Ar f
wewww wwwwwwwwwww wawewwrwwraaaaaa+ wwwwwrrwwwwaawrarwaaaaaw of awa wwrrrera♦wrraa
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 3.1A Release Date: 2/17/92 License ID 1388
Analysis prepared by:
PASCO ENGINEERING, INC.
535 N. HIGHWAY 101, SUITE A
SOLANA BEACH, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
TIME /DATE OF STUDY: 13:32 6/ 4/1999
w. wr wRf #wRrww *RwR: wr rweRfx DESCRIPTION OF STUDY *•R•RR *RRf Rfflf lfffff /lf 1R
• CHECK CAPACITY OF 24" RCP AT 10.758
• NODE 10
• ADDENDUM TO HYDRO. REPORT FOR ZAHOOR ABBASI 6 -4 -99 MS
rrft#wf #f tffffffwfff #tlfflffwfRRRkRRRRRfffllf lR!!!!!!!!!ff#f#RwRRRkRRRf lfw
>>>>PIPEFLOW HYDRAULIC INPUT INFORMATION« <<
----------------------------------------------------------------------------
PIPE DIAMETER(FEET) = 2.000
FLOWDEPTH(FEET) = 1.900
PIPE SLOPE(FEET /FEET) . .1075
MANNINGS FRICTION FACTOR - .013000
..................................... a._==._. ...._ ....... =..---.............
NORMAL -DEPTH FLOW INFORMATION:
NORMAL DEPTH(FEET) = 1.90
FLOW AREA(SQUARE FEET) = 3.06
FLOW TOP- WIDTH(FEET) = .872
FLOW PRESSURE + MOMENTUM(POUNDS) _
FLOW VELOCITY(FEET /SEC.) = 25.852
FLOW VELOCITY HEAD(FEET) = 10.378
HYDRAULIC DEPTH(FEET) = 3.54
FROUDE NUMBER = 2.423
SPECIFIC ENERGY(FEET) = 12.28
N .29577
Exp. 3/31/03
C)
4169.75
Fl
LA
�i7 1< i7e3 Z?�:1'17:7_[ ►/>1I�1:7�1�I:ii
FOR
ZAHOOR ABBASI
P.O. BOX 462885
ESCONDIDO, CA 92046 -2885
PREPARED BY:
PASCO ENGINEERING, INC.
535 NO. HIGHWAY 101, STE. A
SOLANA BEACH, CA 92075
(619)259 -8212
EXP. 3131 199
WAYWt PASCO, RCE 2 577
V7
OQKUY�J�r(1i�•�� .
c-lil�Q�P�E
No.29577
Exp. 3/31/99
Cfvl1. 1P
JP� 29
f
TABLE OF CONTENTS
IINTRODUCTION ......................................................... ..............................I
IIDISCUSSION ................................................................ ..............................I
IIICONCLUSION .............................................................. ..............................I
IV HYDROLOGY CALCULATIONS ............................ ...........................2 -22
V HYDRAULIC CALCULATIONS ....................... ............................... 23- 27
VIAPPENDIX ........................................................... ............................... 'C8- 59
VIIEXHIBIT "A ......................................................... ...............................
1. INTRODUCTION
The purpose of this report is to address the impact that storm runoff has on the
proposed development of Lot 6 of Map 13320.
Lot 6 is geographically located at North 33 003'45" latitude and West 117 °13'15"
longitude. It is physically located on the southside of Double LL Ranch Road,
approximately 800 feet west of Lone Jack Road.
Based on the information contained in this report, recommendations will be made
as to the size and type of drainage structure to be used and shown on the grading
plan for TM 97 -219.
II. DISCUSSION
The development of Lot 6 consists of 5 graded pads with a private access road off
of Double LL Ranch Road and private driveways to access each pad. The nature
of the development requires fairly remote pads with long driveways that traverse
the drainage areas and swales. Therefore, the drainage structures proposed on the
grading plan consist of D -75 brow ditches, headwalls, short culverts, and rip -rap.
All of the culverts are inlet controlled.
The Hydrologic Soils Group for the entire project is "D" and the rural area
runoff coefficient is 0.45. Refer to the hydrology calculations and exhibit "A"
for runoff calculations and the drainage area map showing the node locations.
Refer to hydraulic calculations for the headwater pipe sizing sheet. Each culvert
is identified by node and corresponds to exhibit "A ". Refer to the appendix for
supporting documents.
III. CONCLUSION
Based on the data and calculations contained in this report, it is the professional
opinion of Pasco Engineering that the storm drain structures as proposed on the
corresponding grading plan will adequately intercept, contain and convey Qioo to
an appropriate discharge point.
r
IV HYDROLOGY CALCULATIONS
?Alp
t
fwrffwffrfrrrrr rref rwefffrf rf rf rffrrrr +if ere :frrefffr *f efrrrrrrrrrerrrrrrrf♦
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 1.3A Release Date: 3/06/92 License ID 1388
Analysis prepared by:
Pasco Engineering, Inc.
535 Norht Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. (619) 259 -8212 Fax (619) 259 -4812
----------------------------------------------------------------------------
FILE NAME: 710.DAT
TIME /DATE OF STUDY: 9:45 2/17/1998
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) - 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) - 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
+ +f rfw*#1 i+ f## rrrfrrfwwt• wwwwwwwwwwwwww+ kf+ wf #w + +rwwitrfw + # # + #1 + ++ + * *w #fwr #r
FLOW PROCESS FROM NODE 126.00 TO NODE 124.00 IS CODE = 21
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW - LENGTH = 240.00
UPSTREAM ELEVATION - 334.00
DOWNSTREAM ELEVATION - 319.00
ELEVATION DIFFERENCE = 15.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.841
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.937
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) = .31 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 126.00 TO NODE 124.00 IS CODE = 1
---- ---- -------- --------- - - -- -- — -------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
TOTAL NUMBER OF STREAMS = 2
z
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.84
RAINFALL INTENSITY(INCH /HR) = 4.94
TOTAL STREAM AREA(ACRES) _ .31
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .69
»fffffff »fff exf xr *xxrrffffe » »+ :ri: rf ffe »rtf xrxxfff »ffrxrrrrr *fxxr # * * *rxreff **
FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 318.80
DOWNSTREAM ELEVATION = 317.30
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.330
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.874
SUBAREA RUNOFF(CFS) _ .51
TOTAL AREA(ACRES) _ .29 TOTAL RUNOFF(CFS) _ .51
#ik ## # ## # #if# # * *r * * » * * * # # ## iii ## #1f #f * *ff *fffffff #frtif rt #f4fft *i # #iikxRffff ##
FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 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.) = 14.33
RAINFALL INTENSITY(INCH /HR) = 3.87
TOTAL STREAM AREA(ACRES) _ .29
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .51
** CONFLUENCE DATA **
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 .69
9.84
4.937
.31
2 .51
14.33
3.874
.29
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 1.09
9.84
4.937
2 1.05
14.33
3.874
COMPUTED CONFLUENCE
ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
1.09 Tc(MIN.) =
9.84
TOTAL AREA(ACRES) _
.60
z
liilffftfa4a4 #!a #af t4# 4# tlt fl iiffl RiiRkwRi #RiR! # #4R4 #444444Riifi #f afffff +i tf
FLOW PROCESS FROM NODE 124.00 TO NODE 122.00 IS CODE = 4
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
_____________________________________________
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.9
UPSTREAM NODE ELEVATION - 316.30
DOWNSTREAM NODE ELEVATION - 307.80
FLOWLENGTH(FEET) = 50.00 MANNING'S N .015
GIVEN PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.09
TRAVEL TIME(MIN.) _ .09 TC(MIN.) 9.93
+++l rrl: wwwwrriirl r++ rxxxxwxl wxwwwwwwwwl wwwwtwwwwwwfwrRwrRRwwfwwwwwwwwwwxxwx
FLOW PROCESS FROM NODE 124.00 TO NODE 122.00 IS CODE = 1
>>r»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.93
RAINFALL INTENSITY(INCH /HR) = 4.91
TOTAL STREAM AREA(ACRES) _ .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.09
w■ wRR+ axtrrwrRwxwwxxwwwxwwRRwRw++ wt+ ww+ rwwrwwwwwRf +xr +xw +ww + + +w +R # +ifrrirwri
FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 100.00
UPSTREAM ELEVATION = 309.80
DOWNSTREAM ELEVATION = 308.80
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 11.700
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.416
SUBAREA RUNOFF(CFS) _ .30
TOTAL AREA(ACRES) _ .15 TOTAL RUNOFF(CFS) _ .30
weirlf wrifrwxwwriil R+ w+ trwfrrrrrrxxxwwwwwrr lil4r #x4trrrrrr R•r Rrrtrr #Rr #rrrfr
FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 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.) = 11.70
RAINFALL INTENSITY(INCH /HR) = 4.42
TOTAL STREAM AREA(ACRES) - .15
z
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .30
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 1.09
9.93
4.907
.60
2 .30
11.70
4.416
.15
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 1.35 9.93 4.907
2 1.27 11.70 4.416
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.35 Tc(MIN.) = 9.93
TOTAL AREA(ACRES) _ .75
xwwRwkRxwwxx# r# trffrtrr#* atiwwkxxxRxl rrrx♦ wr# # #www #!!r # #rrtx # #wwx #k! # #ffrx *w
FLOW PROCESS FROM NODE 122.00 TO NODE 120.00 IS CODE . 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELT;ME THRU SUBAREA <<<<<
UPSTREAM NODE ELEVATION 307.80
DOWNSTREAM NODE ELEVATION = 272.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00
CHANNEL SLOPE _ .2983
CHANNEL FLOW THRU SUBAREA(CFS) = 1.35
FLOW VELOCITY(FEET /SEC) - 3.38 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 10.53
•rxrr wrrxrrrwr :rrx * *affirwwwxxtxrlrlrwrr wrx x# as :wiwwwxr :ltrtrx #! #wwx!lrerrrx
FLOW PROCESS FROM NODE 122.00 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.) = 10.53
RAINFALL INTENSITY(INCH /HR) = 4.73
TOTAL STREAM AREA(ACRES) _ .75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
fwwwrwrrifff ifrwrf wrffxwxxxatxf ixf i+ rrfr twrr# ! *lrrwwwx!lf xrlrlxwlrr!lrsx►!t!
FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 21
----------------------- ---- - ---------- ------- ---------- - -----------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
e
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 11.56(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 420.00
UPSTREAM ELEVATION = 350.00
DOWNSTREAM ELEVATION = 272.00
ELEVATION DIFFERENCE = 78.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SUBAREA RUNOFF(CFS) = 6.23
TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 6.23
FLOW PROCESS FROM NODE 121.00 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.) = 11.56
RAINFALL INTENSITY(INCH /HR) = 4.45
TOTAL STREAM AREA(ACRES) = 3.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.23
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 1.35
10.53
4.727
.75
2 6.23
11.56
4.449
3.11
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 7.21
2 7.50
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
Tc
(MIN.)
10.53
11.56
ESTIMATES
= 7.
3.86
INTENSITY
(INCH /HOUR)
4.727
4.449
ARE AS FOLLOWS:
50 TcWIN.) = 11.56
rrrrrffrfrrrrr ixrrrxxr :x xrtt *fif *ff *fff; *ffrrrrrfrr srrftrtrr *rrrrrftxrr :xrrtf
FLOW PROCESS FROM NODE 120.00 TO NODE 12.00 IS CODE = 8
----- - ---- ------ - - -- - ----------- -------- - -- - --------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
____________ _________---------
____________________
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 4.38 SUBAREA RUNOFF(CFS) = 8.77
TOTAL AREA(ACRES) = 8.24 TOTAL RUNOFF(CFS) = 16.27
TC(MIN) = 11.56
f++++++ r +i # #} }} }wwxx# } # #t + +ri :r } #}w :rf+ ifs+ ft + + + #}wwwxxr #} } #r : + + +wxxi#♦r } +r#
FLOW PROCESS FROM NODE 129.00 TO NODE 127.00 IS CODE = 8
--------- - -- ----------------------- -------- - ------------------------------
>> »)ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .27 SUBAREA RUNOFF(CFS) _ .54
TOTAL AREA(ACRES) 8.51 TOTAL RUNOFF(CFS) = 16.81
TC(MIN) - 11.56
#} i+# r} w}} wxwwxx#wrfiter #r +ffrf ♦ + #ww *wxwf Rfffrrrrff iftar # +wkxw # #if sr +r }r•ww+
FLOW PROCESS FROM NODE 128.00 TO NODE 127.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
--------------------- ------- --- -----_______________________
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .21 SUBAREA RUNOFF(CFS) _ .42
TOTAL AREA(ACRES) = 8.72 TOTAL RUNOFF(CFS) = 17.23
TC(MIN) = 11.56
tfffff lf* ifff####} i## ffff f# t* it} i*# fffffffffffff ff *ff #i *}#} *ffttiff *ff#i#f }x
FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 8
----------------------------
>>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
--------------------------------------------- -- -----------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .21 SUBAREA RUNOFF(CFS) _ .42
TOTAL AREA(ACRES) = 8.93 TOTAL RUNOFF(CFS) = 17.65
TC(MIN) = 11.56
#}##f ii}} i}}f}} i#}}} i} wwwxwwx fwfffi #r +ff +fttfff#fRrif #wffeef rff rftffrf *f wf :x
FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
---------------------------------------------- ------ -------- ----------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.8
UPSTREAM NODE ELEVATION = 230.00
DOWNSTREAM NODE ELEVATION = 222.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.65
TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 11.72
rew wwrrrrrrrwr #ww } # #}r }wxwxwxwxwf x}##}##•# i+# +rir + + :} } }rw }rxii # }i }rttri}Rwwx
FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 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.) = 11.72
RAINFALL INTENSITY(INCH /HR) = 4.41
TOTAL STREAM AREA(ACRES) = 8.93
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.65
tt trttttxtxtxxxttrw + :rtxrt rat+++++ rt rt et xxxxt wtt + :rrtrrr +rrrrterxxtrrrr + +rr:
FLOW PROCESS FROM NODE 111.00 TO NODE 11.00 IS CODE = 21
--------- ---- — --------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---------------------------------------- ------- ------- ---------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 258.80
DOWNSTREAM ELEVATION = 257.30
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.330
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.874
SUBAREA RUNOFF(CFS) _ .66
TOTAL AREA(ACRES) _ .38 TOTAL RUNOFF(CFS) _ .66
t+ t:++ rrrr+att++ ar+ xraraaaa +atr +rrrxxtxxxxxxxxxxxxra +rrw +arts + +rrr +rrt tent
FLOW PROCESS FROM NODE 111.00 TO NODE 11.00 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.) = 14.33
RAINFALL INTENSITY(INCH /HR) = 3.87
TOTAL STREAM AREA(ACRES) _ .38
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .66
** CONFLUENCE DATA
**
Tc
INTENSITY
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 17.65
11.72
4.411
8.93
2 .66
14.33
3.874
.38
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
18.23
11.72
4.411
2
16.17
14.33
3.874
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 18.23 Tc(MIN.) = 11.72
TOTAL AREA(ACRES) . 9.31
#rr #r * ** *** * ** *#r+ * *f r x w w******* r## r** r*ww# ww * * ** *+r * #r # #r ##r #t+ *##r #sr* *r ww
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE . 8
-
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.411
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .59 SUBAREA RUNOFF(CFS) = 1.17
TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 19.40
TC(MIN) = 11.72
frrfxrrrf a++++++++ xw* wwwxxrwrrwrrrx+ r* rffrr: r • :rr +ratwwxxxrxwrrwrfxfrrwwwrww
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 51
- --------------------------------------------------------------------------
» »>COMPUTE TRAPEZOIDAL CHANNEL FLOW « «<
»»>TRAVBLTIME THRU SUBAREA« «<
UPSTREAM NODE ELEVATION = 222.00
DOWNSTREAM NODE ELEVATION = 219.50
CHANNEL LENGTH THRU SUBAREA(FEET) 220.00
CHANNEL SLOPE _ .0114
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR - 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) . 19.40
FLOW VELOCITY(FEET /SEC) = 6.94 FLOW DEPTH(FEET) _ .96
TRAVEL TIME(MIN.) _ .53 TC(MIN.) - 12.25
# rwrrf* rs+ rs* rfx+ wrr*+ rr* f** iwtfri# t##*+###*# +*r**w *xx *wxwxxwxrr # *irR #awwxww
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 10
--------------------------------------------- ---- ---------------------- - -- -
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
* r* r•: rr:* r*+ r++ rr*+* r** r**+* r*+* r+ r* rr###+ r+ + ++ +r * *r*wxwwxwwxww+ *rrrr +a *rr:
FLOW PROCESS FROM NODE 126.00 TO NODE 314:00 IS CODE 21
--------------------------------------------1 A st CC) - -- -- --- ---- - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 14.21(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 600.00
UPSTREAM ELEVATION = 331.30
DOWNSTREAM ELEVATION = 314.00
ELEVATION DIFFERENCE = 17.30
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.895
SUBAREA RUNOFF(CFS) = 3.58
TOTAL AREA(ACRES) = 2.04 TOTAL RUNOFF(CFS) = 3.58
z
► ►efrrwfrwf ifi # #wfi►►►f•rri►arww #►♦ff rw :f + + *w * #f► ►►►ffr ► ►arrw * ►fawt war rrrwxx
FLOW PROCESS FROM NODE 343.00 TO NODE 342.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
------------------------------------------ -------------------------------
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.0
UPSTREAM NODE ELEVATION = 314.00
DOWNSTREAM NODE ELEVATION = 302.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES . 1
PIPEFLOW THRU SUBAREA(CFS) = 3.58
TRAVEL TIME(MIN.) . .10 TC(MIN.) = 14.31
w #ww #wfiwffr + *f : ■ + :ff rrtww : + + +rr wwww►xf efffwrti + : ++rt *k #+k►f + +rrf wrr :w * *x +fr
FLOW PROCESS FROM NODE 342.00 TO NODE 341.00 IS CODE - 53
----- --- -- -- -- ------------ -------- -- - -------- -- --------- -- - - ---
»» >COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
> »»TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION 302.00
DOWNSTREAM NODE ELEVATION = 264.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .2533
CHANNEL FLOW THRU SUBAREA(CFS) = 3.58
FLOW VELOCITY(FEET /SEC) = 4.31 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) . .58 TC(MIN.) = 14.89
* R#*##* R## fR*# f* fk# f* if+++ +awrf #ia # #ik # # * *f # * *f * *fr ► ♦ ►f ►f *•rr ►R * + *fwk►+ff Rfk
FLOW PROCESS FROM NODE 342.00 TO NODE 341.00 IS CODE 8
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.779
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.36
TOTAL AREA(ACRES) = 2.84 TOTAL RUNOFF(CFS) = 4.94
TC(MIN) = 14.89
rrrtrwrrtwftrrtwf• ftwt♦ wwww wt trt aewa •waxxxxxxxrwtrarf•♦farrt+ttwwf xffrfwtrw♦
FLOW PROCESS FROM NODE 341.00 TO NODE 34.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
--------------------------------------------- --------------------- ----------
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.1
UPSTREAM NODE ELEVATION = 264.00
DOWNSTREAM NODE ELEVATION . 250.00
FLOWLENGTH(FEET) - 90.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) = 4.94
TRAVEL TIME(MIN.) _ .15 TC(MIN.) - 15.04
+: r++ ww+ ral rrwrxr}+f x++l rrxr + +r +rr +lr + + + +fff + }txwwwr }fx sf xxwwwrlftlxxx wr!!w+
FLOW PROCESS FROM NODE 34.00 TO NODE 31.00 IS CODE 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 250.00
DOWNSTREAM NODE ELEVATION = 227.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 160.00
CHANNEL SLOPE _ .1437
CHANNEL FLOW THRU SUBAREA(CFS) = 4.94
FLOW VELOCITY(FEET /SEC) = 3.61 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) = .74 TC(MIN.) = 15.78
+l rwr!!fl fff+*!* r+ www* ww* iffwl r!l xxxwrwwlw xfw #xwwwxfw :lxfwrxxwwwwrw +w +lwxxw!
FLOW PROCESS FROM NODE 34.00 TO NODE 31.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
wf!}!!!! i} f!}4i }!4xllfirwwlwwfi}tfii +kifw xrlf!! }f if lflxf wwfi }ffflRf wwwrfffir
FLOW PROCESS FROM NODE 125.00 TO NODE 322.00 IS CODE - 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW - LENGTH = 200.00
UPSTREAM ELEVATION = 318.80
DOWNSTREAM ELEVATION = 316.80
ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.546
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.531
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) = .35 TOTAL RUNOFF(CFS) _ .56
+++ rwwwwwwwwww:• wwrrf!!• fww + + #wwwwwwwrwwrrrwr +wrrlwxxrw wr ++++ +xrrrx + +rr + + +xr
FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE 53
-------------- --
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
»»>TRAVELTIME THRU SUBAREA<<<<<
------------------------------------------- ----------------"__'_______"'__
UPSTREAM NODE ELEVATION = 316.80
DOWNSTREAM NODE ELEVATION = 276.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 150.00
CHANNEL SLOPE = .2720
CHANNEL FLOW THRU SUBAREA(CFS) _ .56
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET /SEC) = 2.92 (PER PLATE D -6.3)
i
TRAVEL TIME(MIN.) _ .86 TC(NIN.) . 17.40
************************** w****************** * * * * ** ** * * ** * **t ** ** ** *** * * ***e
FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.418
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .44 SUBAREA RUNOFF(CFS) _ .68
TOTAL AREA(ACRES) _ .79 TOTAL RUNOFF(CFS) = 1.23
TC(MIN) = 17.40
**************************************** y**** * ** * * * ** * ** * * *** * *** * * **** * ** **
FLOW PROCESS FROM NODE 321.00 TO NODE 32.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.4
UPSTREAM NODE ELEVATION = 272.00
DOWNSTREAM NODE ELEVATION = 250.00
FLOWLENGTH(FEET) = 90.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.23
TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 17.58
rr yrr** r** f******* y* r**************** y******* III ** *** * ** * ** ** * * *r**p *y4 *yryyyf
FLOW PROCESS FROM NODE 321.00 TO NODE 32.00 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.) = 17.58
RAINFALL INTENSITY(INCH /HR) = 3.40
TOTAL STREAM AREA(ACRES) _ .79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23
********************************************* * ** * *w *** * ** * ** * *** *** *** ** ****
FLOW PROCESS FROM NODE 332.00 TO NODE 331.00 IS CODE . 21
----------------------- ------------------------------- - --------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 10.70(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 180.00
UPSTREAM ELEVATION . 319.00
DOWNSTREAM ELEVATION = 270.00
t
ELEVATION DIFFERENCE = 49.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.677
SUBAREA RUNOFF(CFS) _ .78
TOTAL AREA(ACRES) _ .37 TOTAL RUNOFF(CFS) _ .78
tfffftki* ff* fi}*+ fifftrif* ff* i* tf* tfi*}} f*f f### tt #t * # + *i * * #fi * * * *i * * *ii * * *k *i #i
FLOW PROCESS FROM NODE 331.00 TO NODE 33.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
--------------------------------------------
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.6
UPSTREAM NODE ELEVATION = 270.00
DOWNSTREAM NODE ELEVATION = 250.00
FLOWLENGTH(FEET) = 80.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) _ .78
TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 10.88
+** rrrwiwfix* ffa**+ f**• xrx**** r*+ t++ t++ xfi *x+ +w + + : +rrf + +fx *xxxxx *wf *r *r +f *f r *e
FLOW PROCESS FROM NODE 331.00 TO NODE 33.00 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.) = 10.88
RAINFALL INTENSITY(INCH /HR) = 4.63
TOTAL STREAM AREA(ACRES) _ .37
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .78
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 1.23
17.58
3.395
.79
2 .78
10.88
4.628
.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 1.68
2 1.80
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc INTENSITY
(MIN.) (INCH /HOUR)
10.88 4.62B
17.58 3.395
ESTIMATES ARE AS FOLLOWS:
= 1.80 Tc(MIN.) = 17.58
1.16
++*******t******** t***+**********+*******+*** ** * * *t * *+ * *xr* * +* ** * * *** *rt *r **
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 53
t
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
------------------- -- --- --- -- -- ----- - - - - -- -------------------------
UPSTREAM NODE ELEVATION 250.00
DOWNSTREAM NODE ELEVATION = 227.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .1533
CHANNEL FLOW THRU SUBAREA(CFS) = 1.80
FLOW VELOCITY(FEET /SEC) = 2.67 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 18.52
re :wtttt!•lwxtfi rlrerriixwfix++ r+ rl wwxifi xfifi rx!!!f !!iiliii +tt + + + +lre+rlf lff!!!f
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 11
>>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<<
** MAIN
STREAM CONFLUENCE DATA +*
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
1.80
18.52
3.284
1.16
** MEMORY BANK # 2
CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
4.94
15.78
3.641
2.84
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 6.56 15.78
2 6.26 18.52
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 6.
TOTAL AREA(ACRES) = 4.00
INTENSITY
(INCH /HOUR)
3.641
3.284
ARE AS FOLLOWS:
56 TC(MIN.) = 15.78
lfrrlrrfff11f1rRrrffif kif rrflfilfwrrrllffffffirf +i4 +f lifwkixrlfllf!!!! +!!!!!
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 12
>>>>>CLEAR MEMORY BANK # 2 « «<
xfwtxkl rrfi trxf wwfix+ rrtt txfr +rxxwr +flr +rxttlxfr +fiwwfi xxxrrrrtrf kiiittilx*xtxtx
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 5.22 TOTAL RUNOFF(CFS) = 8.56
TC(MIN) = 15.78
* t# r##* xx* x+ r# f##* xr+ rrrrrrrrf##f## f## x* x* x** rrrrrr #rf #f + #f # + # #r +x *t + + +t +rrr
FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
-----------------------------------------------
-----------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.6
UPSTREAM NODE ELEVATION = 227.00
DOWNSTREAM NODE ELEVATION = 225.00
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.56
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 15.87
FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 8
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.628
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .21
TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 8.77
TC(MIN) = 15.87
FLOW PROCESS FROM NODE 31.00 TO NODE 10.00 IS CODE = 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
>>>>> TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 225.00
DOWNSTREAM NODE ELEVATION = 219.50
CHANNEL LENGTH THRU SUBAREA(FEET) - 150.00
CHANNEL SLOPE _ .0367
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 8.77
FLOW VELOCITY(FEET /SEC) = 8.76 FLOW DEPTH(FEET) _ .50
TRAVEL TIME(MIN.) _ .29 TC(MIN.) = 16.15
fx*f+* x*+# x+ x**#****#* x** x* f# f** x***+##* r* xx* * * * * * * * *t # *xx *rr + + # # # # #xxxxx *tx
FLOW PROCESS FROM NODE 31.00 TO NODE 10.00 IS CODE = 8
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.586
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .59 SUBAREA RUNOFF(CFS) _ .95
TOTAL AREA(ACRES) = 5.94 TOTAL RUNOFF(CFS) = 9.73
TC(MIN) - 16.15
frrr * *iYf tffffxxr *t # #i#tf ttf + +rffxwxxk * # +i #trtr##f rx #wkfktt +t #Y#+ # #lfkitf4 *f
FLOW PROCESS FROM NODE 30.00 TO NODE 10.00 IS CODE - 11
>>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
9.73
16.15
3.586
5.94
** MEMORY
BANK #
1 CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
19.40
12.25
4.288
9.90
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 27.54 12.25 4.288
2 25.96 16.15 3.586
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.54 TC(MIN.) 12.25
TOTAL AREA(ACRES) = 15.84
+ + +ft rxf w*#+* w++ Yf x*** t+t f+ tt+*f rwx**+#+ trr+# #xxxxwtr# + + + +r *tr ##rx +#xxwxxx +x
FLOW PROCESS FROM NODE 10.00 TO NODE 1.00 IS CODE 3
>>r»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.2
UPSTREAM NODE ELEVATION = 219.50
DOWNSTREAM NODE ELEVATION = 204.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) - 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 27.54
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 12.39
#****** xf#**********+***rt*******+#** r*+**** x * * *** * **f *+* ** * *x *x ** * * * ** * **i*
FLOW PROCESS FROM NODE 30.00 TO NODE 10.00 IS CODE = 12
>>>>>CLEAR MEMORY BANK # 1 « «<
*+ rr:+ xx*+: xr## xx* tr++* r # * *x *x *it + # #rrxr *xxx +# + + + + *t *if rxxrxx #r +t + + +r :tirrrr
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.19(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 450.00
UPSTREAM ELEVATION = 320.00
DOWNSTREAM ELEVATION = 280.00
ELEVATION DIFFERENCE = 40.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.300
SUBAREA RUNOFF(CFS) = 3.46
TOTAL AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 3.46
* *fsa *exw * *sr ++ ass+* rrww * * +r*r *xt *t +r*s*r *xf *x * * * *+ +foss + +s +rrrxxxxxx*sxxff
FLOW PROCESS FROM NODE 202.00 TO NODE 20.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
-----------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) a 11.0
UPSTREAM NODE ELEVATION - 280.00
DOWNSTREAM NODE ELEVATION - 211.00
FLOWLENGTH(FEET) = 600.00 MANNING'S N = .015
GIVEN PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 3.46
TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 13.10
**ss****s************+*************fs******** * ** ** ** * * * * * * * * * * ** * * * * * * ** ** **
FLOW PROCESS FROM NODE 202.00 TO NODE 20.00 IS CODE - 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.105
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 2.46
TOTAL AREA(ACRES) = 3.12 TOTAL RUNOFF(CFS) = 5.92
TC(MIN) = 13.10
* ww*******************************+*+***xw*** * ** ** *****w **w******* ******* * **
FLOW PROCESS FROM NODE 202.00 TO NODE 20.00 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.) = 13.10
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 3.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.92
R
w1wr : + #rrrrarrewwwwx11 w1•++++ arr# ra: rrlrrrrrraxxa xxxlxwwwwllwwxwwwxwwlwwwlwl
FLOW PROCESS FROM NODE 231.00 TO NODE 23.00 IS CODE 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 120.00
UPSTREAM ELEVATION = 258.80
DOWNSTREAM ELEVATION = 257.60
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.817
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.163
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .56
fittt# ff### f# fi# *t # #f * * **R111kff # #1r#r # ##f# #* ## #1111111 ra4#*kf #f * # #t #t #itt ##
FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER- SPECIFIED PIPESIZE ««<
-------------------------------------
---------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 1.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.7
UPSTREAM NODE ELEVATION = 256.60
DOWNSTREAM NODE ELEVATION = 237.00
FLOWLENGTH(FEET) - 100.00 MANNING'S N .015
GIVEN PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) _ .56
TRAVEL TIME(MIN.) . .22 TC(MIN.) - 13.03
rxxwxw + +xr rrwraxwwlxx +ar rrrxraxx11x11+++ xt rrrrrrataaxx1w11wr + +xaa xrxaxrrrrr+
FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.119
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .25 SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) _ .55 TOTAL RUNOFF(CFS) = 1.03
TC(MIN) = 13.03
writ+ trrlxwr++ tw♦* wwwwl •lrwfrrxr•1rrlrwxr +frw +xrrtrarr xaxxw axfxawlxxawlwr #rw
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE« <<<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.3
UPSTREAM NODE ELEVATION = 237.00
DOWNSTREAM NODE ELEVATION = 211.00
FLOWLENGTH(FEET) = 260.00 MANNING'S N = .015
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.03
TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 13.63
rttt** 4* f* ii# i• Yrt** *R *RR*iittff *ff * #irtYY *R * *R *Ri #f i# * *Ri #f kf * *R * * *rtrt * *Yrtrtrt *rtrt
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.001
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .68 SUBAREA RUNOFF(CFS) = 1.22
TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 2.25
TC(MIN) = 13.63
# Y*## rt**********#i***** * * * * * * *f**f# ** *** ** * * ** * *f# ***f if# * *i* *#f*i* * ** ** * * **
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 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.) = 13.63
RAINFALL INTENSITY(INCH /HR) = 4.00
TOTAL STREAM AREA(ACRES) = 1.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 5.92
13.10
4.105
3.12
2 2.25
13.63
4.001
1.23
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 8.11
2 8.02
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc
(MIN.)
13.10
13.63
ESTIMATES
8.
4.35
INTENSITY
(INCH /HOUR)
4.105
4.001
ARE AS FOLLOWS:
11 Tc(MIN.) = 13.11
#*********# t* f*** t* R** itttf* t*** t* 4R**fi** f** * * * * * * * ** * *4 *i ** * * * ** * * * ** *** **
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 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.) = 13.10
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 4.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.11
+** rrxwx**♦* r++** rrxwww * * + *r *r +r +i+ * * * * * *rrxwwwx*r ++ +tit * * * *rt * *a r +err rrrr rr
FLOW PROCESS FROM NODE 211.00 TO NODE 21.00 IS CODE 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
___--`--- - - - -- --------------- -----
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 250.00
UPSTREAM ELEVATION = 219.80
DOWNSTREAM ELEVATION = 217.30 -
ELEVATION DIFFERENCE = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.499
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.286
SUBAREA RUNOFF(CFS) = 1.63
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.63
rrw************** *******x**r*** +*rrrr****x****** i****** x w******* r****+* ♦t***
FLOW PROCESS FROM NODE 211.00 TO NODE 21.00 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.) = 18.50
RAINFALL INTENSITY(INCH /HR) = 3.29
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
8.11
13.10
4.105
4.35
2
1.63
18.50
3.286
1.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 9.42
2 8.12
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
TC
(MIN.
13.10
18.50
ESTIMA'
5
INTENSITY
(INCH /HOUR)
4.105
3.286
PES ARE AS FOLLOWS:
9.42 Tc(MIN.) = 13.1C
.45
t** r**** III, * III ****** III ** r► r*** III * III * x**f x III * III # r**** III, ** III a*t *w * * *r*r* * * * * * * * *► * * * * ► **
FLOW PROCESS FROM NODE 21.00 TO NODE 20.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.105
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .92 SUBAREA RUNOFF(CFS) = 1.70
TOTAL AREA(ACRES) = 6.37 TOTAL RUNOFF(CFS) = 11.12
TC(MIN) - 13.10
tR##* ra► taf##*+ ifffr* rka/lt if♦ k#t* ww**### itk# r * * *wxRxw #wkR * # # * * * * * * * * * # #ww **
FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.9
UPSTREAM NODE ELEVATION - 208.00
DOWNSTREAM NODE ELEVATION - 206.50
FLOWLENGTH(FEET) = 45.00 MANNING'S N .024
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 11.12
TRAVEL TIME(MIN.) = .11 TC(MIN.) - 13.21
*k # #a#rrfaawR * # * #ai #iftrr re:* ffaRk* w**##* afr* ► ► * ►1t ►****f #t **w * * + #k4a + ##if #t
FLOW PROCESS FROM NODE 3.30 TO NODE 3.10 IS CODE = 21
---------------------------------------- ----- ---- -- -- ----- ---- -- -- - -- -- -- --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 130.00
UPSTREAM ELEVATION = 316.80
DOWNSTREAM ELEVATION = 315.50
ELEVATION DIFFERENCE = 1.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.340
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.057
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .25 TOTAL RUNOFF(CFS) _ .46
x **** * *a * *a w w w********* * * * * ** * #w * *****t*** *** **a **** *x w**wx * * * * * ** * * *w * * #w **
FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 6
------------------ ---------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
-------------------------------------------------------
------------------- -
UPSTREAM ELEVATION = 315.50 DOWNSTREAM ELEVATION = 212.00
STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .99
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .17
HALFSTREET FLOODWIDTH(FEET) = 2.27
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.81
PRODUCT OF DEPTH &VELOCITY - 1.00
STREETFLOW TRAVELTIME(MIN) = 2.30 TC(MIN) - 15.64
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.662
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .64 SUBAREA RUNOFF(CFS) = 1.05
SUMMED AREA(ACRES) _ .89 TOTAL RUNOFF(CFS) = 1.51
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .20 HALFSTREET FLOODWIDTH(FEET) = 3.82
FLOW VELOCITY(FEET /SEC.) = 5.72 DEPTH *VELOCITY = 1.16
rr+ rr+ rxxrrarr+ rr+ rrrrrr♦ trtxxrr+ rrr• xrxxxx+ rrrr +rr : : +r :rr + +r + + + +r +r + : +r+r +r
FLOW PROCESS FROM NODE 3.20 TO NODE 3.00 IS CODE 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.662
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .43 SUBAREA RUNOFF(CFS) _ .71
TOTAL AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 2.22
TC(MIN) = 15.64
--- --------- ------------ -
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 2.22 TC(MIN.) = 15.64
TOTAL AREA(ACRES) = 1.32
END OF RATIONAL METHOD ANALYSIS
Z3
V HYDRAULIC CALCULATIONS
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WA(C 12 HEADWATER DEPTH FOR
nt,R•cr CONCRETE PIPE CULVERTS
WITH INLET CONTROL
BUREAU Of PUBLIC ROADS JAN 1963
11f1fff+ R# fwl 44l 4l tw!! t!!! !wt!!!!!4w #wR *fR #wR *w * #R! * #fR #f wf► ► ►►► ► ► ► ►iitf lff#
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -96 Advanced Engineering Software (aes)
Ver. 6.1 Release Date: 01/01/96 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 North Hwy. 101, Suite A
Solana Beach, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
TIME /DATE OF STUDY: 13:56 5/ 5/1998
----------------------------------------------------------------------------
----------------------------------------------------------------------------
+ + + ++ + ►f ► + + : + + + + *tiiir►►►• DESCRIPTION OF STUDY ►► ►w #x!!rf■ ►f►• ++ ►rf trwf +r
* Check Maximum Depth of flow in trapezoidal channel
* Node 11 to Node 10. Q100 at Node 10 used for this CALC.
* 100 year storm. See exhibit A. 5 -5 -98 ms
x►►f wffir ► +► ► ►►x +R #+f +fff *Rrw :f lwxf #rw #ff ►fww * + + + + + + + * * + + + + +w + : +ff w►r♦ :►++
+ * #ff ► ► ► ►f RfR# w**** R * * * * # ►w *R ## * ►w# # *4f ## ►f# # + # #fff iftwf tll4 #► # *# # * * *wR # * # ##
> >>> CHANNEL INPUT INFORMATION ««
----------------------------------------------------------------------------
CHANNEL Z1(HORIZONTAL /VERTICAL) = 2.00
Z2(HORIZONTAL /VERTICAL) = 2.00
BASEWIDTH(FEET) = 1.00
CONSTANT CHANNEL SLOPE(FEET /FEET) _ .012500
UNIFORM FLOW(CFS) = 27.50
MANNINGS FRICTION FACTOR .0150
----------------------------------------------------------------------
NORMAL -DEPTH FLOW INFORMATION:
----------------------------------------------------------------------------
» »> NORMAL DEPTH(FEET) = 1.10
FLOW TOP- WIDTH(FEET) = 5.40
FLOW AREA(SQUARE FEET) = 3.52
HYDRAULIC DEPTH(FEET) _ .65
FLOW AVERAGE VELOCITY(FEET /SEC.) = 7.81
UNIFORM FROUDE NUMBER = 1.703
PRESSURE + MOMENTUM(POUNDS) = 509.24
AVERAGED VELOCITY HEAD(FEET) _ .946
SPECIFIC ENERGY(FEET) 2.047
-------------------------- ------ - - --
CRITICAL -DEPTH FLOW INFORMATION:
___ __ _____ _______ __
CRITICAL FLOW TOP- WIDTH(FEET) = 6.64
CRITICAL FLOW AREA(SQUARE FEET) 5.39
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .81
CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 5.10
CRITICAL DEPTH(FEET) = 1.41
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 450.73
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .405
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.815
Z5
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -96 Advanced Engineering Software (see)
Ver. 6.1 Release Date: 01/01/96 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 North Hwy. 101, Suite A
Solana Beach, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 15: 7 5/ 5/1998
DESCRIPTION OF STUDY xfl,f!!! #xxxxfxxf xxexx *+ +*
* CHECK DEPTH OF FLOW OF D -75 TYPE "B" DITCH AT WORST CASE.
* $W CJ WA3,11' f,o 1 �tvD� 343.
wR
too +5m
*** k}#+l fw►f R# fR**** A****#*####*# f###+##+ w+, R #R!#k #fk #R # #R # #! * #!!R # * *f!f #1f,
>>>>PIPEFLOW HYDRAULIC INPUT INFORMATION ««
----------------------------------------------------------------------------
PIPE DIAMETER(FEBT) = 2.000
PIPE SLOPE(FEET /FEET) _ .0200
PIPEFLOW(CFS) = 3.60
MANNINGS FRICTION FACTOR = .015000
- ---- ---------------- ----------- ---
CRITICAL -DEPTH FLOW INFORMATION:
CRITICAL DEPTH(FEET) _ .66
CRITICAL FLOW AREA(SQUARE FEET) _ .912
CRITICAL FLOW TOP- WIDTH(FEET) = 1.884
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 43.29
CRITICAL FLOW VELOCITY(FEET /SEC.) = 3.948
CRITICAL FLOW VELOCITY HEAD(FEET) _ .24
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .48
CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .91
--------------------------------------
NORMAL -DEPTH FLOW INFORMATION:
NORMAL DEPTH(FEET) -
.49
FLOW AREA(SQUARE FEET) _ .59
FLOW TOP- WIDTH(FEET) = 1.716
FLOW PRESSURE + MOMENTUM(POUNDS) = 49.96
FLOW VELOCITY(FEET /SEC.) = 6.089
FLOW VELOCITY HEAD(FEET) _ .576
HYDRAULIC DEPTH(FEET) _ .34
FROUDE NUMBER = 1.828
SPECIFIC ENERGY(FEET) = 1.06
DESCRIPTION OF STUDY * * #w *x * * * ** * * * *r *R * # * * # # #*
:06
L
'repared by Pasco Engineering 5/5/98
PE 718
515/98
CALCULATE CAPACITY OF BROOKS CATCH BASINS.
FORMULA: Qcap = 3.0(P)(D ^1.5) / 2. DIVISION BY 2 ACCOUNTS FOR GRATE.
PERIMETER AVAIL HW GRATE FACTOR
Q100 (CFS)" P (FT) D (FT)' 2.00 CAPACITY (CFS) INLET TYPE
0.78 4.00 0.50 3.00 1.41 12" x 12" BROOKS CB
1.23 4.00 0.50 3.00 1.41 12" x 12" BROOKS CB
0.5 FT. DEPTH ALLOWS FOR 0.5 FT. FREEBOARD IN D -75 DITCH.
" - SEE EXHIBIT "A" NODE 321 AND 331 FOR THESE Q100 VALUES.
27
I
VM. W-Dia0kl
S
COUNTY OF SAN DIEGO
FLOOD OF SANITATION L 100-YEAR u - "t louvi PRE�4dd��'�'TID,�
FLOOD CONTROL ` �,p i 6 Z
-20.✓ ISOPLUVIALS OF 100 -YEAR 6 -HOUR
451 TIADA
sC� \�� ,I �a,U 1
- \q v.c : A BEACH 35 ,) �\ ! 35
301 - 30 °\ .1i_ Sn I. J ��O\ lo. �ACCCA
SAN \ (�.l. 1 !\ \�:. _ _
151 '
- ego T
ZOCA PA/
4'4"
33°
451
---..__ - P"P. rd Dr
U.S. DEPARTMEN I' OF COMMERCE
NATIONAL OCEANIC AND AT` OSPIIERIC AD " ""TRATION
SPECIAL STUDIES BRANCH, OFFICE OF 1. UROLOGY. NATIONAL WEATIIER SERVICE
30'
1181 451 301
a
Ei MAFIj
20
15'
117°
3 p 40 J (�� � (N
7 r
45 'r,
I
5 `1, 3 �I
Q -
3p 0
1151 301 15' 116' 1
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION b
FLOOD CONTROL
451
301
151
33°
SAN CL MEN1E
100 -YEAR 24- 1,10011 PRECIPITATION
"- 20•JISOI'LUUIALS 6"T 100 -YEAR 24 -IIOUR
PRECIPITATION IN THITHS OF All INCA
120j
c22 /J
G si o s � .. .7Q.. - :� •lQa � ST
1 `.
( c SAf 4VV1
_.:. \`I�
1)
..
451
V reps .Q e, ,
U.S. DEPARTNL•'N I. OF Co11hIERCE
NATIONAL OCLANIC AND Al" O]PIIERIC AUUINIS'fRAT1ON
SPECIAL STUDIES UFANCII, OFFICE OF UROLOGY. NATIONAL u'EATIIER SERVICE
j01
H
t191" II�1 301
w
r1r, IA
r
t L.
1 v 5
1-.- -f•q s5:GOg0- 8a'ovU
1i1 117' )I,;I
30 �-
J C
I\
i J
_IDD..
Ip--'65GD
301
1 -I<
35- C^.1�_
AIL
I --
1454H.
r
VII EXHIBIT "A"
3/
k,
V
COST ESTIMATE FOR:
PARCEL MAP 18124, REMAINDER PARCEL
GRADING PLAN
ZACK ABBASI
PE 718REM
19:i�L•l:ix�l:]'E
PASCO ENGINEERING, INC.
535 NO. HIGHWAY 101, STE. A
SOLANA BEACH, CA 92075
(619) 259 -8212
01/18/1999
k! ! '� !/"
WAYNE PASCO, KCE 29577 DATE
N
9
�
Q�o A.
ti� p Ey\.
�P
No.29577
Exp. 3/31/99
iz
�ujAp CIVIV �Q
PE 718rem
01/18/1999
GP DWG. NO. 5744 -G
PRIVATE GRADING AND DRAINAGE BOND ESTIMATE
CITY OF ENCINITAS
ITEM QTY UNIT @ UNIT PRICE TOTAL
GRADING•
EXCAVATION /EMBANKMENT 900 CY @ $3.90 $3,510.00
SUB TOTAL $3,510.00
10% CONTINGENCIES $351.00
TOTAL $3,861.00
DRAINAGE:
12 "x12" AREA DRAIN
1
EA
@ $200.00
$200.00
6" AC BERM G -5
105
LF
@ $7.80
$819.00
AC PAVING (DRIVEWAY)
1680
SF
@ $1.60
$2,688.00
D -27 UNDERDRAIN PIPE
1
EA
@ $310.00
$310.00
6" PVC DRAIN PIPE
15
LF
@ $15.00
$225.00
SUB TOTAL
$4,242.00
10% CONTINGENCIES
$424.20
TOTAL
$4,666.20
EROSION CONTROL:
GRAVEL BAGS
400
EA
@ $1.00
$400.00
HYDROSEED SLOPE PROTECTION
4350
SF
@ $0.11
$478.50
SUB TOTAL
$878.50
10% CONTINGENCIES
$87.85
TOTAL
$966.35
GRAND TOTAL
59,493.55
2i1 (* I9q
,epared by Pasco Engineering 01/18/199..
PE 718
01/18/1999
CALCULATE CAPACITY OF AREA DRAIN ON REMAINDER PARCEL PAD.
- ORMULA: Qcap = 3.0(P)(D ^1.5) / 2. DIVISION BY 2 ACCOUNTS FOR GRATE.
PERIMETER AVAIL HW GRATE FACTOR
Q100 (CFS)" P (FT) D (FT)' 2.00 CAPACITY (CFS) INLET TYPE
0.82"' 4.00 0.50
1.23 4.00 0.50
3.00 1.41
3.00 1.41
PE 242M
12" x 12" AREA DRAIN
12" x 12" BROOKS CB
0.5 FT. DEPTH ALLOWS FOR 0.5 FT. FREEBOARD.
SEE EXHIBIT "A" NODE 211 TO 21 FOR THESE Q100 VALUES.
211 TO 21 =1.63 CFS SINCE 1/2 OF PAD IS INTERCEPTED BY 12"X12" AREA
DRAIN. 0.82 CFS IS NOW USED FOR THIS CALCULATION.
Q�pFESSiDHq
29577
Exp. 3/31/99 y
Gs
�NG\\� O\F NGN\tPS
G
}, y
VINJE & MIDDLETOI
Job 97 -145 -V
December 21, 1998
ENGINEERING, INC.
Development Planning Consultants International, Inc.
Attention: Mr. Zach Abbas! t
131 South Escondido Boulevard
Escondido, California 92025
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
f
�o
�2g1�
Phone(760)743 -1214
Fax (760) 739-0343
Updated Preliminary Geotechnical Investigation Report and Grading Plan Review, Job
#97- 145 -v, Dated May 27, 1997, Double LL Ranch Road, Olivenhain
In accordance with your request, we have completed the following updated Geotechnical Report for
the above referenced project site. Based upon our recent visual inspections, site conditions have
primarily remained unchanged since issuance of our original report entitled "Preliminary
Geotechnical Investigation, Proposed 5 Parcel subdivision, APN 264 - 240 -03, Double LL Ranch
Road, Olivenhain, City of Encinitas, California," Job #97- 145 -V, dated May 27, 1997-
All conclusions and recommendations provided in the referenced project soils report, and the
subsequent "Clarification Letter on Preliminary Geotechnical Investigation Report, Job #97- 145 -V,
Dated May 27, 1997, Double LL Ranch Road, Olivenhain," dated April 28, 1998, remain valid and
should be incorporated into the final plans and implemented during the construction where
appropriate and applicable. The need for an additional study and/or subsoils investigation is
currently not indicated.
The following additional pertinent report(s) and plan(s) related to the project site were also reviewed
in connection with this updated study:
1. Grading Plan for Remainder Parcel, Tres Vistas Estates, TMP 97 -201, prepared by Pasco
Engineering, not dated.
2. Grading Plan for TM 97 -219, prepared by Pasco Engineering, not dated.
3. Response to Consultant Review of "Preliminary Geotechnical Investigation, Proposed 5
Parcel subdivision, APN 264- 240 -03, Double LL Ranch Road, Olivenhain, City of Encinitas,"
prepared by Vinje & Middleton Engineering, Inc., Job #97- 145 -V, dated August 1, 1998.
Based on our review, the following comments are appropriate:
The tentative map included in the above referenced Preliminary Geotechnical Investigation
Report, dated May 27, 1997, has been revised with respect to parcel numbers.
2. The previously addressed "Parcel 3" (page 11 of the subject report) is now "Parcel 2" in
the revised map. The east end of the cut slope construction for this parcel may also
expose weaker claystone units. In these areas where slope heights exceed 5 vertical feet
A
Development Planning Consultants International, Inc.
Attention: Mr. Zach Abbasi
December 21, 1998
Page 2
maximum, the cut bank may also be reconstructed as a stabilization fill slope at 2:1
gradients.
The previously addressed "Parcel 2" (Page 10 of the subject report) is now the "Remainder
Parcel' and previous "Parcel 4" (Page 11 of the subject report) is now "Parcel 3" in the
revised grading plans. All conclusions and recommendations for these parcels will also
remain the same as indicated in our original report.
4. All cut slope construction and stabilization for the project development should be completed
under inspection and testing of the project soils engineer and /or geologist. Additional
recommendations should be provided at the time of grading and earth works, based on the
actual exposure, if it becomes necessary.
Asphalt pavement structural section design should be given in the final rough graded
compaction report based on actual testing of subgrade soils. For cost estimating purposes
only, please refer to Page 18 of our original report.
Should any questions arise concerning this letter, please do not hesitate to contact the undersigned.
Reference to our Job #97 -145 -V will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
Addressee (3)
Pasco Engineering, Attn
c:4tVre1im.197 -145 -v
Dennis Middleton
CEG #980
fax)
�5. GFMID
Q CAL
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vinryard Avenue, #102. Escondido, California 92029.1229 • Phone (760) 7431214 • Fa: (760) 739 -0343
SOIL TIrIK PERC TEST SOIL IN.ITSlIGATIONS GFOTFCH ICAL IW6ITG•1TIOMG
iEC7E0 & SOILS ENGINEER. 25��2 FU i / 1
7.8 , FL
LEV. =259.0 25'7.5 ,FL
y DEPTH TO BE
SOILS ENGINEER DETERMINED BY
I J
EXISTING GROUND
FINISIED SURFACE
2
(TYPE B) _ OEPTH OF FLOW AT 0100.
3• GUNNITE OR A.B.M.
/ WITH 1.5 X1.5 17 GA,
ADE 1.1 STUCCO PETTING.
5Emm0N -B
No NO SCALE
FILL PER SOILS
'S RECD NDATIONS T
20.0
DE
DATE B� r, ■,p w,do
CHISELED S0. TOP HDWALL MARKED W/ HORIZONAL 1 ^ ~
STEEL FENCE POST AT SW COR. INT.
EL CAMINO DEL NORTE 6 RHO SANTA F
RD. 23' W OF RHO SANTA FE RD. 6 VERTICAL "/
60• S. EL CAMINO DEL NORTE C.L.
Fl_. 119.476. DATUM: M.S.L.
3 0-.t ✓
r4tr
s�eor
Z-p—
COST ESTIMATE FOR:
ABBASI GRADING PLAN
PUBLIC WATER LINE (OMWD EXT. 149 -E)
PUBLIC SEWER LINE (CSD 272)
PREPARED FOR:
ZAHOOR ABBASI
PE 718
PREPARED BY: n
PASCO ENGINEERING, INC. D l
535 NO. HIGHWAY 101, STE. A Q'
SOLANA BEACH, CA 92075
(619) 259 -8212
7/24/98 16:09
c
z 0 0
IVo.29577 9
1 Exp.3131199 �
:CAI
Zda 0� 2-Y Y/
WAYNE PASCO, RCE 295 ATE
PE 718
7/24/98
TOTAL $13,317.70
GRAND TOTAL $329,34330
8- t;>- p s.
GP DWG. NO.
5452 -G
PRIVATE GRADING AND DRAINAGE
BOND ESTIMATE
CITY OF ENCINITAS
ITEM
QTY
UNIT
@
UNIT PRICE
TOTAL
GRADING:
EXCAVATION /EMBANKMENT
16900
CY
@
$3.70
$62,530.00
SUB TOTAL
$62,530.00
10% CONTINGENCIES
$6,253.00
TOTAL
$68,783.00
DRAINAGE:
6" AC BERM TYPE "A"
2522
L. F.
@
$13.00
$32,786.00
3" AC PAVING
24700
S. F.
@
$1.60
$39,520.00
4" AC /6 "AB
14000
S. F.
@
$2.00
$28,000.00
CONC. LINED TRAP. CHANNEL
220
CY
@
$25.00
$5,500.00
CONCRETE BROW DITCH D -75
3140
L. F.
@
$13.00
$40,820.00
STREET NAME SIGN
1
EA
@
$180.00
$180.00
18" PVC OR RCP
80
L. F.
@
$73.00
$5,840.00
24" PVC OR RCP
83
L. F.
@
$84.00
$6,972.00
36" PVC OR RCP
110
L. F.
@
$130.00
$14,300.00
12 "X12" BROOKS CATCH BASIN
2
EA
@
$500.00
$1,000.00
24 "X24" BROOKS CATCH BASIN
1
EA
@
$700.00
$700.00
TYPE "F" CATCH BASIN
1
EA
@
$3,280.00
$3,280.00
GRAVITY HOWL PER D -32
7
EA
@
$2,200.00
$15,400.00
WING TYPE HOWL PER D -34
4
EA
@
$3,780.00
$15,120.00
8" PVC STORM DRAIN
160
L. F.
@
$34.00
$5,440.00
12" PVC OR RCP
137
L. F.
@
$34.00
$4,658.00
D -22 DOWNDRAIN
240
L. F.
@
$15.00
$3,600.00
D -40 RIP RAP
11
C.Y.
@
$150.00
$1,650.00
SUB TOTAL
$224,766.00
10% CONTINGENCIES
$22,476.60
TOTAL
$247,242.60
EROSION CONTROL:
GRAVEL BAGS
4000
EA
@
$1.00
$4,000.00
HYDROSEED SLOPE PROTECTION
73700
SF
@
$0.11
$8,107.00
SUB TOTAL
$12,107.00
10% CONTINGENCIES
$1,210.70
TOTAL $13,317.70
GRAND TOTAL $329,34330
8- t;>- p s.
PE 718
7124298
W.L. EXTENSION NO. 149 -E
PUBLIC WATER BOND ESTIMATE
OLIVENHAIN MUNICIPAL WATER DISTRICT
ITEM
' QTY
UNIT
(a)
UNIT PRICE
TOTAL
WATER (OMWD):
8" PVC CL 200
417
LF
@
$33.00
$13,761.00
8" STD. WT. CML &C STEEL PIPE
10
LF
@
$50.00
$500.00
2" MANUAL AIR RELEASE
1
EA
@
$1,100.00
$1,100.00
2" BLOWOFF
1
EA
@
$1,100.00
$1,100.00
FIRE HYDRANT
1
EA
@
$3,000.00
$3,000.00
1" DOMESTIC SERVICE
5
EA
@
$800.00
$4,000.00
SUB TOTAL
$23,461.00
4% CONSTRUCTION STAKING
$938.44
15%
CONTINGENCIES
$3,519.15
TOTAL $27,918.59
RECOMMEND $28,000.00
CS -272
PUBLIC SEWER BOND ESTIMATE
CITY OF ENCINITAS
SEWER
PE 718
7124198
8" PVC SDR -35
425
LF
@
$31.00
$13,175.00
TRENCH RESURFACING
20
LF
@
$11.50
$230.00
CONCRETE ENCASEMENT (S -7)
20
LF
@
$18.00
$360.00
4" LATERAL
5
EA
@
$730.00
$3,650.00
MANHOLE
4
EA
@
$2,200.00
$8,800.00
SUB TOTAL $26,215.00
10% CONTINGENCIES $2,621.50
TOTA 828,836.50 ��
ASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(619) 259 -8212
FAX (619) 259 -4812
July 20, 1998
City of Encinitas
505 So. Vulcan Avenue
Encinitas, CA 92024
Attn: Blair Knoll
RE: PRIVATE ROAD CERTIFICATION (TPM 97 -201)
Dear Mr. Knoll:
PE 718F
NE A. PASCO
.)=,. X9577
Please be advised that the existing private road of access (Double LL Ranch Road) to the
above referenced project is within the easement for the benefit of the land division.
If you have any questions regarding the above, please do not hesitate to contact us.
Very truly yours,
PASCO ENGINEERING, INC.
Joe Yuhas, L.S. 5211
Director of Land Surveying
JY /j s
a, 4
HYDROLOGY & HYDRAULIC REPORT
Ie1:7
ZAHOOR ABBASI
P.O. BOX 462885
ESCONDIDO, CA 92046 -2885
PREPARED BY:
PASCO ENGINEERING, INC.
535 NO. HIGHWAY 101, STE. A
SOLANA BEACH, CA 92075
Q '6VESS /0Nq
A
No.29577
cr
Exp. 3/31/99
EXP. 3131199
�V- 446w��
WAYNE PASCO, RCE 29577
1V" Mp .. aFRV1GES
TABLE OF CONTENTS
IINTRODUCTION ......................................................... ..............................1
IIDISCUSSION ................................................................ ..............................1
IIICONCLUSION .............................................................. ..............................1
IV HYDROLOGY CALCULATIONS ............................ ...........................2 -22
V HYDRAULIC CALCULATIONS ....................... ............................... 23- 27
VIAPPENDIX ........................................................... ............................... 2$- �50
VIIEXHIBIT •' A .. ...................................................................................... .: -j! - 3Z
i
I. INTRODUCTION
The purpose of this report is to address the impact that storm runoff has on the
proposed development of Lot 6 of Map 13320.
Lot 6 is geographically located at North 33 003'45" latitude and West 117 °13'15"
longitude. It is physically located on the southside of Double LL Ranch Road,
approximately 800 feet west of Lone Jack Road.
Based on the information contained in this report, recommendations will be made
as to the size and type of drainage structure to be used and shown on the grading
plan fog TM 97 -201.
II. DISCUSSION
The development of Lot 6 consists of 5 graded pads with a private access road off
of Double LL Ranch Road and private driveways to access each pad. The nature
of the development requires fairly remote pads with long driveways that traverse
the drainage areas and swales. Therefore, the drainage structures proposed on the
grading plan consist of D -75 brow ditches, headwalls, short culverts, and rip -rap.
All of the culverts are inlet controlled.
The Hydrologic Soils Group for the entire project is "D" and the rural area
runoff coefficient is 0.45. Refer to the hydrology calculations and exhibit "A"
for runoff calculations and the drainage area map showing the node locations.
Refer to hydraulic calculations for the headwater pipe sizing sheet. Each culvert
is identified by node and corresponds to exhibit "A ". Refer to the appendix for
supporting documents.
III. CONCLUSION
Based on the data and calculations contained in this report, it is the professional
opinion of Pasco Engineering that the storm drain structures as proposed on the
corresponding grading plan will adequately intercept, contain and convey Q10() to
an appropriate discharge point.
A
IV HYDROLOGY CALCULATIONS
2
tf• fffrr+ rfrrffr* wwrxwxw !!ltffrt :rrt +rrffwwxxwwr + ■x!l rterrtrr +x + +rrwwxx!!!rt
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 1.3A Release Date: 3/06/92 License ID 1388
Analysis prepared by:
Pasco Engineering, Inc.
535 Norht Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. (619) 259 -8212 Fax (619) 259 -4812
----------------------------------------------------------------------------
FUE NAME: 7i0.DAT
TIME /DATE OF STUDY: 9:45 2/17/1998
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
FLOW PROCESS FROM NODE 126.00 TO NODE 124.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------
--------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW - LENGTH - 240.00
UPSTREAM ELEVATION = 334.00
DOWNSTREAM ELEVATION - 319.00
ELEVATION DIFFERENCE = 15.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.841
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.937
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .31 TOTAL RUNOFF(CFS) _ .69
++++++++++ tw+ xxxw+ wxxxrxxtrfrrr+ rffrrtrttrl rr +xx + + + + + +wwxxw + + + + + + +rr +wx + + + ++
FLOW PROCESS FROM NODE 126.00 TO NODE 124.00 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.) = 9.84
RAINFALL INTENSITY(INCH /HR) = 4.94
TOTAL STREAM AREA(ACRES) = .31
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .69
wff wf xwrrf # #f + + + + + + + + #f wwr +ffffxxxtf xwwxw #r4 + + + + ++ *rw :r +f xxr ++ #wf 4f+4ff xf # :+
FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 318.80
DOWNSTREAM ELEVATION = 317.30
ELEVATION DI;7ERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.330
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.874
SUBAREA RUNOFF(CFS) _ .51
TOTAL AREA(ACRES) = .29 TOTAL RUNOFF(CFS) _ .51
ff 4f ## # #f # # #f * # # # *#f #fx4 # # * # #f #off 4* f4*! 4** 4* *4 *ff * * * *t # # # * # #f #k#4 ##x # #tttt#
FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 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.) = 14.33
RAINFALL INTENSITY(INCH /HR) = 3.87
TOTAL STREAM AREA(ACRES) = .29
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .51
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 .69
9.84
4.937
.31
2 .51
14.33
3.874
.29
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 1.09 9.84 4.937
2 1.05 14.33 3.874
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.09 Tc(MIN.) = 9.84
TOTAL AREA(ACRES) = .60
u. A
wwwrrtwwww+ i* wwwwxwwwrww++ xxxxxewwwwxxw++ xxxxxxwx •wxxxxx + + + + +xwxx +xxxx +xxxxx
FLOW PROCESS FROM NODE 124.00 TO NODE 122.00 IS CODE = 4
------ - ----- --
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.9
UPSTREAM NODE ELEVATION - 316.30
DOWNSTREAM NODE ELEVATION = 307.80
FLOWLENGTH(FEET) = 50.00 MANNING'S N .015
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.09
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 9.93
rxiwxrwxrt+* wwf• wwwxwwwwxxwwxw* i *rwwwRfwrrf #iarw +wwwwwxwwxxwxxx ww + +twiwwwwxw
FLOW PROCESS-FROM NODE 124.00 TO NODE 122.00 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.) = 9.93
RAINFALL INTENSTTY(INCH /HR) = 4.91
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.09
* RR** RRRRRRfft# tt4ittittRRk# RRRfR 4RRkRi## i### kR * * * * * * * * * * * *Rkwwwxwxixxw * * * #*
FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE - 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW - LENGTH = 100.00
UPSTREAM ELEVATION = 309.80
DOWNSTREAM ELEVATION = 308.80
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.700
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.416
SUBAREA RUNOFF(CFS) _ .30
TOTAL AREA(ACRES) _ .15 TOTAL RUNOFF(CFS) _ .30
tftt *rirwwrxwwwwwwwww wwwwwwwwwwwrrwwwwrwrirrwxrrrxww # +wrrrffwxiixrrwwrwwwwr•
FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 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.) = 11.70
RAINFALL INTENSITY(INCH /HR) - 4.42
TOTAL STREAM AREA(ACRES) = .15
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .30
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 1.09
9.93
4.907
.60
2 .30
11.70
4.416
.15
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
f* PEAK FLOW RATE TABLE f+
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 1.35 9.93 4.907
2 1.27 11.70 4.416
CQMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 1.35 Tc(MIN.) 9.93
TOTAL AREA(ACRES) _ .75
r :rrrrrrrrfrrfff +*rf *xfrxrww *rf of +ff *xrrtfrarr+rff * *ww *ww * + : *f rrtrtft * + *rwww
FLOW PROCESS FROM NODE 122.00 TO NODE 120.00 IS CODE - 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
>>>>>TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM NODE ELEVATION = 307.80
DOWNSTREAM NODE ELEVATION 272.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00
CHANNEL SLOPE _ .2983
CHANNEL FLOW THRU SUBAREA(CFS) - 1.35
FLOW VELOCITY(FEET /SEC) = 3.38 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) _ .59 TC(MIN.) - 10.53
+++++ x+ f♦ f**♦ xff+*:*a fw*+* f* f+++++*++ r+ aa# k*+ + + + + + + +rxw + + + + +w + *f + ++ +f + + + + + +t
FLOW PROCESS FROM NODE 122.00 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.) = 10.53
RAINFALL INTENSITY(INCH /HR) = 4.73
TOTAL STREAM AREA(ACRES) _ .75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
ffffff## f#!## f1R** * *ff * + + + * + +* *f * *rtrtrtrtflrt #! # *!ffl lf! # #!rtrt! # # *rt! * * *k * * * # # # # ##
FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 11.56(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 420.00
UPSTREAM ELEVATION = 350.00
DOWNSTREAM ELEVATION = 272.00
ELEVATION DIFFERENCE = 78.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SUBAREA RUNOFF(CFS) = 6.23
TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 6.23
xrtxxrtwxrxrrr rw rrrerl rrl rrrrrr+ r+ xrrtwxrtwrtxrtxrtxxrtrtxrtrtwxxx +rtff :ffff!!x!lrxr + ++:
FLOW PROCESS FROM NODE 121.00 TO NODE 120.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TQTAL NUMBER -OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.56
RAINFALL INTENSITY(INCH /HR) = 4.45
TOTAL STREAM AREA(ACRES) = 3.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.23
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
1.35
10.53
4.727
.75
2
6.23
11.56
4.449
3.11
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 7.21
2 7.50
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc
(MIN.)
10.53
11.56
ESTIMATES
7.
3.86
INTENSITY
(INCH /HOUR)
4.727
4.449
ARE AS FOLLOWS:
50 Tc(MIN.) = 11.5E
wwwi+ rtwtl r!l fxl rrl rlrkiirrrtlr!!!!lflxwxxwxwxwrrw rrrtrt ++ + + +r + + +r +rl +r + + +++r+
FLOW PROCESS FROM NODE 120.00 TO NODE 12.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 4.38 SUBAREA RUNOFF(CFS) = 8.77
TOTAL AREA(ACRES) = 8.24 TOTAL RUNOFF(CFS) = 16.27
TC(MIN) = 11.56
MW
wxwxxxffxrr! ► +rr ►tx txfx + + + +r #twwllr of r►►trt ♦xft +txx + + #xxxxxxw•!!f r ►rrrtfa : +x
FLOW PROCESS FROM NODE 129.00 TO NODE 127.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) . 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT . .4500
SUBAREA AREA(ACRES) .27 SUBAREA RUNOFF(CFS) . .54
TOTAL AREA(ACRES) 8.51 TOTAL RUNOFF(CFS) = 16.81
TC(MIN) . 11.56
# # + +wxxw +wxx # # #ww #wxww #xxxwxxw xrr►l►►l► rl wrxxtxxtxxxffxf + # + +wxwxtwxxrx!•!r!r
FLOW PROCESS FROM NODE 128.00 TO NODE 127.00 IS CODE 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT . .4500
SUBAREA AREA(ACRES) _ .21 SUBAREA RUNOFF(CFS) . .42
TOTAL AREA(ACRES) = 8.72 TOTAL RUNOFF(CFS) = 17.23
TC(MIN) = 11.56
«« x«+ r+ ttrt++ t +xx + +t +t + +tlt + +rtrrr :r « + « «« «rtf rr«r +« « « «xr +tr +t + + :rtrtw « « «x «xx
FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL= INTENSITY (INCH /HOUR) = 4.449
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500
SUBAREA AREA(ACRES) _ .21 SUBAREA RUNOFF(CFS) _ .42
TOTAL AREA(ACRES) = 8.93 TOTAL RUNOFF(CFS) = 17.65
TC(MIN) - 11.56
txff►►« rtrf!!l xRRxxxxRxxw# wl xxxxww#### w###### # # # # #irlrr#4 «rr +rf! ♦fxr «r ♦ «x « «!
FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.8
UPSTREAM NODE ELEVATION = 230.00
DOWNSTREAM NODE ELEVATION - 222.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.65
TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 11.72
+txxxxrr tt: t+ ttt«« r«« atr+ xx+« xt+ ttxxxxx# xxxxxxr +tr +r + +r #t +r +r +r #r #rxxxxx #xx«
FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 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.) = 11.72
RAINFALL INTENSITY(INCH /HR) = 4.41
TOTAL STREAM AREA(ACRES) = 8.93
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.65
fxx+ frrrr+ r++ rrrr+ r++ r:+ xxffixffeffxx# xx### xxwxxxxxxxxfrr + + +r # # # #ilwwxwwwww#
FLOW PROCESS FROM NODE 111.00 TO NODE 11.00 IS CODE = 21
_- ________
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 258.80
DOWNSTREAM ELEVATION = 257.30
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.330
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.874
SUBAREA RUNOFF(CFS) _ .66
TOTAL AREA(ACRES) _ .38 TOTAL RUNOFF(CFS) _ .66
fiilltf# f* ffiiiiif# iikfii11f1111w11i11ifY1ik11 #1w111111Rf1R111RRt111w #1i#1i#
FLOW PROCESS FROM NODE 111.00 TO NODE 11.00 IS CODE = 1
--------------- L ------------------------------------------------------------
>>>>>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.) = 14.33
RAINFALL INTENSITY(INCH /HR) = 3.87
TOTAL STREAM AREA(ACRES) _ .38
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .66
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
17.65
11.72
4.411
8.93
2
.66
14.33
3.874
.38
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
18.23
11.72
4.411
2
16.17
14.33
3.874
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 18.23 Tc(MIN.) 11.72
TOTAL AREA(ACRES) - 9.31
f wwrw» rx +fr +w + ++ + » *tfrrx + ++ + »* *xwr + »rf rf *w *r *rr »rr+f + ++wfw » »r +r + +rrr wwrr♦ + ++
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8
--- ----
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------- ------- ------ ----------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.411
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .59 SUBAREA RUNOFF(CFS) = 1.17
TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 19.40
TC(MIN) = 11.72
+rrf r+ frr+ wrrrx»+*» rx+ fr» fr+ f++++ r++ r+ rrfrr + + *f +r +rrrfrrrr }frrrww * #*wiwtf lww
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------- ---- -- ------- -- --- --------------- --- - - --
UPSTREAM NODE ELEVATION 222.00
DOWNSTREAM NODE-£LEVATION = 219.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00
CHANNEL SLOPE = .0114
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 19.40
FLOW VELOCITY(FEET /SEC) = 6.94 FLOW DEPTH(FEET) _ .96
TRAVEL TIME(MIN.) = .53 TC(MIN.) = 12.25
FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 10
-- - --------------------- - --- ---- ---- -- - -- -------- - ----- - ----------------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
+rtr +f *xf wxf r #rkttf iftfr! #f lffr +fitfft * *xwwwx *wk * * # }wwtf rf }yf}#f rftfrflf # }rxf
FLOW PROCESS FROM NODE 126.00 TO NODE 314 00 IS CODE 21
-------------------------------------------- co --------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
------°--------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 14.21(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 600.00
UPSTREAM ELEVATION = 331.30
DOWNSTREAM ELEVATION = 314.00
ELEVATION DIFFERENCE = 17.30
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.895
SUBAREA RUNOFF(CFS) = 3.58
TOTAL AREA(ACRES) = 2.04 TOTAL RUNOFF(CFS) = 3.58
N
#xfiwtt wt ttttf +if iitf of # * #wxxwwetrtf #ft sf % #4 # #rf +fi * # #wx %flrtf # :if lff♦f!!xf lxt
FLOW PROCESS FROM NODE 343.00 TO NODE 342.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.0
UPSTREAM NODE ELEVATION = 314.00
DOWNSTREAM NODE ELEVATION = 302.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.56
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 14.31
•ffiffl lfiffl ffiflfiffflffifxfifififififi %fifi %t %Yt %% %%Y %Y % %t %tt %f itti %tlti%%%1 klf klfff!
FLOW PROCESS FROM NODE 342.00 TO NODE 341.00 IS CODE = 53
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
>>>>> TRAVELTIME THRU SUBAREA<<<<<
-------------------------=======
- ------------------_--------------------
UPSTREAM NODE ELEVATION 302.00
DOWNSTREAM NODE ELEVATION = 264.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .2533
CHANNEL FLOW THRU SUBAREA(CFS) = 3.58
FLOW VELOCITY(FEET /SEC) = 4.31 (PER PLATE D -6.3)
TRAVEL TIME(MtN.) = .58 TC(MIN.) = 14.89
r+## ffr• rrttxxxfil�# f# f## # #xk # # * # ##fff #rf #x # #x :tatfaafar taa tf # +f %+# # # :f # ## ## ##
FLOW PROCESS FROM NODE 342.00 TO NODE 341.00 IS CODE = 8
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.779
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.36
TOTAL AREA(ACRES) = 2.84 TOTAL RUNOFF(CFS) = 4.94
TC(MIN) = 14.89
FLOW PROCESS FROM NODE 341.00 TO NODE 34.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------------------
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.1
UPSTREAM NODE ELEVATION = 264.00
DOWNSTREAM NODE ELEVATION = 250.00
FLOWLENGTH(F$ET) = 90.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 4.94
TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 15.04
f kYf!* R# k* Rkkk//!!!lflf ixY//***** Yf lf!! / / #f /* #kx#f!# *k * # /!! / /likkf k # # *R! /!!♦
FLOW PROCESS FROM NODE 34.00 TO NODE 31.00 IS CODE = 53
_________ _____________ ______ __ __ ___ _ _ _ __
>> >>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<c<<<
---------------------------------------------------
UPSTREAM NODE ELEVATION = 250.00
DOWNSTREAM NODE ELEVATION = 227.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00
CHANNEL SLOPE _ .1437
CHANNEL FLOW THRU SUBAREA(CFS) = 4.94
FLOW VELOCITY(FEET /SEC) = 3.61 (PER PLATE D -6.3)
TRAVEL TIME(14IN.) _ .74 TC(MIN.) = 15.78
FLOW PROCESS FROM NODE 34.00 TO NODE 31.00 IS CODE = 10
---- ------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
FLOW PROCESS FROM NODE 125.00 TO NODE 322.00 IS CODE = 21
------------------------------------ ------------------------------- --------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 200.00
UPSTREAM ELEVATION = 318.80
DOWNSTREAM ELEVATION = 316.80
ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.546
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.531
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) _ .35 TOTAL RUNOFF(CFS) _ .56
** x** x**** xw* 1x#+ 1f!l wxx* xx+ f*+ x* x1x* lxxrxrrY lY *r! #r! #!lxxrlf } :11f }1f ; } *w ; ;*
FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE 53
--------------------------------------------- -- --- ------------------ -- - -- - --
>>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM NODE ELEVATION = 316.80
DOWNSTREAM NODE ELEVATION = 276.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .2720
CHANNEL FLOW THRU SUBAREA(CFS) _ .56
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET /SEC) = 2.92 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) _ .86 TC(MIN.) - 17.40
++ 11l 1xl fl f!! 1!l wrr+!!!!! wf# ww1wx111 +w +!! +!!lwtff #!rtlrlwlwwxwxw #wf •fx• + #f1:
FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------==---------- ----------- ----- -- -------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.418
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .44 SUBAREA RUNOFF(CFS) _ .68
TOTAL AREA(ACRES) _ .79 TOTAL RUNOFF(CFS) = 1.23
TC(MIN) = 17.40
R## wkw!l fft!! 4! w #wwlf #!! #wk # # #w #xf1lf1111R1fl1f 111f1r111!!! #!ftlt #w + #!!rilff
FLOW PROCESS•FROM NODE 321.00 TO NODE 32.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
---------------------------------------------------------------------
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.4
UPSTREAM NODE ELEVATION - 272.00
DOWNSTREAM NODE ELEVATION = 250.00
FLOWLENGTH(FEET) = 90.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) 6.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.23
TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 17.58
t# r+t fttflttttttt exx1x11rf1 #1 # #wwxrf #1 #xx #w #wwlfl+f +!!r! #wwx +ww! # # #wwlw! #ww!
FLOW PROCESS FROM NODE 321.00 TO NODE 32.00 IS CODE = 1
-- --------- ---- --- -- -- -- ---- - ----------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
TOTAL NUMBER OF STREAMS - 2
OONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.58
RAINFALL INTENSITY(INCH /HR) - 3.40
TOTAL STREAM AREA(ACRES) _ .79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23
xwf!!! fl wxwl f!!l++ rxxxxx# xwwfl wl w!! f!l ffrtt ft lfttrw +rllll + +rt +r•11111fxxflx!
FLOW PROCESS FROM NODE 332.00 TO NODE 331.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 10.70(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 180.00
UPSTREAM ELEVATION = 319.00
DOWNSTREAM ELEVATION = 270.00
ELEVATION DIFFERENCE = 49.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.677
SUBAREA RUNOFF(CFS) _ .78
TOTAL AREA(ACRES) _ .37 TOTAL RUNOFF(CFS) _ .78
FLOW PROCESS FROM NODE 331.00 TO NODE 33.00 IS CODE = 3
'-- --- -- ---
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.6
UPSTREAM NODE ELEVATION = 270.00
DOWNSTREAM NODE ELEVATION = 250.00
FLOWLENGTH(FEET) = 80.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) _ .78
TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 10.88
FLOW PROCESS FROM NODE 331.00 TO NODE 33.00 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.) = 10.88
RAINFALL INTENSITY(INCH /HR) = 4.63
TOTAL STREAM AREA(ACRES) _ .37
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .78
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
• 1 1.23
17.58
3.395
.79
2 .78
10.88
4.628
.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CPS)
1 1.68
2 1.80
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc
(MIN.
10.88
17.58
ESTIMA'
1
INTENSITY
I (INCH /HOUR)
4.628
3.395
PES ARE AS FOLLOWS:
1.80 Tc(MIN.) = 17.58
.16
w x* wr rr# fixf+*** kyryyf +;xr+ :rwrxrrwrr #rr *fi *fi *f *+MxwM * * * * *Mx *Mxwwf #i + * *xx *x
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 53
----------------------------------------------------------------------------
» »>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW <<<<<
»»>TRAVELTIME THRU SUBAREA« «<
----------------------------------------------------------------------------
UPSTREAM NODE ELEVATION = 250.00
DOWNSTREAM NODE ELEVATION = 227.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE = .1533
CHANNEL FLOW THRU SUBAREA(CFS) - 1.80
FLOW VELOCITY(FEET /SEC) - 2.67 (PER PLATE D -6.3)
TRAVEL TIME(MIN.) = .94 TC(MIN.) = 18.52
##**# w# f## f*# wk# w #fkRff #f * \wf \iiitiiit #itf *f+tf iff #f \4ff # \ * * * * * * *wi #f+f ! \f4t
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 11
-------------------------------------- ----- --- ---------- ------ - - - - - -- ---- --
>>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
1.80
18.52
3.284
1.16
** MEMORY
BANK # 2
CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
4.94
15.78
3.641
2.84
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
6.56
15.78
3.641
2
6.26
18.52
3.284
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 6.56
Tc(MIN.)
15.78
TOTAL AREA(ACRES) =
4.00
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE = 12
>>>>>CLEAR MEMORY BANK # 2 <<<<<
• wxw\ wwwwxr+ a+++ arrw*+++ aa+*+ r* wfffw *xwwx # #w * #ww +wtat + +w + +a *aat tf tff tf * +fraa
FLOW PROCESS FROM NODE 33.00 TO NODE 31.00 IS CODE 8
------------------------- ------------------------- - - -- -- - - ----------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 5.22 TOTAL RUNOFF(CFS) = 8.56
TC(MIN) = 15.78
r+# f## wr# w*# wxwrxrxl rf!#! r## r+##+ wr# w*# rwwrxwrffrffrrtrrrft # : # # #wwwrx!!r! # #r
FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.6
UPSTREAM NODE ELEVATION - 227.00
DOWNSTREAM NODE ELEVATION - 225.00
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU,SUBAREA(CFS) = 8.56
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 15.87
ir## lkrrfr## rw # #i #r1f #f #f #!r #wr#rrrrwtf * *rr #f wf lffrt *1tt11tfi#t # # # #r#4r ** * **
FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 8
------------------------------------------- -------------- ----------------- -
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.628
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .21
TOTAL AREA(ACRES) = 5.35 TOTAL RUNOFF(CFS) = 8.77
TC(MIN) = 15.87
FLOW PROCESS FROM NODE 31.00 TO NODE 10.00 IS CODE - 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW « «<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION 225.00
DOWNSTREAM NODE ELEVATION = 219.50
CHANNEL LENGTH THRU SUBAREA(FEET) - 150.00
CHANNEL SLOPE _ .0367
CHANNEL BASE(FEET) - 1.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 8.77
FLOW VELOCITY(FEET /SEC) = 8.76 FLOW DEPTH(FEET) _ .50
TRAVEL TIME(MIN.) _ .29 TC(MIN.) = 16.15
#f fitf# wr## kktltrrrf !!fflxffk #wk *wk # # # # ## # #ttfttwrt ltrffr#ftrr # #f # #f ## #! # # ##
FLOW PROCESS FROM NODE 31.00 TO NODE 10.00 IS CODE = 8
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.586
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .59 SUBAREA RUNOFF(CFS) _ .95
TOTAL AREA(ACRES) = 5.94 TOTAL RUNOFF(CFS) = 9.73
TC(MIN) - 16.15
+xr + +rr * +wxrwfrlxrf rrrw* rw# r## ww+ r#+ rtrrrawr+ # +wwwrr + + # * +t +wwww #ww #f # #fw #fff
FLOW PROCESS FROM NODE 30.00 TO NODE 10.00 IS CODE = 11
>>> »CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
9.73
16.15
3.586
5.94
** MEMORY
BANK # 1
CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(qFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
19.40
12.25
4.288
9.90
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
1
27.54.
12.25
4.288
2
25.96
16.15
3.586
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 27.54
Tc(MIN.)
= 12.25
TOTAL AREA(ACRES) =
15.84
#•ww # *xrr + +r #xrrf fifer# r## w## ww# wx #wrrwr +xrrrffefxttttfff:fffwf wef wffwwf wwxwx
FLOW PROCESS FROM NODE 10.00 TO NODE 1.00 IS CODE = 3
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.2
UPSTREAM NODE ELEVATION = 219.50
DOWNSTREAM NODE ELEVATION 204.00
FLOWLENGTH(FEET) - 120.00 MANNING'S N = .024
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 27.54
TRAVEL TIME(MIN.) _ .14 TC(MIN.) = 12.39
FLOW PROCESS FROM NODE 30.00 TO NODE 10.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
---------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATIONsIS'"D ........... - __= _______
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.19(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 450.00
UPSTREAM ELEVATION = 320.00
DOWNSTREAM ELEVATION = 280.00
ELEVATION DIFFERENCE = 40.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.300
SUBAREA RUNOFF(CFS) = 3.46
TOTAL AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 3.46
rwwrwwrwwrwwxwwrwwx: xxw»» xf rr} ffff} w* r* x} r+ ttr + + + + +tt + # } # *xww »x + + + +tf + + # + + ++
FJ.OW PROCESS. -FROM NODE 202.00 TO NODE 20.00 IS CODE = 4
--- - - --
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE « «<
---------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 11.0
UPSTREAM NODE ELEVATION = 280.00
DOWNSTREAM NODE ELEVATION = 211.00
FLOWLENGTH(FE�T) = 600.00 MANNING'S N = .015
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.46
TRAVEL TIME(MIN.) = .91 TC(MIN.) = 13.10
•wxiwii *itkRf + * * #Rkf iriiiiirrrrrr *ik # ** * } »ttt #iris #ri +kt # * *# * * # * } * # # # # #wwwrr
FLOW PROCESS FROM NODE 202.00 TO NODE 20.00 IS CODE = 8
------------------ ----------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
------------------------------------------------------------- ------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.105
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 2.46
TOTAL AREA(ACRES) = 3.12 TOTAL RUNOFF(CFS) = 5.92
TC(MIN) = 13.10
# rlffrf} fff» kfrtr»»» wxwwx} xww#} ff# k # #k # #}f }t # }4f }!f• }tI }f } } #4k * } }f Rw # }xwxrttt
FLOW PROCESS FROM NODE 202.00 TO NODE 20.00 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.) = 13.10
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 3.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.92
R *R *1fi R1fi * * *ifii i*# i*###t Ri# fiiiiRWR# fi** lfil fl R#!if * *i # * #tt * * * *WW #*rWRRfl1!!!
FLOW PROCESS FROM NODE 231.00 TO NODE 23.00 IS CODE - 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW- LENGTH = 120.00
UPSTREAM ELEVATION = 258.80
DOWNSTREAM ELEVATION = 257.60
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.817
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.163
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .56
*# fr# r* ff** f*##* f# tff* ff R1f* rt* r**#+ ++ +# ##irr *ririx* * * * * *r # # #r ♦r!!f t ►!lfft4r
FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
----------------------------------------------------------------------------
----------------------------------------------- --------------- ----
DEPTH OF FLOW IN. 24.0 INCH PIPE IS 1.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.7
UPSTREAM NODE ELEVATION = 256.60
DOWNSTREAM NODE ELEVATION = 237.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .015
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) _ .56
TRAVEL TIME(MIN.) _ .22 TC(MIN.) = 13.03
rft111w #* #fx +ki if tikfi# RewRRwwwR*######* w# kxx *ixxi + +frx *xr + #+ ++xx+fx # +++if # *i+
FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.119
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .25 SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) _ .55 TOTAL RUNOFF(CFS) = 1.03
TC(MIN) = 13.03
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE 4
-------- - ------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
------------- ------- ----------------- --- ---- ------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.3
UPSTREAM NODE ELEVATION = 237.00
DOWNSTREAM NODE ELEVATION = 211.00
FLOWLENGTH(FEET) = 260.00 MANNING'S N = .015
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.03
TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 13.63
xx+++ w+ r+++ xxxxxxx: rx+ rrrr+ xxxwwxrw+ r+ wtr +a + +txrr +rxxxxxxxwwx + + ++ +xx +r wexxxw
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 IS CODE = 8
----- ---
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.001
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .68 SUBAREA RUNOFF(CFS) = 1.22
TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 2.25
TC(MIN) = 13.63
wwxxxxwwxxxxxxxtwxxxwwxxwwxww+ w+++ wxwwwxxtx xttxxwxx :xxr + +rxw +xxxxrwwxr ++ +wwx
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 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.) = 13.63
RAINFALL INTENSITY(INCH /HR) = 4.00
TOTAL STREAM AREA(ACRES) = 1.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25
** CONFLUENCE DATA **
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 5.92
13.10
4.105
3.12
2 2.25
13.63
4.001
1.23
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 8.11
13.10
4.105
2 8.02
13.63
4.001
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
8.11 TO MIN.) =
13.10
TOTAL AREA(ACRES) =
4.35
wwewxwtxxxwx+++ xrrxwxxxxtx++ ew++++ r + +rr +rxxwtxxxxxxxxxxxxxxxxwxxxw xxxxxwxxxx
FLOW PROCESS FROM NODE 22.00 TO NODE 20.00 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.) - 13.10
RAINFALL INTENSITY(INCH /HR) = 4.11
TOTAL STREAM AREA(ACRES) = 4.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.11
rrxxtrtrftrr+ r+ ff+ fffffffffr *rrrr +x *Rx * *xx * *xxxxx *xRxfffef rrrtf : :rrrrrrr *x #!
FLOW PROCESS FROM NODE 211.00 TO NODE 21.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW - LENGTH = 250.00
UPSTREAM ELEVATION = 219.80
DOWNSTREAM ELEVATION = 217.30
ELEVATION DIFFERENCE - 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) . 18.499
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.286
SUBAREA RUNOFF(CFS) = 1.63
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.63
itrfffftftti +til riff!! ff# xx## f# #ff #Rx *!f # #xxR * *Rk ##r *rRtr *RrRr rR * # * # # * #* # # #R
FLOW PROCESS FROM NODE 211.00 TO NODE 21.00 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.) = 18.50
RAINFALL INTENSITY(INCH /HR) = 3.29
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63
" CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
8.11
13.10
4.105
4.35
2
1.63
18.50
3.286
1.10
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 9.42 13.10 4.105
2 8.12 18.50 3.286
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.42 Tc(MIN.) = 13.10
TOTAL AREA(ACRES) = 5.45
INTERIOR STREET CROSSFALL(DECIMAL) . .020
OUTSIDE STREET CROSSFALL(DECIMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF . 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .99
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .17
HALFSTREET FLOODWIDTH(FEET) = 2.27
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.81
PRODUCT OF DEPTH &VELOCITY . 1.00
STREETFLOW TRAVELTIME(MIN) = 2.30 TC(MIN) . 15.64
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.662
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .64 SUBAREA RUNOFF(CFS) = 1.05
SUMMED AREA(ACRES) _ .89 TOTAL RUNOFF(CFS) = 1.51
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) . .20 HALFSTREET FLOODWIDTH(FEET) = 3.82
FLOW VELOCITY(FEET /SEC.) = 5.72 DEPTH *VELOCITY = 1.16
ifiiftifiiifflfif iitittlt### i #f *fffRiifiiiiiiiiiiif111f111f 1f #tttfiifftfff of
FLOW PROCESS FROM NODE 3.20 TO NODE 3.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
--------------------------------------------- ----------- -- --- ---------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.662
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .43 SUBAREA RUNOFF(CFS) _ .71
TOTAL AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 2.22
TC(MIN) = 15.64
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 2.22 Tc(MIN.) = 15.64
TOTAL AREA(ACRES) = 1.32
I mlo7oZi] 0cQuilantomfole7-AU- 1NV &'%&
23
V HYDRAULIC CALCULATIONS
A
too
168
156
144
132
120
106
rr k kT2 is PPe7 J /c /"4
iF! L PiP6�S
)0,000
8,000 EXAMPLE (1) (2) (3)
6.
6000 0•42 Inches (3.5 lost)
5,,000 0. 120 <6 S
4,000 At • H11 g'
B toot 4.
3,000 Itl z.s e.a S'
R) 2.1 7.4
2,000 (3) 2.2 7.7 4•
00 1. 6.t
1,000
800
84 [4010 0 / C
o
72 = 0 z - 60 0 k W E 34 z a
o / 48 0 • 100
W z
01
2.
> / z so _
a
u i / 60 v , / ~o.
42 \ W
0 o SO HW SGA - ENTRANCE ° 10
2
-40 D YPE W
� W H
30 P� 4e.ra edge MIN a
aROcip 10 bead.all .9
33 27•`
a. N`IV 10 w
.•y (3) Groan and '
27 vml.<tIAB
24 B. SL 0PS
y4"P%� aep° t'J .7
0
.<al. 121 0 1 n0.0d�
2 I nor l<a.tall� 1 cal. III
4 a.e d. nclind . Mr «qn
0 end.
3 inwt Feted g
Ft P 13 A��L
3
1.0
IZ'Nc!`Iz
.k.,ur
BUREAU Of PUBLIC ROADS JAN. 1963
II -67 2'}'
S.
4.
3. A OV
L4. do .96PT Ai
.. r2 "A'L Otr�N�?66�1
�• r8n0l�'�°��
�•� /•SKI s /.3 FTIf�
.•. /s�PVr c.re.taeDa d
Z I•yx Z= Z •4FT-
.1
7+",o 1, AkID
i. i7 >< t, > = 1.76 H N
.9 r .9
0.82 -X 3a = 2 .kbFT lk
3(P" DID 6+ Lbcc e
` o•70 X I - o •7d Fr• hW
• )zANLoK.N New itr
� o,HXr = o•blfr Nrd1
!z•At ad<PAtwss/
.6 1— .6
5 1— .S
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL
. ..
rarrrrrrf rrra++ aarrawa+ rrrrwwwwwwx# rw# wfxwf:l rrlrarrr +rr +xr# +r + +ta +w #wwwxr #r
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -96 Advanced Engineering Software (sea)
Ver. 6.1 Release Date: 01/01/96 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 North Hwy. 101, Suite A
Solana Beach, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
------------ ------ ------------------------------- ----------
TIME /DATE OF STUDY: 13:56 5/ 5/1998
rrxaaarf#fffrrrrrrrr!lrrt! DESCRIPTION OF STUDY * * * * *rarrrr +rwttttra +rasa#
* Check Maximum Depth of flow in trapezoidal channel
* Node 11 to Node 10. Q100 at Node 10 used for this CALC.
* 100 year storm. See exhibit A. 5 -5 -98 ms
# #w #wwwwwrwrafrrrf ttt ttrrttrtt• ttrttrt+♦ rrrrtrrarw +rr +rr +rrwrrtrrrrtrr + +rr
! R• frfrffr♦! tt!! t�!! f!! f!! w# fftt!! f!l rtxwxx# w # # #r # # # # #w # #ww#Rt! #RtwlxRw #!!!!
»»CHANNEL INPUT INFORMATION ««
---- ------------------------------- ------------------------'
CHANNEL Z1(HORIZONTAL /VERTICAL) 2.00
Z2(HORIZONTAL /VERTICAL) = 2.00
BASEWIDTH(FEET) = 1.00
CONSTANT CHANNEL SLOPE(FEET /FEET) _ .012500
UNIFORM FLOW(CFS) - 27.50
MANNINGS FRICTION FACTOR = .0150
NORMAL -DEPTH FLOW INFORMATION:
----------------------------------- -------------------------------- ---- — - --
>>>>> NORMAL DEPTH(FEET) = 1.10
FLOW TOP- WIDTH(FEET) = 5.40
-FLOW AREA(SQUARE FEET) = 3.52
HYDRAULIC DEPTH(FEET) _ .65
FLOW AVERAGE VELOCITY(FEET /SEC.) = 7.81
UNIFORM FROUDE NUMBER = 1.703
PRESSURE + MOMENTUM(POUNDS) = 509.24
AVERAGED VELOCITY HEAD(FEET) _ .946
SPECIFIC ENERGY(FEET) = 2.047
CRITICAL -DEPTH FLOW INFORMATION:
----- -------------- --- -------------- ------ — --- -------------- — ---------- —
CRITICAL FLOW TOP- WIDTH(FEET) = 6.64
CRITICAL FLOW AREA(SQUARE FEET) = 5.39
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .81
CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) - 5.10
CRITICAL DEPTH(FEET) = 1.41
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 450.73
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) _ .405
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.815
25
. +,
a
+++++ rwrrrw+ r++ r++l w* wwwxwwfxlfl+ wrrwl+++ 4*** * *xwlR + +r +li *r4r + + + *wwwR + :lwr *+
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -96 Advanced Engineering Software (sea)
Ver. 6.1 Release Date: 01/01/96 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 North Hwy. 101, Suite A
Solana Beach, CA. 92075
Ph: (619) 259 -8212 Fax: (619) 259 -4812
-------------------- --- ---- -------- --- -- ----- - ----- — --- - - ----
TIME /DATE OF STUDY: 15: 7 5/ 5/1998
* * * * *xwxxw *xlxf!! *f!!f!!!f DESCRIPTION OF STUDY * * * * * *xxxxfw + * + + + + + ++ ** ++e
* CHECK DEPTH OF FLOW OF D -75 TYPE "B" DITCH AT WORST CASE.
* 5irw Mv, ,s.,r ',s '
* (A6 EM'L S�d/!,r? • ✓� -5 -p //per *
** R** Rd* w* RR* R**** ww* kw** ww##►#####!#* i## i# * # * #i* *4 + # * *Rw * +wwfww #i +4+ + #fR+
* R*** RR* f** R** RRR** k* kwwwR!! f!♦ ffffttil ittitfw *iff #* *! * * * * * *k *ft!!f! * + * + + + ++
>>>>PIPEFLOW HYDRAULIC INPUT INFORMATION <<<<
------ — -----' ---- --- -- _- ---- -- - - -- --------------- - - --
PIPE DIAMETER(FEET) 2.000
PIPE SLOPE(FEET /FEET) _ .0200
PIPEFLOW(CFS) - 3.60
MANNINGS FRICTION FACTOR = .015000
----------------------------------------------------------------
CRITICAL -DEPTH FLOW INFORMATION:
CRITICAL DEPTH(FEET) _ .66
CRITICAL FLOW AREA(SQUARE FEET) _ .912
CRITICAL FLOW TOP- WIDTH(FEET) - 1.884
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) - 43.29
'CRITICAL FLOW VELOCITY(FEET /SEC.) = 3.948
CRITICAL FLOW VELOCITY HEAD(FEET) _ .24
CRITICAL FLOW HYDRAULIC DEPTH(FEET) _ .48
CRITICAL FLOW SPECIFIC ENERGY(FEET) _ .91
NORMAL -DEPTH FLOW INFORMATION:
---------------- -- --- --_______________ ________-__----_ --
NORMAL DEPTH(FEET) .49
FLOW AREA(SQUARE FEET) _ .59
FLOW TOP- WIDTH(FEET) - 1.716
FLOW PRESSURE + MOMENTUM(POUNDS) = 49.96
FLOW VELOCITY(FEET /SEC.) = 6.089
FLOW VELOCITY HEAD(FEET) _ .576
HYDRAULIC DEPTH(FEET) _ .34
FROUDE NUMBER = 1.828
SPECIFIC ENERGY(FEET) = 1.06
DESCRIPTION OF STUDY 1t #** # *** * *4ff4rliwfi+ktt4
06
Prepared by Pasco Engineering 5/5/9b
PE 718
5/5/98
CALCULATE CAPACITY OF BROOKS CATCH BASINS.
FORMULA: Qcap = 3.0(P)(DAl.5) / 2. DIVISION BY 2 ACCOUNTS FOR GRATE.
PERIMETER AVAIL HW GRATE FACTOR
0100 (CFS)" P (FT) D (FT)' 2.00 CAPACITY (CFS) INLET TYPE
0.78 4.00 0.50 3.00 1.41 12" x 12" BROOKS CB
1.23 4.00 0.50 3.00 1.41 12" x 12" BROOKS CB
0.5 FT. DEPTH ALLOWS FOR 0.5 FT. FREEBOARD IN D -75 DITCH.
"- SEE EXHIBIT "A" NODE 321 AND 331 FOR THESE Q100 VALUES.
27
a j a
VI APPENDIX
D
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION
FLOOD CONTROL ICy�'Y�6a l� tiY�D�G� P�d�b ��laT�tsiU
'-20-/ ISOPLUVIALS OF 100 -YEAR 6-HOUR
PRECIy i T ATION IN 1 INTI;S 01 AN IlXC;I
33°
4$1
301
,
151
451
P..y.
U.S. DEPARTME1,
NATIONAL OCEANIC AND AT!
SPECIAL STUDIES URANCH• OFFICE OF It
301 _
118, 451 301 151 117° 1151 301 151
116'
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 100 -YEAR 24410.1 It PRECIPITATION '
b.
FLOOD CONTROL
- 20./lS9PLUVlALS Of 100 -YEAR 24-IIOUR
PRECIPITATION IN - ENTIIS OF AN INCA
451
/ toccu J
• 100 ',!-PI;o I SD�.r � � " �• 1 `1 - e
`tACIIAIII •C 80 �• c Sncl 1 60 -t Idu
301 0
SAN CL MENIE • r D�� I J %• IOU .._ •.7A 74 X45 1��
t i
on t)k I
- - J.)I� ^ - ' X20 „ - ` - jl` -- `t - `�•- %! i
l � o
�. • i ,NSIm. I'
,.,100.
1 ,
i5.�
i 5D
" Ir[ mr• j I )� ' �� . l 1(,70 ,
- 1 ( 70 -
'7
r IV. ,
451 _— ,r .- t �` —{ — J 100_..__ �- c
U.S. DEPARTAtEN I. OF COMMERCE ' 70 I �i1 r t� , '�'a "t�I t' 50 \rq
NATIONAL OCLANIC AND AT' 051- 11ENIC ADMINISTRATION
SPECIAL f7VOlEf DRAM CII, OFFICE 0I II UROLOGY. NATIONAL R'EATIIER SERVICE SA 65110 ~ JO
L--- S aYGU 0 "BOiO "5'!0'" I
30' -
30' 1 �' 117' 4!�' 301 151 116 O
w
A I10
VII EXHIBIT "A"
3/
7
VINJE & MIDDLETON ENGINEERING, INC.
2450 Vineyard Avenue, x102
Escondido, California 92029 -1229
Job 97 -145 -V
April 28. 1998 O
Development Planning Consultants International. Inc. MAY - 81998
Attention: Mr. Zahoor Abbasi
131 South Escondido Boulevard
Escondido, California 92025
Clarification Letter On Preliminary Geotechnical Investigation Report
Job #97- 145 -V, Dated May 27, 1997, Double LL Ranch Road, Olivenhain
Phone(760)743.1214
;W(760) 739 -0343
The tentative map included in the above referenced geotechnical report has been revised
with respect to parcel numbers. Therefore the following clarifications are appropriate:
1. Cut slopes in Parcel 1 and any other cut slopes within the project development
exceeding five feet in maximum vertical height and exposing weaker
claystone /siltstone units should be reconstructed as a stabilization fill slope at 2:1
gradients maximum as recommended in the project geotechnical report.
2. The previously addressed Parcel 3 (page 11 of the subject report) is now Parcel 2
in the revised map. The east end of the cut slope construction for this parcel may
also expose weaker claystone units. In these areas where slope heights exceeds
5 vertical feet maximum. the cut bank may also reconstructed as a stabilization fill
slope at 2:1 gradients.
3. All cut slope construction and stabilization for the project development should be
completed under inspection and testing of the project soils engineer. Additional
recommendations should be provided at time of grading and earth works based on
the actual exposure. if it becomes necessary.
Should any questions arise concerning this letter, please do not hesitate to contact the
undersigned. Reference to our Job #97 -145 -V will help to expedite our response to your
inquiries. We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Dennis Middleton
CEG #980
Distribution: Addressee (2)
Pasco Engineering, Attn: Mr
smslwpdocsl97-1 45-Vc1r
prelim
Mehdi Shariat
RCE #46174
Wayne Pasco (2, fax)
No 46174
TO:
FROM:
RE:
ENGINEERING SERVICES DEPARTMENT
Capitol Improvement Projects
city Of District Support Services
Encinitas Field Engineering
Subdivision Engineerng
Traffic Engineering
Field Clearance to Allow Occupancy
Subdivision Engineering
Public Service Counter
Field Operations
Private Contract Inspection
Building Permit No. JO
Name of Project
Name of Developer.
TRE5 V� sz4s
RM G7
Gle IleV-
�3�� Oa lfe T � V /5771-5
I have inspected the site at .
(address... number ...street name ..sufx)
and have determined that finish (precise) grading and
Tip t —no Fbl—dgnO any other related site improvements are substantially complete and
that occupancy is merited.
i5ignature of Senior Civil Engineer, only if appropiate)
Reference: Engineering Permit No. 5`1- E
7 --2-7 - -- 01
(Date)
(Date)
Special Note: Please do not sign the "blue card" that is issued by Building Inspection Division and given to the
developer. You are only being asked to verify field conditions. Office staff still has the responsibility to verify that
compliance with administrative requirements is achieved, typically payment of impact fees or execution of
documents. Return this form, if completed, to counter staff merely by dropping it in the slot labelled "final
inspection" that is located between the desks of the engineering technicians. Also, please remember to do final
inspections on the related engineering permits and return that paperwork, if completed. Thank you.
JSG /fteld.docl
rn vn.6ts -)60n 1 FAX ?60- 633 -2627 505 S. Vulcan Avenue. Encinias, California 92024 -3633 TDD 7,60-633-1700 :!� recYciedpaper
FROM
ENGINEERING SERVICES DEPARTMENT
city of Copilot Improvement Projects
District Support Services
Encinitas Field Operations
Subdivision Engineering
Troftic Engineering
Field Clearance to Allow Occupancy
Subdivision Engineering
Public Service Counter
Field Operations
Private Contract Inspection
RE: Building Permit No. DD --,267
Name of Project eaLfe Tres VI5TAc,
Name of Developer
I have inspected the site at 3371 Oail(e TreS VsT +s
(address. ..number ...street name .- suffix)
I Irce- 3 and have determined that finish (precise) grading and
(lot no.) (bldg. no.)
any other related site improvements are substantially complete and
that occupancy is merited.
5 - -- 7 - -- o/
(Date)
fSignature of Senior Civil Engineer, only if appropiate) fDatel
Reference: Engineering Permit No. 6452 G.l
Special Note: Please do not sign the "blue card" that is issued by Building Inspection Division and given to the
developer. You are only being asked to verify field conditions. Office staff still has the responsibility to verify that
compliance with administrative requirements is achieved, typically payment of impact fees or execution of
documents. Return this form, if completed, to counter staff merely by dropping it in the slot labelled "final
inspection" that is located between the desks of the engineering technicians. Also, please remember to do final
inspections on the related engineering permits and return that paperwork, if completed. Thank you.
JSG /field.doc I
TEL 760- 633 -7600 / FAX 760- 633.2627 505 S. Vulcan Avenue. Encinitas, California 92024 -3633 TDD 760. 633 -2:00 recycled paper
TO:
FROM
ENGINEERING SERVICES DEPARTMENT
Capital Improvement Projects
City of District Support Services
Encinitas bField Engineering
Operations
Subtlivisn Engineering
Traffic Engineering
Field Clearance to Allow Occupancy
Subdivision Engineering
Public Service Counter
Field Operations
Private Contract Inspection
RE: Building Permit No. 00 ---31'9
Name of Project (9a Tes (llsrgs
Name of Developer
�/h CI aCVe F��ornen �"
I have inspected the site at 3375 64-l�e 7-4c.5 / 5' f.s
��Ce / A
(address ... number ... svee[-name ...suJ�w
Y and have determined that finish (precise) grading and
(lot no.l (bldg. no )
any other related site improvements are substantially complete and
that occupancy is merited.
(Signature of senior civil Engineer, only if appropiate)
Reference: Engineering Permit No. 5452 G.r
3 - - -13 - -- of
(bate)
(Date)
Special Note: Please do not sign the "blue card" that is issued by Building Inspection Division and given to the
developer. You are only being asked to verify field conditions. Office staff still has the responsibility to verify that
compliance with administrative requirements is achieved, typically payment of impact fees or execution of
documents. Return this form, if completed, to counter staff merely by dropping it in the slot labelled "final
inspection" that is located between the desks of the engineering technicians. Also, please remember to do final
inspections on the related engineering permits and return that paperwork, if completed. Thank you.
1SG /field.doc I
TEL 760 - 633.2600 1 FAX 760- 633 - 1627 505 S. Vulcan Avenue. Enciniras. California 92024.3633 TDD 760. 633 -2700 1� recycled paper
PASCO ENGINEERING, INC.
535 NORTH HIGHWAY 101, SUITE A
SOLANA BEACH, CA 92075
(858) 259 -8212
FAX (858) 259 -4812
January 24, 2002
City of Encinitas
Engineering Services Permits
505 So. Vulcan Avenue
Encinitas, CA 92024
l JAN 2 8 2002
PE 718
RE: ENGINEER'S PAD CERTIFICATION FOR PROJECT NO. 97- 201TPM
AND GRADING PERMIT NO 5744 -G
To Whom It May Concern:
Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby
submitted as a Pad Certification Letter for the above referenced lot. As the Engineer of
Record for the subject project, I hereby state the rough grading for this lot has been
completed in conformance with the approved plan and requirements of the City of
Encinitas, Codes and Standards or as shown on the attached plans.
23.24.310(B). The following list provides the pad elevations as field verified and shown
on the approved grading plan:
Pad Elevation Pad Elevation
per plan per field measurement
220.5 220.5
23.24.310(B) 1. Construction of line and grade for all engineered drainage devices and
retaining walls has been field verified and are in substantial
conformance with the subject - grading plan.
VINJE & MIDDLETON ENGINEERING, INC.
Job #00 -238 -F
AL�GL�►xf►�iI�I�I
Mr. Bob Davis
2240 Encinitas Boulevard, Suite #401
Encinitas, California 92024
2450 Vineyard Avenue, x102
Escondido, California 92029.1229
ENS T, n�
Phone(760)743.1214
Fax (760) 739.0343
AS- GRADED COMPACTION REPORT FOR THE REMEDIAL GRADING CONDUCTED
ON PARCEL #1, TRES VISTAS ESTATES, CITY OF ENCINITAS TM #97 -201, LOCATED
OFF DOUBLE LL RANCH ROAD
In accordance with the Grading Ordinance for the City of Encinitas, this as- graded
compaction report has been prepared for the above referenced project. We have
completed engineering observations and testing services in conjunction with the grading
operations. This report summarizes the results of our tests and observations of the
compacted fill. The compacted fill in the subject areas was placed during the period of
June 16, 2000 through June 23, 2000. Actual dates are shown on the enclosed
compaction test result sheet.
The following listed reports were reviewed by this office as part of this project:
A. "Update Preliminary Geotechnical Investigation Report and Grading Plan Review'
letter prepared by this office, dated December 21, 1998, Job #97- 145 -V.
B. "As- Graded Compaction Report For Parcel #1, and Associated Driveway, Tres
Vistas Estates, City of Encinitas TM #97 -201, Located Off Double LL Ranch Road ",
prepared by this office, dated October 11, 1999, Job #98- 373 -F.
C. "Update of Compaction Report and Foundation Recommendations For Parcel #1,
Tres Vistas Estates, City of Encinitas TM #97 -201, Located Off Double LL Ranch
Road ", prepared by this office, dated May 31, 2000, Job #00- 238 -F.
Prior to the removal- recompact grading operations, the previously graded building pad was
cleared of vegetation. All questionable loose and compressible soils found in the upper
18 inches were removed to underlying previously compacted soils with an in place density
in excess of 90% under the direction of this office, prior to backfilling.
As- Graded Compaction Report
Remedial Grading, Parcel #1
June 27, 2000
Page 2
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for the City of Encinitas and our above listed "update" report. All inspections
and testing were conducted under the supervision of this office.
II. FILL PLACEMENT
The backfill was placed in six to eight inch lifts and compacted by means of heavy
construction equipment. Field density tests were performed in accordance with ASTM
Method D- 1556 -90 sand cone method, as the backfill was placed. The moisture content
for each density sample was also determined.
The locations of the tests were placed to provide the best possible coverage. The results
of our field density tests and laboratory testing indicate that the backfills within the house
area plus 10 perimeter were compacted to at least 90% of the corresponding maximum dry
density at the tested locations.
III. APPROPRIATE LABORATORY TESTS
A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and
optimum moisture contents of the different soil types used as compacted fill were
determined in accordance with ASTM Method D- 1557 -91.
B. Expansion Tests: An expansion test was conducted on a representative sample
of the near finish grade soils during the previous grading operations to determine
the expansion potential and to provide appropriate foundation recommendations.
C. Direct Shear Tests: A direct shear test was also performed on a representative
sample of the soils used in the previous grading operations to determine the
allowable bearing capacity and to provide retaining wall design parameters.
IV. RECOMMENDATIONS
A. Foundations, Slab on Grade:
All foundation recommendations put forth in our "Update" report dated May 31,
2000, should be adhered to.
All other recommendations put forth in our "Update" report dated May 31, 2000,
should be adhered to.
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vinyard Avaoae, #101, Escondido, Cablomia 92029/229 • Phone (760) 743 -1214 • I= (760) 739.0343
C,EOTECNNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
As- Graded Compaction Report
Remedial Grading, Parcel #1
June 27, 2000
Page 3
V. LIMITATIONS
Our description of the remedial grading operations, as well as observations and testing
services herein, have been limited to those remedial grading operations performed
periodically from June 16, 2000 through June 23, 2000. The conclusions contained herein
have been based upon our observations and testing as noted. No representations are
made as to the quality or extent of materials not observed and tested.
This report should be considered valid for permit purposes for a period of six months and
is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME
INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME
NECESSARY.
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #00 -238 -F will help to expedite our response to your
inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje
GE #863 140:°63
E>Ip. 123101
RMV /MS /mpr * fc``bIE�1�`
q�OF CP.UF(
Distribution: Addressee (4)
m pr\fi I Ico n 000-23&f. ag 1
Mehdi Shariat
RCE #46174
N,3 46174 )1
:0 UT. 12 "1 -02
Of
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vim.�wrd Avenue, 0102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fos (760) 739.0343
QUOTECHNICAL INVESTIGATIONS GRADING SUPERWSION PE.RC TESTING ENVIRONMENTAL INESTIGATIONS
JOB NO: 00 -238 -F
NAME: Mr. Bob Davis
LOCATION: Parcel #1, Tres Vistas Estates, Encinitas
TEST RESULTS
Laboratory Compaction Test Results:
Soil Type 7: Tan Fine Silty Sand with Trace Clay
Maximum Dry Density: 111.7 pcf
Optimum Moisture: 17.5%
Field Density Test Results: Removal and Recompact Top 18 Inches
Date
2000
Test
No.
Location
Ht.
Of
Fill In
Ft.
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
06/16
1
Bldg. Pad, See Attached Plan For Location
-1
21.5
99.5
111.7
89.1
Test Failed
06/19
2
Bldg, Pad, See Attached Plan For Location
-1
18.8
100.3
111.7
90.0
Retest #1
O6 /20
3
Bldg. Pad, See Attached Plan For Location
-1
19.0
105.6
111.7
94.5
06/21
4
Bldg. Pad, See Attached Plan For Location
-.5
16.3
96.9
111.7
86.8
Test Failed
06121
5
Bldg. Pad, See Attached Plan For Location
-.5
17.5
101.8
111.7
91.9
Retest #5
06/22
6
Bldg. Pad, See Attached Plan For Location
-.5
19.5
103.9
111.7
93.0
06/23
7
Bldg. Pad, See Attached Plan For Location
0 FG
18 1
108.0
111.7
96.7
Bldg. = Building
FG = Finish Grade
mpANIcontb0-238 -f trt
VINJE & MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
July 10, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, #102
Escondido, California 92029 -1229
Phone (760) 743 -1214
Fax (760) 739 -0343
ADDENDUM TO AS- GRADED COMPACTION REPORT DATED JANUARY 17, 2000
FOR PARCEL #2, TRES VISTAS ESTATES, CITY OF ENCINITAS TM #97 -201,
LOCATED OFF DOUBLE LL RANCH ROAD
In accordance with the Grading Ordinance for the City of Encinitas, this as- graded
compaction report has been prepared for the above referenced project. We have
completed engineering observation and testing services in conjunction with the grading
operations. This report summarizes the results of our tests and observations of the
compacted fills. The compacted fills in the subject areas were placed periodically from
April 14, 2000 through June 29, 2000. Actual dates are shown on the enclosed
compaction test result sheets.
After initial grading, a 14 foot portion (7 foot vertical) of the Southerly 2:1 gradient cut
slope for parcel #2 was removed and a keystone retaining wall was constructed in order
to enlarge the pad. Therefore, remedial grading was needed to accommodate the
proposed building, eliminate the cuttfill transition line and provide properly compacted fills
for support of the structure. The approximate limits of the regraded areas are shown on
the attached drawing.
Prior to grading operations, the site was cleared of vegetation. All questionable loose and
compressible soils were removed to a maximum depth of 7 feet in the undercut areas and
recompacted to a minimum of 90% per ASTM D1557 -91.
Indications of adverse soil conditions after last winters rains were evident on the project
lot. Therefore, removal and recompaction efforts of the upper 18 inches were also
completed on the remaining portions of the previously graded pad. Soils were moisture
conditioned to the recommended 3 % -5% over optimum moisture content and recompacted
to a minimum of 90 %.
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for City of Encinitas and our "As- Graded" compaction report dated January 17,
2000. All inspections and testing were conducted under the observation of this office. In
our opinion, all embankments and excavations were constructed in substantial
conformance with the provided grading plan, and are acceptable for their intended use.
Addendum, As- Graded Report
July 10, 2000
Page 2
Fill was placed in six to eight inch lifts and compacted by means of heavy construction
equipment. Field density tests were performed in accordance with ASTM Method D -1556-
90 sand cone method as the fill was placed. The moisture content for each density sample
was also determined. The approximate locations of the field density tests are shown on
the attached drawing.
The locations of the tests were placed to provide the best possible coverage. Areas of low
compaction, as indicated by the field density tests, were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the fills at the site were
compacted to at least 90% of the corresponding maximum dry density at the tested
locations.
All previous recommendations set forth in our January 17, 2000 "AS- GRADED
COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR PARCEL #2,
AND ASSOCIATED DRIVEWAY" Job #99- 390 -F, should be adhered to.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje {'a!'
GE #863
RMV /MS /mpr�f
Distribution: Addressee (6)
mprV IcontV9 -390 -f a95
I Af Mehdi Shariz
r!r' _* I RCE #46174
t:0. «l i4
E9'.12 -31Q
OF
VINJE fit MIDDLETON ENGINEERING, INC. 2450 Viroyard A,r ., 1102, E,¢.,.h 1o, Calijmnia 92029 4219 • Phone (760) 743 -1214 • I= (760) 739-0343
QEOTECHNICAL I.NVESTIQATfONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development
LOCATION: Double LL Ranch Road, Olivenhain
LABORATORY COMPACTION TEST RESULTS PARCEL #2:
Soil Type 2: Olive -Green to Grey Claystone (Bedrock) "
Maximum Dry Density: 111.3 pcf
Optimum Moisture: 17.8%
Soil Type 3: Tan to Brown Fine Grained Sandstone (Bedrock) "
Maximum Dry Density: 119.9 pcf
Optimum Moisture: 11.2%
Soil Type 5: Pale Olive to Tan Sandy Silt, Trace Clay
Maximum Dry Density: 118.2 pcf
Optimum Moisture: 15.5%
Soil Type 7: Tan Silty Fine Sand With Trace Clay
Maximum Dry Density: 111.7 pcf
Optimum Moisture: 17.5%
"From our "Preliminary Geotechnical Investigation" report dated May 27, 1997,
Job #97 -145 -V
mpr1fi11cont193390-f.p16
VINJE 9 MIDDLETON ENGINEERING, INC. 2450 Vin,y M Avenue, 0102, Escondido, California 92029.1229 • Phone(760)743-1214 • F=(760)739-0343
QEOTECHNICAL INVESTIQATIONS GRADING SUPERVISION PERU TESTI,NQ ENVIRONMENTAL INVESTIQATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Remedial Grading, Parcel #2
Date
2000
Test
No.
Location
Ht.
Of
Fill In
Ft.
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
04/14
1
West Half Parcel 2, Previous Slope Area
-6
19.2
107.7
118.2
91.1
Undercut 7'
04/14
2
West Half Parcel 2
-1
21.2
101.7
111.7
91.0
04/14
3
West Half Parcel 2, Previous Slope Area
-4
21.9
105.4
111.3
94.7
04/17
4
West Half Parcel 2, Previous Slope Area
-3
17.6
102.7
111.7
92.3
0420
5
West Half Parcel 2, Previous Slope Area
-3
22.0
106.1
111.3
95.3
0420
6
West Half Parcel 2, Previous Slope Area
-1.5
19.3
101.5
111.7
90.9
0421
7
West Half Parcel 2
0
17.8
105.9
111.7
94.8
Finish Grade
0425
8
East Half Parcel 2, Previous Slope Area
-1.5
17.6
102.2
111.7
91.5
Undercut 3'
0425
9
East Half Parcel 2
-1
20.6
97.7
111.7
87.8
Failed
0627
10
East Half Parcel 2
-1
17.8
103.5
111.7
92.7
Retest #9
06/29
11
East Half Parcel 2
0
15.2
1145
119.9
95.5
Finish Grade
m pN l Icon 1. \99 -390. f t(5
VINJE & MIDDLETON ENGINEERING, INC.
Job 97 -145 -V
December 21, 1998
Development Planning Consultants International, Inc. 0 9
Attention: Mr. Zach Abbasi
131 South Escondido Boulevard
Escondido, California 92025
tz�<
2450 Vineyard Avenue, #102
S Escondido, California 92029 -1229
Phone(760)743.1214
Fax (760) 739 -0343
%A-41
Updated Preliminary Geotechnical Investigation Report and Grading Plan Review, Job
#97- 145 -v, Dated May 27, 1997, Double LL Ranch Road, Olivenhain
In accordance with your request, we have completed the following updated Geotechnical Report for
the above referenced project site. Based upon our recent visual inspections, site conditions have
primarily remained unchanged since issuance of our original report entitled "Preliminary
Geotechnical Investigation, Proposed 5 Parcel subdivision, APN 264 - 240 -03, Double LL Ranch
Road, Olivenhain, City of Encinitas, California," Job #97- 145 -V, dated May 27, 1997.
All conclusions and recommendations provided in the referenced project soils report, and the
subsequent "Clarification Letter on Preliminary Geotechnical Investigation Report, Job #97- 145 -V,
Dated May 27, 1997, Double LL Ranch Road, Olivenhain," dated April 28, 1998, remain valid and
should be incorporated into the final plans and implemented during the construction where
appropriate and applicable. The need for an additional study and /or subsoils investigation is
currently not indicated.
The following additional pertinent report(s) and plan(s) related to the project site were also reviewed
in connection with this updated study:
1W
1. Grading Plan for Remainder Parcel, Tres Vistas Estates, TMP 97 -201, prepared by Pasco
Engineering, not dated.
2. Grading Plan for TM 97 -219, prepared by Pasco Engineering, not dated.
3. Response to Consultant Review of 'Preliminary Geotechnical Investigation, Proposed 5
Parcel subdivision, APN 264- 240 -03, Double LL Ranch Road, Olivenhain, City of Encinitas,"
prepared by Vinje & Middleton Engineering, Inc., Job #97- 145 -V, dated August 1, 1998.
Based on our review, the following comments are appropriate:
1. The tentative map included in the above referenced Preliminary Geotechnical Investigation
Report, dated May 27, 1997, has been revised with respect to parcel numbers.
2. The previously addressed 'Parcel 3" (page 11 of the subject report) is now 'Parcel 2" in
the revised map. The east end of the cut slope construction for this parcel may also
expose weaker claystone units. In these areas where slope heights exceed 5 vertical feet
Development Planning Consultants International, Inc.
Attention: Mr. Zach Abbasi
December 21, 1998
Page 2
maximum, the cut bank may also be reconstructed as a stabilization fill slope at 2:1
gradients. ,
3. The previously addressed "Parcel 2" (Page 10 of the subject report) is now the Remainder
Parcel" and previous "Parcel 4" (Page 11 of the subject report) is no arcel in the
revised grading plans. All conclusions and recommendations for these parcels will also
remain the same as indicated in our original report.
4. All cut slope construction and stabilization for the project development should be completed
under inspection and testing of the project soils engineer and/or geologist. Additional
recommendations should be provided at the time of grading and earth works, based on the
actual exposure, if it becomes necessary.
5. Asphalt pavement structural section design should be given in the final rough graded
compaction report based on actual testing of subgrade soils. For cost estimating purposes
only, please refer to Page 18 of our original report.
Should any questions arise concerning this letter, please do not hesitate to contact the undersigned.
Reference to our Job #97 -145 -V will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETO
Vinje
GE #863
Mehdi Shariat
RCE #46174
�r.
Distribution: Addressee (3) NN
Pasco Engineering, Attn: Mr.
c:5 t\preIim.\97 -145 -v
Dennis Middleton
CEG #980
—No. 465174 t ;
FY.P. 12 -31 -0 2/
(2, fax)
MCN2 -pREo
`CAL
VINJE & MIDDLETON ENGINEERING, INC. 2450 Viar,asd Asawe, 0102. Esrondido. Califomia 920291229 • Phone (760) 7434214 • Fax (760) 739 -0343
COIL TF_MNQ PE.RC TEST SOIL INVEMQATIONS
GEOTEC1 N1C41NVESTICATIONS
Job #98 -373 -F (�& I �
July 8, 1999
Xion Investments
Attention: Mr. Zach Abbasi
375 South Rancho Santa Fe Road, Suite #103
San Marcos. California 92069
R -VALUE TEST RESULTS, PAVEMENT /BASE THICKNESS AND SUB /BASEGRADE
RECOMMENDATIONS FOR IMPROVEMENTS TO CALLE TRES VISTAS, AND ON SITE
DRIVEWAYS, PROPOSED 5 LOT SUBDIVISION LOCATED OFF DOUBLE LL RANCH
ROAD, CITY OF ENCINITAS DRAWING #5452 -G
In accordance with guidelines put forth by the City of Encinitas, a representative R -Value
sample was obtained from the subgrade soils to determine the thickness of base material
required for your improvements. The test results and recommendations are as follows:
I. DATA
1. R -Value result is 6.
2. Traffic Index (T.I.) per the City of Encinitas is 5.0 for Calle Tres Vistas, and 4.5
for the on site driveways.
3. Minimum section for a T.I. of 5.0 and 4.5 per the City of Encinitas is 4 inches
A. C. over 6 inches Class II aggregate base.
II. PAVEMENT /BASE THICKNESS RECOMMENDATIONS
A. Calle Tres Vistas: Our calculations indicate that a minimum of 4 inches A.C. over
7 inches Cal Trans Class II aggregate base be used.
B. On Site Driveways: Our calculations indicate that a minimum of 4 inches A. C. over
6 inches Cal Trans Class II aggregate base be used.
C. Curb and Gutters: Due to the expansive nature of the subgrade soils, expansion
index greater than 20, a minimum of 6 inches of Class II aggregate base will be
required beneath the curb and gutters.
Pavement/Base, Sub /Basegrade Recommendations
On Site Improvements, City of Encinitas Drawing #
July 8, 1999
Page 2
D. Sidewalks (If Occur): Due to the expansive nature of the subgrade soils,
expansion index greater than 20, a minimum of 4 inches Class II aggregate base will
be required beneath the sidewalks.
III. SUBGRADE RECOMMENDATIONS
A. Roadways/Travelways, Driveway Approaches, Trash Enclosure, and Ribbon
(Cross) Gutters: The top 12 inches of the subgrade soils are to be moisture
conditioned to near optimum moisture content, reworked and recompacted to a
minimum of 95% ASTM 1557 -91.
B. Sidewalks, Curb and Gutters: The top 6 inches of the subgrade soils are to be
moisture conditioned to near optimum moisture content, reworked and recompacted
to a minimum of 90% ASTM 1557 -91.
C. The subgrade soils are to be proof rolled with a heavy rubber tired vehicle (loaded
dump truck or water truck etc.) prior to compaction testing. Areas that show any
signs of movement will automatically be failed and will need to be reworked prior to
compaction testing.
D. Compaction tests will be taken on the subgrade soils to confirm minimum
compaction requirements.
E. Proper drainage must be maintained at all times so that no water from any source
is allowed to infiltrate the subgrade soils, or deterioration of the improvements may
occur.
IV. BASEGRADE RECOMMENDATIONS
A. Roadways /Travelways, Driveway Approaches, Trash Enclosure, and Ribbon
(Cross) Gutters: The recommended thicknesses of Class II aggregate base is to
be moisture conditioned to near optimum moisture content, reworked and
compacted to a minimum of 95% ASTM 1557 -91.
B. Sidewalks, Curb and Gutters: The Class II aggregate base is to be moisture
conditioned to near optimum moisture content, reworked and recompacted to a
minimum of 95% ASTM 1557 -91, except for under sidewalks where a minimum of
90% relative compaction is required.
Pavement/Base, Sub / Basegrade Recommendations
On Site Improvements, City of Encinitas Drawing #
July 8, 1999
Page 3
C. The basegrade soils are to be proof rolled with a heavy rubber tired vehicle (loaded
dump truck or water truck etc.) prior to compaction testing. Areas that show any
signs of movement will automatically be failed and will need to be reworked prior to
compaction testing.
D. Compaction tests will be taken on the basegrade soils to confirm minimum
compaction requirements.
E. The Class II aggregate base should be laid down over the previously prepared
subgrade soils as soon as possible so that the subgrade soils are not allowed to dry
out. If the subgrade soils are allowed to dry out, further reworking of the subgrade
soils will be required. During times of inclement weather, additional inspection of
the subgrade soils will be required prior to base placement. If the subgrade soils
have become saturated, basegrade soils may not be placed until the subgrade soils
have been allowed to dry and are reworked and recompacted to a minimum of 95%
ASTM 1557 -91.
F. Proper drainage must be maintained at all times so that no water from any source
is allowed to infiltrate the basegrade soils, or deterioration of the pavement may
occur.
G. The Class II aggregate base shall meet or exceed the current Cal Trans Standard
Specifications.
V. PAVEMENT /CONCRETE RECOMMENDATIONS
A. The pavement/concrete should be laid down over the previously prepared
basegrade soils as soon as possible so that the basegrade soils are not allowed to
dry out. If the basegrade soils are allowed to dry out, further reworking of the
basegrade soils will be required. During times of inclement weather, additional
inspection of the basegrade soils will be required prior to placement of
pave ment/concrete. If the basegrade soils have become saturated,
pavement/concrete may not be placed until the basegrade soils have been allowed
to dry and are reworked and recompacted to a minimum of 95% ASTM 1557 -91.
B. The A.C. pavement materials shall meet or exceed the current Green Book
Standard Specifications.
Pavement/Base, Sub /Basegrade Recommendations
On Site Improvements, City of Encinitas Drawing #
July 8, 1999
Page 4
Copies of this report must be submitted to the City of Encinitas Engineering
Department for their review and approval.
After approval, copies of this report should be provided to the project Civil Engineer and
or Architect, and appropriate contractors.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #98 -373 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
RMV /mpr
Distribution: Addressee (6)
mprlstimprovW- 373-f. pb t
CALCULATIONS
Job #98 -373 -F
Job Name: Xion Investments, Inc.
Location: Off Double LL Ranch Road, Encinitas
Calle Tres Vistas
1. Data: R = 6; TI = 5.0; Minimum Section = 4" A.C. over 6" Class II Base.
2. Calculations:
GE= .0032xT1 x(100- R)= .0032x5.Ox(100 -6)= 1.50
GF: From Cal Trans 1990 Edition, Table #608.4B = 2.54
B = GE - [(AC _ 12)(GF)] = 1.50 - [(4 _ 12)(2.54)] = 1.50 - 0.85 = 0.65
B1 =6x12 =0.65 x12 =8 "Class 111; =1.1 =7 " Class ll
Therefore: Use 4 inches AC over 7 inches Class II Base
Driveways
1. Data: R = 6; TI = 4.5; Minimum Section = 4" A.C. over 6" Class II Base.
2. Calculations:
GE= .0032xT1x (100- R)= .0032x4.5x(100 -6) =1.35
GF' From Cal Trans 1990 Edition, Table #608.46 = 2.54
B = GE - [(AC _ 12)(GF)] = 1.35 - [(4 _ 12)(2.54)] = 1.35 - 0.85 = 0.50
B1= Bx12 =0.5 x12 =6 "Class 111; =1.1 =6 " Class ll
Therefore: Use 4 inches AC over 6 inches Class II Base
mp0stimprM% -3T -f. rc1
VINJE & MIDDLETON ENGINEERING, INC.
2450 Vineyard Avenue, #102
Escondido, CA 92029 -1229
Phone: (760) 743 -1214
Fax: (760) 739 -0343
JOB NUMBER 98 -373F
CLIENT NAME XION INVESTMENTS
2622 SUNSET DRIVE
ESCONDIDO
ESCONDIDO
760- 738 -7500
JOB NAME ABBASI
JOB LOCATION OLIVENHEIN
STREET NAME CALLE TRES VISTAS
STATIONING 0 +00 TO 4 +50
SOIL SAMPLE PROVIDED BY: TECH IN FIELD /FRANK
DATE SUBMITTED TO LABORATORY: 6 -29 -1999
SOIL DESCRIPTION: LIGHT BROWN SILTY CLAY
R -VALUE REPORT NUMBER: RV -91 -99
COMPACTOR PRESSURE - P.S.I.
MOISTURE @ COMPACTION - PERCENT
DENSITY - POUNDS /CUBIC FOOT
R- VALUE - STABILOMETER
EXUDATION PRESSURE - P.S.I.
COVER THICKNESS BY STABILOMETER (FEET)
COVER THICKNESS BY EXPANSION (FEET)
T. I. (ASSUMED)
BY STABILOMETER @ 300 PSI, EXUD.
BY EXPANSION PRESSURE
AT EQUILIBRIUM
SAND EQUIVALENT
R VALUE DATA
A B C D
25
50
75
23.5
21.8
20.1
101.0
104.0
106.6
7
9
13
246
390
614
.89
.87
.84
.8
1.1
1.5
4.5
7
6
6
Malcolm/Terry/Mike - FYI
Vacations: (Estimated dates as of June 19, 1999)
Name
Gone From
Back to work on
Dennis
June 22
July 14 +
Dodie (estimate)
June 25
June 29
Malcolm
June 29
July 19
Brad
June 30
July 6
Brad
July 19
July 26
Emily
July 25
Aug. 2
Mehdi (estimate)
August 25
Sept. 7
If you know of other, please note and return to me.
Thank you.
Emily
VINJE & MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
June 15, 2000
RMCI Development, Tres Vistas Estates
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax(760)739 -0343
SUB AND BASEGRADE COMPACTION TEST RESULTS, FOR CALLE TRES VISTAS
AND DRIVEWAYS FOR PARCELS #1 THROUGH 44, TRES VISTAS ESTATES,
DOUBLE LL RANCH ROAD, OLIVENHAIN
In accordance with the Grading Ordinance for the City of Encinitas, this compaction report
for the sub and basegrade has been prepared for the above referenced site. We have
completed engineering observation and testing services in conjunction with the grading
operations. This report summarizes the results of our tests and observations of the
compacted sub and basegrade conducted periodically from March 13, 2000 through March
28, 2000. Actual dates are shown on the enclosed compaction test result sheets.
A laboratory compaction test for each soil type was performed to determine the maximum
dry density and optimum moisture in accordance with ASTM D- 1557 -91.
Field density tests were performed in accordance with ASTM D- 1556 -90 sand -cone
method. The moisture content for each density sample was also determined. The results
of these tests are shown on the attached sheets.
The locations of the tests were so placed to provide the best possible coverage. Areas of
low compaction, as indicated by the field density tests, were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the sub and basegrade at the
areas tested were compacted to at least the following listed minimum specifications at the
tested locations:
1. Sub /basegrade for Calle Tres Vistas and driveways: 95% of the corresponding
maximum dry density.
Our description of the grading operations, as well as observations and testing services
herein, have been limited to those grading operations performed periodically from March
13, 2000 through March 28, 2000. The conclusions contained herein have been based
upon our observations and testing as noted. No representations are made as to the
quality or extent of materials not observed and tested.
Sub and Basegrade Compaction Report
RMCI Development, Tres Vistas Estates
June 15, 2000
Page 2
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
Ralph M. Vinje
GE #863
RMV /fr
Distribution: Addressee (6)
mpr\5timprovG9-394f. sb 1
VIN1E B MIDDLETON ENQINEERING, INC. 2450 Vim.yard Avenue, #102, Escondido, California 92029.1219 • Phmm (760) 7431214 • Fax (760) 739 -0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PFRC TESTING ENVIRONMENTAL INVESTIGATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
LABORATORY COMPACTION TEST RESULTS:
Soil Type 1: Dark to Olive Brown Sandy Silty Clay"*
Maximum Dry Density: 113.2 pcf
Optimum Moisture: 15.5%
Soil Type 2: Olive Grey to Green Claystone*
Maximum Dry Density: 111.3 pcf
Optimum Moisture: 17.8%
Soil Type 5: Pale Olive to Tan Sandy Silt With Clay
Maximum Dry Density: 118.2 pcf
Optimum Moisture: 15.5%
Soil Type 7: Tan Fine Silty Sand With Trace Clay
Maximum Dry Density: 111.7 pcf
Optimum Moisture: 17.5%
Soil Type 10: Brown Clayey Silty Sand
Maximum Dry Density: 113.6 pcf
Optimum Moisture: 17.0%
Soil Type 14: Light Brown Silty Sandy Gravel, Class II (Import)
Maximum Dry Density: 135.2 pcf
Optimum Moisture: 9.2%
'From The Preliminary Geotechnical Investigation Report, By Virile 8 Middleton Eng., Inc., Dated May
27, 1997, Job #97 -145 -V
mpr%stimpmN99-390 -f.p11
VINIE 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029 -1229 • Phone (760) 743.1214 • Fax (760) 739.0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING EM'IRONMENTAL INVESTIGATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, OLivenhain
Field Density Tests Results: Sub and Basegrade
Date
2000
Test
No.
Location
Ht.
Of
Fill In
Ft.
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
03/13
1
Driveway, Parcel 2, Sta:2 +96
SG
23.0
108.3
118.2
91.6
Failed
03/13
2
Driveway, Parcels 3 & 4, Sta: 0 +90
SG
21.2
107.3
113.6
94.4
Failed
03/13
3
Driveway, Parcels 3 & 4, Sta: 4 +32
SG
17.4
108.9
113.6
95.9
03/22
4
Driveway, Parcels 3 & 4, Sta: 6 +60
SG
16.4
106.6
111.7
95.4
03!22
5
Driveway, Parcels 3 & 4, Sta: 2 +77
SG
16.8
113.8
118.2
96.3
03/22
6
Driveway, Parcels 3 & 4, Sta: 0 +92
SG
16.9
113.3
118.2
95.9
Retest #2
03/22
7
Driveway, Parcel 1, Sta: 0+90
SG
20.5
104.0
111.3
93.4
Failed
03/23
8
Driveway, Parcel 1, Sta: 3+05
SG
242
102.4
1113
92.0
Failed
03/23
9
Driveway, Parcel 1, Sta: 4+40
SG
16.2
103.8
111.3
93.3
Failed
03/23
10
Driveway, Parcel 1, Sta: 0 +92
SG
15.6
106.0
111.3
95.2
Retest #7
03/23
11
Driveway, Parcel 1, Sta: 4+40
SG
17.0
110.5
111.3
99.2
Retest #9
03/23
12
Calle Tres Vistas, Sta: 0 +70
SG
20.6
107.5
113.2
95.0
Cul -De -Sac
03/23
13
Calle Tres Vistas, Sta: 2 +73
SG
19.0
108.1
113.2
95.5
03123
14
Driveway, Parcel 1, Sta: 3+05
SG
21.2
107.0
111.3
96.1
Retest #8
03/24
15
Driveway, Parcel 2, Sta: 3 +10
SG
20.0
110.4
113.2
97.5
Retest #1
03/24
16
Driveway, Parcel 2, Sta: 1 +75
SG
19.8
108.1
111.3
97.1
03/27
17
Driveway, Parcel 3, Sta: 7+80
BG
8.0
131.0
135.2
96.9
03127
18
Driveway, Parcel 3, Sta: 6+30
BG
8.2
132.7
135.2
98.2
03/27
19
Driveway, Parcels 3 & 4, Sta: 4 +66
BG
8.0
132.9
135.2
98.3
03/27
20
Driveway, Parcels 3 & 4, Sta: 2 +80
BG
8.0
131.9
135.2
97.6
03/27
21
Driveway, Parcels 3&4, Stagy 0 +98
BG
7.8
130.1
135.2
96.2
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, OLivenhain
Field Density Tests Results: Sub and Basegrade
Date
2000
Test
No.
Location
Ht.
Of
Of
In
Ft.
°/U
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
03127
22
Driveway, Parcel 2, Sta: 2+95
BG
8.8
131.3
1352
97.1
03/27
23
Driveway, Parcel 2, Sta: 1 +67
BG
8.0
132.1
135.2
97.8
03/27
24
Calle Tres Vistas, Sta: 4 +05
BG
8.2
131.4
135.2
97.2
Cul -De -Sac
03/27
25
Driveway, Parcel 1, Sta: 0+55
BG
8.0
131.7
135.2
97.4
03127
26
Driveway, Parcel 1, Sta: 2+19
BG
7.5
133.0
135.2
98.4
03/27
27
Driveway, Parcel 1, Sta: 4+50
BG
6.1
132.0
135.2
97.6
03!27
28
Driveway, Parcel 1, Sta: 3+58
BG
7.4
133.0
135.2
98.4
03/28
29
Calle Tres Vistas, Sta: 1 +90
BG
8.1
132.3
135.2
97.9
03/28
30
Calle Tres Vistas, Sta 0 +45
BG
7.5
131.5
135.2
973
SG = Subgrade
BG = Basegrade
Sta: = Station
mprlsub\bas W3W trl
VINJE & MIDDLETG_ 4 ENGINEERING, INC.
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
Phone (760) 743.1214
Job #98 -373 -F Fax (760) 739 -0343
May 24, 1999
FEB 2 8 2002
Xion Investments
Attention: Mr. Zach Abbasi
375 South Rancho Santa Fe Road, #103
San Marcos, California 92069
DETERMINATION OF CLIMATE CONTROLLED DIFFERENTIAL MOVEMENTS AND
GEOTECHNICAL REQUIREMENTS, PROPOSED POSTTENSIONED SLAB -ON- GROUND
FOUNDATIONS, REMAINDER PARCEL, CALLE TRES VISTA OFF LL RANCH ROAD,
OLIVENHAIN, CALIFORNIA
Grading and earthworks for the remainder parcel are near completion and rough finish
grades have been primarily achieved. Engineering observations and compaction testing
of the controlled fill for the subject site are currently being carried out by our firm as a
part of larger development mass grading operations. Geotechnical certification of the
cut/fill grading operations, including the results of our observations, ground stabilization
efforts and field compaction tests, will be summarized in the forthcoming as- graded
compaction report.
Our grading observations indicate that "highly" to "very highly" clayey expansive soils
occur beneath the remainder parcel. We understand a posttensioned slab -on- ground
foundation system is being considered to offset adverse affects of the underlying
expansive foundation soils on the proposed residential structure. The purpose of this
technical effort was to investigate the underlying foundation bearing soil and provide site
specific climate controlled differential movement of expansive clays with the pertinent
soil design parameters and geotechnical requirements for the posttensioned slab -on-
ground foundation design.
EXPLORATORY DRILLING
Geotechnical conditions at the project site were determined from grading
observations and testing of controlled fill. In -situ soil conditions within the effective
foundation bearing zone were additionally evaluated by the excavation of two test
borings dug with a truck - mounted drill. The borings were logged by our project
geologist who also retained representative soil /rock samples for laboratory testing.
Boring locations are depicted on the attached Boring Location Map as Plate 1. Logs
of the borings are attached to this report as Plate 2.
Mr. Zach Abbasi
May 24, 1999
Page 2
Laboratory Testing /Results
Earth deposits encountered in our test borings were closely examined and sampled
for subsequent laboratory testing. Based upon our test data and field exposures,
site soils have been grouped into the following soil types:
TABLE 1
Soil Type
Description
1
dark to olive brown silty clay ML- CUMH -CH
2
olive green to grey cla stone ML- CUMH -CH
3
tan sandy clayey siltstone (MUMH)
The following tests were performed in the support of this study:
Maximum Dry Density and Optimum Moisture Content: The maximum dry
density and optimum moisture content of representative soil types were determined
in accordance with ASTM D- 1557 -91. The test results are presented in Table 2.
TABLE 2
Location
Soil
Type
Maximum Dry
Density Ym- c
Optimum Moisture
Content
fill (mixture)'
1
113.2
15.5
fill (mixture)'
2
111.3
17.8
fill mixture)'
3
117.7
17.5
indicates that the test was performed during the coarse of grading operations.
2. Moisture - Density Tests: In -place dry density and moisture contents of
representative soil deposits beneath the site were determined from undisturbed ring
samples using weights and measurements. The test results are presented in Table
5 and tabulated on the attached Boring Logs.
VINIE 9 MIDDLETON ENQINEERINQ, INC. 2450 Viney°rd Avmw, #102, Eumdid°, Gd&mia 92029.1219 • Phmm (760) 743.1214 • 1" (760) 739 -0343
QEOTECHNICAL INVESTIQATIONS QRADINQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIQATIONS
Mr. Zach Abbasi
May 24, 1999
Page 3
If-3:11114N
Sample
Location
Soil
Type
Field
Moisture
Content
W-° /a
Field Dry
Density
Yd- cf
Sample
Location
Ratio of In -Place
Dry Density To Max.
Dry Density'
Yd/Ym x 100
B -1 @ 5'
2
20.4
102.2
111.3
91.8
B -1 @ 10'
2
17.2
108.0
113.2
95.4
B -1 @ 15'
2
20.9
105.8
113.2
93.4
B -2 @ 3'
2
19.1
101.0
111.3
90.7
B -2 9'
3
14.3
117.6
117.7
formational
B -2 @ 15'
2
15.8
113.4
111.3
formational
'Designated as relative compaction for structural fills.
Required relative compaction for structural fill is 90% or greater.
3. Direct Shear Test: One direct shear test was performed on a representative
sample of the foundation bearing soil. The prepared specimen was soaked
overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively,
and sheared to failure in an undrained condition. The test result is presented in
Table 4.
TABLE 4
indicates that the test was performed during the coarse of grading operations.
4. Expansion Index Test: Four expansion index tests were performed on
representative onsite soil samples in accordance with the Uniform Building Code
Standard 18 -2. The test results are presented in Table 5.
VIN1E B MIDDLEfON ENGINEERINQ, INC. 2450 Vineyard Avenue, #101, Escrosdidu, Culifamia 92029,1229 • Aw. (760) 743.1214 • F" (760) 739 -0343
GEOTECHNICAL INVLTIGATIONS GRADING SUPERVISION PLRCTESTINQ ENVIRONMENTAL INVESTIGATIONS
Wet
Angle of
Apparent
Sample
Soil
Sample
Density
Int. Fric.
Cohesion
Location
Type
Condition
(Yw- cf )
(0-Deg.)
c- s
fill mixture '
1
remolded
116.7
26
368
indicates that the test was performed during the coarse of grading operations.
4. Expansion Index Test: Four expansion index tests were performed on
representative onsite soil samples in accordance with the Uniform Building Code
Standard 18 -2. The test results are presented in Table 5.
VIN1E B MIDDLEfON ENGINEERINQ, INC. 2450 Vineyard Avenue, #101, Escrosdidu, Culifamia 92029,1229 • Aw. (760) 743.1214 • F" (760) 739 -0343
GEOTECHNICAL INVLTIGATIONS GRADING SUPERVISION PLRCTESTINQ ENVIRONMENTAL INVESTIGATIONS
Mr. Zach Abbasi
May 24, 1999
Page 4
TABLE 5
Sample
Location
Soil
Type
Remolded w
°/a
Saturation
%
Saturated w
%
Expansion
Index (El)
Expansion
Potential
fill(mixture)"
1
14.3
50.7
34.8
137
very high
fill (mixture)`
1
10.1
49.2
28.2
117
high
B -1 @ 5'
2
14.3
49.7
29.5
105
high
B -2 3'
2
14.5
49.1
29.9
142
very high
` indicates that the test was performed during the coarse of grading operations.
(w) = moisture content in percent
5. Unconfined Compression Test: Unconfined compression tests were performed
on representative remolded and undisturbed samples of onsite clayey soils in
accordance with the ASTM D- 2166 -91. The test results are presented in Table 6.
TABLE 6
6. Grain Size Analysis: Grain size analysis were performed on representative
samples of onsite soils. The test results are graphically depicted on the attached
Plates 3 and 4.
7. Liquid Limit Plastic Limit and Plasticity Index: Liquid limit, plastic limit and
plasticity index tests were performed on representative onsite soil samples in
accordance with the ASTM D- 4318 -84. The test results are presented in Table 7.
VINJE B MIDDLETON ENGINEERING INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343
QEOTECHNICAL INT12STIQATIONS GRADING SUPERVISION PERC TESTING EM9RONXIENTAL INVIiSTICATIONS
Unconfined
Sample
Soil
Sample
Axial
Strain
Corrected
Compressive
Location
Type
Condition
Load (lbs )
(intin)
Area (sq.in)
Stren th TSF
B -1 @ 5'
2
in -situ
170
0.050
4.18
2.93
B -2 CcD 9'
3
remolded
150
0.025
4.08
2.65
6. Grain Size Analysis: Grain size analysis were performed on representative
samples of onsite soils. The test results are graphically depicted on the attached
Plates 3 and 4.
7. Liquid Limit Plastic Limit and Plasticity Index: Liquid limit, plastic limit and
plasticity index tests were performed on representative onsite soil samples in
accordance with the ASTM D- 4318 -84. The test results are presented in Table 7.
VINJE B MIDDLETON ENGINEERING INC. 2450 Vineyard Avenue, #102, Escondido, California 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343
QEOTECHNICAL INT12STIQATIONS GRADING SUPERVISION PERC TESTING EM9RONXIENTAL INVIiSTICATIONS
Mr. Zach Abbasi
May 24, 1999
Page 5
lir-A 3MMA
Location
Soil Type
Liquid Limit
%
Plastic Limit
%
Plasticity Index
PI
B -1 @ 5'
2
50
22
28
B -2 @ 3'
2
44
18
26
B -2 @ 9'
3
47
15
32
III. CONCLUSIONS AND RECOMMENDATIONS
Based upon the foregoing study, posttensioned slab -on- ground foundation is feasible
for the support of the proposed building. The foundation design should consider slabs
with stiffening beams (ribbed foundation). In the case of uniform slab thickness
foundation, the design shall satisfy all requirements of the design procedure for ribbed
foundation. The fully conformant ribbed foundation is then converted to an equivalent
uniform thickness foundation. In their case, however, a perimeter edge beam shall be
required as specified in the following sections.
The following geotechnical factors and soil design parameters are appropriate and
should be considered in the final foundation design and implemented during the
construction phase:
Posttensioned slab -on- ground foundation design should be completed by the
project design -build contractor and /or structural engineer based on the parameters
provided in the following sections. All designs shall conform to the latest addition
of the Uniform Building Code (UBC), specifications of the Posttensioning Institute
(PTI), local standards, and the specifications given in this report.
2. Foundation bearing soil should be inspected and tested as necessary prior to
trenching and actual construction by the project soils engineer. The required
foundation bearing soil moisture contents within the upper 30 inches are 3% to 8%
above the optimum levels within 72 hours prior to the foundation pour.
In the event specified foundation soil moisture contents are not present, some
earthwork efforts including ground preparations, moisture re- conditioning and
recompaction of the upper 30 inches of the building areas plus 10 feet, may be
necessary and should be anticipated.
VIN1E ® MIDDLETON ENGINEERINQ, INC. 2450 Vinn d Avenue, 1102, Escm�dul°, Cuflforniu 92029-1229 • Plwne (760) 743.1214 • F= (760) 739.0343
GEOTECNNICAL I\V=RIATIONS gRADINq SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Mr. Zach Abbasi
May 24, 1999
Page 6
A pre- saturation option is also available which will primarily depend on in -place
densities of foundation bearing soil and presence of desiccation cracks on the
building pad surface at the time of construction. Appropriate recommendations
should be given by the project soils engineer at the time of the foundation bearing
soil inspection based on actual preconstruction subgrade soil conditions.
3. A minimum of 4 inches of 3/a -inch gravel should be placed over the approved
subgrade soils. In the case of pre- saturation, flood with water to the top with 3/8-
inch gravel and allow the subgrade to soak. A typical soaking period for "very
highly' expansive clays is 72 hours. Chemical additives may be used to reduce the
soaking period provided the additives do not chemically react with the clay minerals
changing soil composition, and also adversely impact in -place soil moisture - density
characteristics.
The required moisture contents should be confirmed within the foundation bearing
soil with appropriate field testing. Upon the approval of the subgrade soils by the
project geotechnical engineer, place a ten -mil plastic moisture barrier over the 3/8-
inch gravel and place 2 inches of clean sand (SEz30) over the plastic.
If the event the required moisture contents are present within the subgrade soils
at the time of construction and pre- saturation is not necessary, the posttensioned
slab underlay may consist of a minimum of four inches of clean sand (SE 30 or
greater) which is provided with a six -mil plastic moisture barrier placed mid - height
in the sand.
4. At the completion of ground and subgrade preparations as specified, and approval
from the project soils engineer, the posttensioned slab -on- ground foundation
should be constructed as detailed on the structural /construction drawings. In the
case of pre- saturation, subgrade preparations and trenching for the perimeter and
interior beams may be completed in any construction sequence provided all
geotechnical engineering requirements are met and the work is completed in a
neat, clean and orderly manner to the satisfaction of the project soils engineer.
5. Based upon our laboratory testing and analysis of the test results, the following soil
design parameters may be considered.
• Design predominant clay mineral type .................. Montmorillonite
• Design percent of clay in soil ... ............................... 30%
• Design effective plasticity index .. ............................... 23
• Design depth to constant soil suction ........................... 7 feet
• Design constant soil suction ... ............................... Pf 3.6
• Design velocity of moisture flow ...................... 0.70 inch /month
VINJE B MIDDLETON ENGINEEIiINQ, INC. 2450 Vinrya d Avm.e. #102, &,.,didn, Califmr iu 92029.1229 • 1'hanc (760) 743.1214 • Fax (760) 739 -0343
QEOTECHNICAL MTESTIQATIOM gRADINOSIIPLRVISION PLRC TESTINq ENVIRONMENTAL INVESTIQATIONS
Mr. Zach Abbasi
May 24, 1999
Page 7
• Design edge moisture variation distance for edge lift (em) .........
3.0 feet
• Design edge moisture variation distance for center lift (em) ........
6.0 feet
• Design differential swell occurring at the perimeter of slab
for edge lift condition (Ym) ..............................
0.466 inches
• Design differential swell occurring at the perimeter of slab
for center lift condition (Ym) .............................
3.165 inches
• Design soil subgrade modulus (k) .............................
50 pci
• Design allowable foundation bearing pressure .................
1000 psf
• Design soil wet density .... ...............................
116.7 pcf
• Design soil angle of internal friction .......................
26 degrees
• Design active soil pressure (level backfil1) ..................
46 pcf (EFP)
• Design at -rest soil pressure ..... I ......................
66 pcf (EFP)
• Design passive soil resistance (level at the toe) ............
298 pcf (EFP)
• Design coefficient of friction (between concrete and soil) .............
0.31
Notes: When combining passive pressure and frictional resistance, the passive
component should be reduced by one - third.
The allowable foundation pressures provided herein apply to dead plus live
loads and may be increased by one -third for wind and seismic loading.
6. Posttensioned slab -on- ground should be a minimum of 5 inches thick and provided
with a minimum of 15 inches wide by 30 inches deep edge beams. Perimeter edge
beams should enclose the entire building and reinforced with 245 continuous bars
top and bottom. Adequate interior stiffening ribs should also be provided as
necessary. Interior ribs should be at least 12 inches wide and 18 inches deep. All
depths are measured from the lowest adjacent ground level, not including the
sand /gravel underlay beneath the slab.
7. We recommend considering pre- tensioning in order to preclude early concrete
shrinkage cracking.
IV. GENERAL RECOMMENDATIONS
1. The minimum foundation design and steel reinforcement provided herein, is based
on soil characteristics only and is not intended to be in lieu of reinforcement
necessary for structural considerations. All recommendations and design
parameters should be further evaluated and confirmed by the project design -build
contractor and /or structural engineer.
VINJE B MIDDLETON ENCi1NEEIiINQ, INC. 2450 Vineyard AV .. #102, &cmtdulo, Cap(amia 92029.1229 • Phone (760) 7431214 • Fax (760) 739-0343
CILOTCC'HNICAL INNESTIQATIONS GRA M; SUPLRVISION PERC TESIINQ ENVIRONMENTAL INVESTIGATIONS
Mr. Zach Abbasi
May 24, 1999
Page 8
2. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or 1/3 of the
slope height, whichever is greater (need not exceed 40 feet maximum) between
the bottom edge of the footing and face of slope. This requirement applies to all
improvements and structures including fences, posts, pools, spas, etc. Concrete
and AC improvements should be provided with a thickened edge to satisfy this
requirement.
3. Expansive clayey soil should not be used for backfilling of any retaining structure.
All retaining walls should be provided with a 1:1 wedge of granular, compacted
backfill measured from the base of the wall footing to the finish surface. Retaining
walls should be provided with a back drainage in general accordance with the
attached Plate 5.
4. All underground utility trenches should be mechanically compacted to a minimum
of 90% of the maximum dry density of the soil unless otherwise specified by the .
respective agencies. Care should be taken not to crush the utilities or pipes during
the compaction of the soil.
5. Site drainage over the finish pad surface should flow away from structures onto the
street in a positive manner. Care should be taken during the construction,
improvement, and fine grading phases, not to disrupt the designed drainage
patterns. Area drains should be installed. Rooflines of the buildings should be
provided with roof gutters. Roof water should be collected and directed away from
the building and structures to a suitable location. Consideration should be given
by the project architect to adequately damp proof /waterproof the basement
walls /foundations and provide the planter areas adjacent to the foundations with
an impermeable liner and a subdrainage system. Deep rooted and large trees
should not be planted near the building and the associated structures.
6. Final foundation plans and construction details should reflect preliminary
recommendations given in this report and should be reviewed by this office prior
to actual construction. More specific recommendations should be provided when
final drawings are available.
7. All foundation trenches should be inspected to assure an adequate footing
embedment and confirm competent bearing soil. Foundation and slab
reinforcements should also be inspected and approved by the project geotechnical
consultant.
VINIE B MIDDLETON ENC/INEERINCI, INC. 2450 %ry n rd Avenue, 0102, Exondldo, Califmnia 92029.1229 • Phmm (760) 743.1214 • Fax (760) 739 -0343
QCOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTIM; EWMONMENTAL INVESTIGATIONS
Mr. Zach Abbasi
May 24, 1999
Page 9
V. LIMITATIONS
The conclusions and recommendations provided herein have been based on all available
data obtained from site grading observations, research and review of pertinent
geotechnical reports and plans, subsurface exploratory excavations and laboratory testing,
as well as our experience with the soil and formational materials located in the general
area. The materials encountered on the project site and utilized in laboratory testing are
believed representative of the total area; however, earth materials may vary in
characteristics between excavations.
Of necessity we must assume a certain degree of continuity between exploratory
excavations and /or natural exposures. It is necessary, therefore, that all observations,
conclusions, and recommendations be verified during the grading operation. In the event
discrepancies are noted, we should be contacted immediately so that an inspection can
be made and additional recommendations issued if required.
The recommendations made in this report are applicable to the site at the time this report
was prepared. It is the responsibility of the owner /developer to ensure that these
recommendations are carried out in the field.
It is almost impossible to predict with certainty the future performance of a property. The
future behavior of the site is also dependent on numerous unpredictable variables, such
as earthquakes, rainfall, and onsite drainage patterns.
The firm of VINJE & MIDDLETON ENGINEERING, INC. shall not be held responsible for
changes to the physical conditions of the property such as addition of fill soils, added cut
slopes, or changing drainage patterns which occur without our inspection or control.
The property owner(s) should be aware of the development of cracks in all concrete
surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage
during the curing process. These features depend chiefly upon the condition of concrete
and weather conditions at the time of construction and do not reflect detrimental ground
movement. Hairline stucco cracks will often develop at window /door corners, and floor
surface cracks up to IA -inch wide in 20 feet may develop as a result of normal concrete
shrinkage (according to the American Concrete Institute).
This report should be considered valid for a period of one year and is subject to review by
our firm following that time. If significant modifications are made to your tentative
development plan, especially with respect to the height and location of cut and fill slopes,
this report must be presented to us for review and possible revision.
VIN1E B MIUOLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, #101, Escondido, CaUr is 920291219 • Phone(760)743-12J4 • F=(760)739.0343
IjLO7ECHNICAL IW=1QATI0NS GRA INCA SUPERVISION PERC TES7IN4 ENVIRONMENTAL INVLS17QA710NS
Mr. Zach Abbasi
May 24, 1999
Page 10
Vinje & Middleton Engineering, Inc. warrants that this report has been prepared within the
limits prescribed by our client with the usual thoroughness and competence of the
engineering profession. No other warranty or representation, either expressed or implied,
is included or intended.
Once again, should any questions arise concerning this report, please do not hesitate to
contact this office. Reference to our Job #98 -373 -F will help to expedite our response to
your inquiries.
We appreciate this opportunity to be of service to you.
8,63 fnf�
VINJE & IWDL &ON ENGINEEf21
J,
GF CA;1E f;
R M. Vinje
GE #863
1 _ 1
MeHdi t
RCE #46174 �� S, °G,�f ~�'
• f1,,.46174
RMV /MS /jt * E\F.12 -31 -02
s. CN1l Q
Distribution: Addressee (5) ���OFuv\F
c: Yt \wpdocsVmisc\98- 373 -f. pt 1
VIN1E B MIDDLETON ENQINEERI.NQ, INC. 2450 Vineyard Avenue, #102, Ese adidu, Cafifmnia 92029 -1229 • Phone (760) 7434214 • Fax (760) 739.0343
QI:OTECNNICAL INVESTIGATIONS GRADIKSOPERVISION PERC TESTING EM9RONAIENTAL INVESTIGATIONS
WON-BEE 4% M0091p LIEU@ nM 0 `f+ C.
LEGEND
B -Z & APPROX. BORING LOCATION
TFILL SLOPE
f CUT SLOPE
JOB #98 -373 -F
PLATE 1
Date: 5 -7 -99 Logged by: DM
B -1
USCS
FIELD
FIELD
DRY
RELATIVE
DEPTH
IN
SAMPLE
SYMBOL
MOISTURE
(•/.)
DENSITY
(Pcf)
COMPACTION
N
DESCRIPTION
0 -
FILL:
-
Olive to brown silty clay to clayey silt, moist. Tight.
MG /CH
20.4
102.2
91.8
2-
O■
4-
9112
-
O■
6 -
11113
FORMATIONAL:
8-
Tan clayey siltstone, firm to very hard, moist.
MH
14.3
117.6
-10-
O■
FORMATIONAL:
CH
17.2
108.0
95.4
10112
1 Pale brown claystone, very hard to hard. Moist.
-12-
-14-
-14-
20.9
105.8
93.4
O■
- 16
15.8
113.4
LL10117
59/fi
End Boring at 16'.
i
I
Date: 5 -7 -99 Logged by: DM
B -2
USCS
FIELD
FIELD
DRY
RELATIVE
DEPTH
(ft)
SAMPLE
SYMBOL
MOISTURE
( %)
DENSITY
(Pcf)
COMPACTION
I%
DESCRIPTION
0 -
FILL:
-
Olive brown silty clay to clayey silt, moist. Tight.
MH /CH
19.1
101.0
90.7
2-
O■
9112
4
6 -
FORMATIONAL:
Tan clayey siltstone, firm to very hard, moist.
MH
14.3
117.6
8-
O■
37150
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113.4
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-16
- -
End Boring at 16'.
VINJE & MIDDLETON ENGINEERING, INC
BORING LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
REMAINDER PARCEL
Office 760- 743 -1214 Fax 760 - 739 -0343
PROJECT NO. 98 -373 -F PLATE 2
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PLATE 3
VINJE & MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
June 15, 2000
RMCI Development, Tres Vistas Estates
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
Phone(760)743.1214
Fax (760) 739 -0343
COMPACTION TEST RESULTS, UNDERGROUND UTILITY TRENCH BACKFILLS, FOR
CALLE TRES VISTAS, DOUBLE LL RANCH ROAD AND DRIVEWAYS FOR PARCELS
#1 THROUGH #4. TRES VISTAS ESTATES DOUBLE LL RANCH ROAD OLIVENHAIN
In accordance with the Grading Ordinance for the City of Encinitas, this compaction report
for utility trench backfills has been prepared for the above referenced site. We have
completed engineering observation and testing services in conjunction with the backfill
operations. This report summarizes the results of our tests and observations of the
compacted backfills conducted periodically from December 30, 1999 through February 2,
2000. Actual dates are shown on the enclosed compaction test result sheets.
A laboratory compaction test for each soil type was performed to determine the maximum
dry density and optimum moisture in accordance with ASTM D- 1557 -91.
Field density tests were performed in accordance with ASTM Method D- 1556 -90 sand
cone method as the backfills were placed. The moisture content for each density sample
was also determined. The results of these tests are shown on the attached sheets.
The locations of the tests were so placed to provide the best possible coverage. Areas of
low compaction, as indicated by the field density tests, were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the utility trench backfills at the
areas tested were compacted to at least 90% of the corresponding maximum dry density
at the tested locations.
Our description of the backfill operations, as well as observations and testing services
herein, have been limited to those backfill operations performed periodically from
December 30, 1999 through February 2, 2000. The conclusions contained herein have
been based upon our observations and testing as noted. No representations are made
as to the quality or extent of materials not observed and tested.
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
LABORATORY COMPACTION TEST RESULTS:
Soil Type 1: Dark to Olive Brown Sandy Silty Clay"
Maximum Dry Density: 113.2 pcf
Optimum Moisture: 15.5%
Soil Type 2: Olive Grey to Green Claystone"
Maximum Dry Density: 111.3 pcf
Optimum Moisture: 17.8%
Soil Type 5: Pale Olive to Tan Sandy Silt With Clay
Maximum Dry Density: 118.2 pcf
Optimum Moisture: 15.5%
Soil Type 6: Tan Sandy Clayey Silt
Maximum Dry Density: 117.7 pcf
Optimum Moisture: 14.8%
Soil Type 7: Tan Fine Silty Sand With Trace Clay
Maximum Dry Density: 111.7 pcf
Optimum Moisture: 17.2%
Soil Type 10: Brown Clayey Silty Sand
Maximum Dry Density: 113.6 pcf
Optimum Moisture: 17.0%
Soil Type 11: Greenish Grey Silty Sand (Import)
Maximum Dry Density: 137.0 pcf
Optimum Moisture: 8.0%
Soil Type 12: Reddish Brown Silty Sand (Import)
Maximum Dry Density: 130.3 pcf
Optimum Moisture: 9.6%
Soil Type 13: Orange -Tan Silty Sand (Import)
Maximum Dry Density: 127.6 pcf
Optimum Moisture: 9.4%
mpr%und rgrnd\99.3904.p1I
VINIE B MIDDLETON ENGINEERING, INC. 2450 Vinyard Arnue, 0102, Escondido, Cahfmnia 92029 -1229 • Phone (760) 7434214 a F=(760)739-0343
QEOTECHNICAL LWESTIQATIONS GRADING SUPERVISION PERC TESTINQ ENVIRONMENTAL INVESTIGATIONS
Underground Utility Trench Backfill Compaction Report
RMCI Development, Tres Vistas Estates
June 15, 2000
Page 2
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
Ralph M. Vinje
GE #863
OF
RMV /fr
Distribution: Addressee (6)
mprWndrgrrKR99- 39Gfi.ug 1
VIN1E B MIDDLETON ENCGINEERINQ, INC. 2450 Vin-yard Avenue, 1102, Escondido, California 92029.1229 • Phone (760) 743-1214 • Fax (760) 739-0343
QEOTECHNICAL INVESTIQATIONS GRADING SUPERVISION PERE TESTINQ ENVIRONMENTAL I,NVESTIQATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Underground Trench Backfill
Date
1999
Test
No.
Location
Ht
Of
Fill In
Ft.
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
12/30
1
Water Main, Calle Tres Vistas Sta: 2 +75
-2
8.8
124.4
137.0
90.8
Sand
12/31
2
Water Main, Calle Tres Vistas Sta: 3 +85
-2
7.5
132.9
137.0
97.0
Sand
12/31
3
Sewer Main, Calle Tres Vistas Sta: 0 +42
-1.5
198
95.0
113.2
83.9
Failed
12/31
4
Fire Hydrant Lat., Calle Tres Vistas Sta 3 +93
-4
9.1
126.7
137.0
92.5
Sand Bedding
12/31
5
Water Main Lat., To Parcel B, Sta: 4 +31
-4
8.8
126.4
137.0
92.3
Sand Bedding
2000
01/03
6
Water Main, Calle Tres Vistas Sta: 1 +50
-1.5
21.2
98.3
111.3
88.3
Failed
01/04
7
Water Main, Calle Tres Vistas Sta: 4 +00
-3
8.5
126.4
137.0
92.3
Sand
01 /06
8
Water Main, Calle Tres Vistas Sta: 1 +40
-1.5
166
108.7
111.3
97.7
Retest #6
01/18
9
Water Main, Calle Tres Vistas Sta: 4 +09
-1
18.6
89.9
111.3
80.8
Failed
01/18
10
Sewer Main, Calle Tres Vistas Sta: 4 +11
-1
21.9
104.3
111.3
93.7
01/18
11
Sewer Main, Calle Tres Vistas Sta: 0 +45
-1
15.5
102.3
113.2
90.4
Retest #3
01/18
12
Water Main, Calle Tres Vistas Sta: 3 +25
-1
16.8
100.8
111.3
90.6
01/19
13
Sewer Main, Calle Tres Vistas Sta: 4 +16
-1
15.7
113.4
118.2
95.9
Repair
01/19
14
Fire Hydrant Lat., Calle Tres Vistas Sta 3 +93
-1
16.1
103.5
113.2
91.4
01/19
15
Water Main, Calle Tres Vistas, Sta: 0 +40
-3
9.1
130.9
137.0
95.5
Sand
01119
16
Water Main, Calle Tres Vistas, Sta: 0 +30
-1.5
8.0
125.1
137.0
91.3
01/19
17
Sewer MH #1, DBL. LL Ranch Rd. Sta: 4 +48
-1.5
8.6
124.8
137.0
91.1
01/20
18
Water & Sewer Service, Driveway, Sta: 5 +25
-4
11.2
126.3
1303
96.7
Parcel 3
01/20
19
Water & Sewer Service, Driveway, Sta: 6 +83
-3.5
9.9
116.6
130.3
89.5
Parcel 3, Failed
01/20
20
Water & Sewer Service, Driveway, Sta 6 +80
-35
92
125.7
1303
965
Parcel 3, Retest #19
PIS] :L` y
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Underground Trench Backfill
Date
2000
Test
No.
Location
Ht.
Of
Fill In
Ft
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
%
Relative
Comp.
Comments
01/20
21
Water & Sewer Service, Driveway, Sta: 7 +90
-1
14.9
106.7
117.7
90.7
Parcel 3
01/21
22
Water & Sewer Service, Driveway, Sta: 2 +32
-2
11.1
105.1
130.3
80.7
Parcels 3 & 4, Failed
01/21
23
Water & Sewer Service, Driveway, Sta: 3 +42
-2
8.6
118.9
130.3
91.3
Parcels 3 & 4,
01/21
24
Water & Sewer Service, Driveway, Sta: 2 +35
-2
9.8
122.5
130.3
94.0
Parcels 3 & 4, Retest #22
01/21
25
Water & Sewer Service, Driveway, Sta: 5 +80
-1
15.1
107.9
117.7
91.7
Parcel 3
01/21
26
Water & Sewer Service, Driveway, Sta: 1 +30
-2
8.0
110.8
130.3
85.0
Parcels 3 & 4, Failed
01/21
27
Water & Sewer Service, Driveway, Sta: 1 +33
-2
8.5
119.0
130.3
91.3
Parcels 3 & 4, Retest #26
01/24
28
Water Tie -In, DBL LL Ranch Rd., Sta: 4 +28
-2
8.8
130.1
137.0
94.9
North Half
01125
29
Water Tie -In, DBL LL Ranch Rd., Sta: 4 +28
-4.5
8.5
127.7
137.0
93.2
South Half
01/25
30
Water Tie -In, DBL LL Ranch Rd., Sta: 4 +28
-1.5
8.3
127.0
137.0
92.7
South Half
01126
31
Dry Utilities, Calle Tres Vistas Sta: 1 +18
-3.5
5.4
121.8
127.6
95.4
01/27
32
Dry Utility Lat., Calle Tres Vistas Sta: 2 +35
-3
5.6
118.1
127.6
92.6
01/27
33
Dry Utilities, Calle Tres Vistas Sta: 3 +55
-3.5
10.9
121.2
127.6
95.0
01/28
34
Dry Utilities, Calle Tres Vistas Sta: 2 +05
-1
14.7
103.8
113.2
91.7
01/28
35
Dry Utilities, Calle Tres Vistas Sta: 1 +22
-1
16.3
105.0
113.2
92.8
01/31
36
Dry Utilities, Calle Tres Vistas Sta: 4 +46
-2
15.7
95.0
111.7
85.0
Parcel 2, Failed
01/31
37
Dry Utilities, Driveway, Sta: 2 +80
-1.5
15.9
104.9
113.6
92.3
Parcels 3 & 4
01/31
38
Dry Utilities, Driveway, Sta: 6 +05
-1.5
14.9
106.4
117.7
90.4
Parcel 3
01/31
39
Dry Utilities, Driveway, Sta: 2 +00
-1
15.8
107.8
118.2
91.2
Parcel 2
02101
40
Dry Utilities, Driveway, Sta: 0 +93
-1.5
17.8
102.0
111.3
91.6
Parcel 1
02/01
41
Dry Utilities, Calle Tres Vistas Sta: 4 +45
-2
17.8
101.8
111 7
91.1
Parcel 2, Retest #36
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
Field Density Tests Results: Underground Trench Backfill
'From The Preliminary Geotechnical Investigation Report, By Vinje & Middleton Eng., Inc., Dated May 27, 1997, Job #97 -145 -V
DBL = Double
Sta: = Station
Lat. = Lateral
MH = Man Hole
mpr\undrg md%99- 390-f.1r 1
Ht.
Field
Lab
Of
%
Dry
Dry
Date
Test
Fill In
Field
Density
Density
Relative
2000
No.
Location
Ft.
Moisture
Pcf
Pcf
Comp.
Comments
02/01
42
Water & Sewer Service, Driveway, Sta: 2 +70
-2
15.5
106.0
111.7
94.9
Parcel 2
02102
43
Dry Utilities, Driveway, Sta: 4 +00
-2
15.1
104.3
113.2
92.1
Parcel 1
02/02
44
Dry Utilities, Calle Tres Vistas Sta: 0 +40
2
183
100.2
111.3
1 90.0
'From The Preliminary Geotechnical Investigation Report, By Vinje & Middleton Eng., Inc., Dated May 27, 1997, Job #97 -145 -V
DBL = Double
Sta: = Station
Lat. = Lateral
MH = Man Hole
mpr\undrg md%99- 390-f.1r 1
VINJE & MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
June 15, 2000
RMCI Development, Tres Vistas Estates
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, #102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax (760) 739 -0343
KEYSTONE WALL SPECIAL INSPECTIONS AND BACKFILL COMPACTION TESTING,
TRES VISTAS ESTATES PARCEL #2 DOUBLE LL RANCH ROAD OLIVENHAIN
In accordance with the Grading Ordinance for the City of Encinitas, This compaction report
for the backfill of the Keystone retaining wall has been prepared for the above referenced
site. We have completed engineering observation and testing services in conjunction with
the backfill operations. This report summarizes the results of our tests and observations
of the placement of "Keystone Units ", "geogrid ", "wall pins ", and the compacted wall
backfill conducted during the period of March 23, 2000 through March 29, 2000. Actual
dates are shown on the enclosed compaction test result sheet.
A laboratory compaction test for each soil type was performed to determine the maximum
dry density and optimum moisture in accordance with ASTM D- 1557 -91.
Field density tests were performed in accordance with ASTM D- 1556 -90 sand -cone
method as backfill soils were placed. The moisture content for each density sample was
also determined. The results of these tests are shown on the attached sheet.
The locations of the tests were so placed to provide the best possible coverage. Areas of
low compaction, as indicated by the field density tests, were brought to the attention of the
contractor. These areas were reworked by the contractor and retested. The test locations
and final test results are summarized on the compaction test result table. The results of
our field density tests and laboratory testing indicate that the retaining wall backfill at the
areas tested were compacted to at least 90% of the maximum dry density at the tested
locations.
Placement of "keystone units ", "pins ", length and vertical placement of the "geogrid ",
back -drain installation and base leveling pad were found to be in conformance with the
provided "wall' plans.
Our description of the backfill operations, as well as observations and testing services
herein, have been limited to those backfill operations performed during the period of March
23, 2000 through March 29, 2000.
Keystone Wall Inspections and Backfill Testing
RMCI Development, Tres Vistas Estates
June 15, 2000
Page 2
The conclusions contained herein have been based upon our observations and testing as
noted. No representations are made as to the quality or extent of materials not observed
and tested.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
QROFESSlp
p pp�� 2
NO: gtl3 � N
Ralph M. a ..p.1:31{Ii x
GE #863
RMV /fr
Distribution: Addressee (6)
mp r\wal Is 199- 390 -f. bf 1
VIN1E E MIDDLETON ENGINEERING, INC. 2450 Vin,-yard Avenue, 0102, Escondido, Califomia 92029.1229 • Phone (760) 743.1214 • F=(760)739-0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
JOB NO: 99 -390 -F
NAME: RMCI Development, Tres Vistas Estates
LOCATION: Double LL Ranch Road, Olivenhain
TEST RESULTS
Laboratory Compaction Test Results:
Soil Type 13: Non Specific Decomposed Granit ( Import)
Ma>amurn Dry Density: 140.0 pcf
Optimum Moisture: 6.8%
Field Density Test Results: Keystone Retaining Wall Backfill Parcel #2
Date
2000
Test
No.
Location
Ht.
Of
Fill In
Ft.
%
Field
Moisture
Field
Dry
Density
Pcf
Lab
Dry
Density
Pcf
Relative
Comp.
Comments
03/23
1
Easterly End
0
7.0
132.0
140.0
94.3
Bottom of Wall
03/24
2
Center
+2
5.8
134.5
140.0
96.1
03124
3
Westerly End
+2.5
6.0
128.2
140.0
91.6
03/27
4
Eastery End
+4
6.0
131.3
140.0
93.8
03/27
5
Center
+5
5.8
134.3
140.0
95.9
03127
6
Easterly End
+7
6.4
121.7
140.0
86.9
Failed
03/27
7
Easterly End
+7
5.9
126.2
140.0
90.1
Retest #6
03/28
8
Westerly End
+9
5.8
127.2
140.0
90.9
03/28
9
East Central
+11
5.0
134.2
140.0
95.9
03/28
10
West Central
+13
5.5
132.3
140.0
94.5
0328
11
Center
+15
5.8
130.7
140.0
93.4
Finish Grade
03/29
12
Easter/ End
+10
6.0
130.7
140.0
93.4
Finish Grade
m prlwal ls199 -390-f. tr 7
VINJE & MIDDLETON ENGINEERING, INC.
Job #00 -238 -F
May 31, 2000
Mr. Bob Davis
2240 Encinitas Boulevard, Suite #401
Encinitas, California 92024
2450 Vineyard Avenue, #102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax (760) 739 -0343
ALit9 'Li')
LINIGINEERING ES
CITY OF ENCINITAS
UPDATE OF COMPACTION REPORT AND FOUNDATION RECOMMENDATIONS FOR
PARCEL #1, TRES VISTAS ESTATES, CITY OF ENCINITAS TM #97 -201, LOCATED
OFF DOUBLE LL RANCH ROAD
In accordance with your request and the requirement set forth in a report previously
prepared by this office for review after six months, this report is written to bring the
foundation recommendations put forth in that report into current standards, and to discuss
remedial grading that will be required prior to construction of the proposed residence.
I. REFERENCES
The following documents have been reviewed in order to provide this Update Report:
A. "Update Preliminary Geotechnical Investigation Report and Grading Plan Review'
letter prepared by this office, dated December 21, 1998, Job #97- 145 -V.
B. "As- Graded Compaction Report For Parcel #1, and Associated Driveway, Tres
Vistas Estates, City of Encinitas TM #97 -201, Located Off Double LL Ranch Road ",
prepared by this office, dated October 11, 1999, Job #98- 373 -F.
II. SITE INFORMATION
Grading observations and compaction testing were conducted periodically during grading
of this lot from January 7, 1999 through July 21, 1999. A final as graded compaction
report with compaction results and foundation recommendations was issued as indicated
above. Grading was conducted in substantial conformance with the Grading Ordinance
for the City of Encinitas. All inspections and testing were conducted under the supervision
of this office. In our opinion, all embankments and excavations were constructed in
substantial conformance with the approved grading plan, and are acceptable for their
intended use.
Update Compaction Report & Foundation Recommendations
Parcel #1, Tres Vistas Estates
May 31, 2000
Page 2
A site inspection was made by a representative from this office on May 30, 2000, and
found the site to be visually the same with respect to pad elevation, location of, and height
of cut and fill slopes. Therefore, the building pad remains substantially as reported in the
subject report.
It is our understanding that a single family dwelling consisting of a wood framed and stucco
structure supported on shallow stiff concrete footings with slab on grade construction is
planned.
III. RECOMMENDATIONS
A. Remedial Grading
1. Due this building pad undergoing seasonal wetting and drying, between this last
winter rains and today, the upper soils are no longer suitable for the support of
structures.
Therefore it is recommended that the upper soils to a minimum depth of 18
inches be removed and re- compacted wherever structures are to be placed.
Removals should include the structure's area plus a 5 foot perimeter where
possible.
It may be possible, depending on the type of equipment used, to remove 12
inches, then "ripp" the bottom of the excavation an additional 6 inches, moisture
conditioned to near optimum moisture content, and compacted to a minimum of
90% of the corresponding laboratory maximum dry density. The backfill soils of
the excavations should also be moisture conditioned and re- compacted as
described above. Testing is to be conducted to confirm minimum compaction
requirements during the removal and re- compact operations.
2. If any structures, such as retaining walls are placed at or near the "toe" of the
upper ascending "stabilization" slope, additional recommendations will be
required so as not to impact the slope or it's backdrain.
B. Foundations, Slab On Grade
The previous recommendations for lowto medium expansive soils (Expansion Index
= 43) with a fill differential depth of 10 feet were put forth in our October 11, 1999
V1N)E S MIDDLETON ENQINEERING, INC. 2450 Vin,yaid Awns. #102, Escondido, California 92029.1229 • Phow (760) 743 -1214 • Fax (760) 739.0343
QEOTECHNICAL INVESTIQATIONS QRADINQSLPERVISION PERC TESTING EWIRON ENTAL IWESTIQATIONS
Update Compaction Report & Foundation Recommendations
Parcel #1, Tres Vistas Estates
May 31, 2000
Page 3
"A- Graded" report, are to be adhered to, and are made a part of this report. It is
suggested that the foundation plans be submitted to our office for review and
approval prior to construction.
Foundations and Slab -on -Grade. Monolithic Pour System
1. Continuous strip foundations should be a minimum of 18 inches deep measured
below the lowest adjacent ground surface not including the sand under the slab.
Continuous strip foundations should have a minimum width of 15 inches for
single and two story structures. Spread pad footings should be at least 24
inches by 24 inches wide and 18 inches deep, for one and two story structures.
Exterior continuous footings should enclose the entire building perimeter, to
include the garage entryway. Exterior isolated pad footings are not allowed
unless structurally tied to the perimeter foundations in both directions using tie
beams. Tie beams should be at least 12 inches wide by 12 inches deep.
2. Use four #4 reinforcing bars in all interior and exterior stud bearing wall footings.
Place two bars 3 inches below the top of the footing, and the other two bars 3
inches above the bottom of the footing. The tie beams should be further
reinforced using #3 ties at 12 inches on center. Reinforcement for "tied" and
isolated pad footings should be designed by the project structural engineer.
3. All interior slabs must be a minimum of 5 inches in thickness reinforced with #3
reinforcing bars spaced 15 inches on center each way, placed midheight in the
slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six -mil
plastic moisture barrier must be placed midheight in the sand.
Provide re- entrant ( ±270° corners) reinforcement for all interior slabs as
generally shown on the enclosed "Isolation Joints and Re- Entrant Corner
Reinforcement" detail. Re- entrant corners will depend on slab geometry and /or
interior column locations.
4. The minimum steel reinforcement provided herein is based on soil
characteristics only, and is not intended to be in lieu of reinforcement necessary
for structural considerations.
5. The clayey soil should not be allowed to dry before pouring the concrete. The
soil should be 3% to 5% above the optimum moisture content at 18 inches below
slab subgrade. This office should be notified 72 hours prior to pouring the
VIN1E B MIDDLETON ENGINEERING, INC. 2450 Vin,,Wrd Asmve, 0102, Escrosdido. California 92029 -1229 • Phone (760) 7434214 • 1=" (760) 739 -0343
CEOTECHNICAL IWESTIQATIONS QRADINGSUPERVISION PERC TESTINQ ENVIRONMENTAL LWESfIGAT10NS
Update Compaction Report & Foundation Recommendations
Parcel #1, Tres Vistas Estates
May 31, 2000
Page 4
footings and slab to inspect the footing trenches and to verify the moisture
conditions.
6. Provide contraction joints consisting of sawcuts spaced 10 feet on center each
way within 24 hours of concrete pour for all interior slabs. The sawcuts must be
a minimum of % inch in depth and must not exceed 1'/4 inch in depth or the
reinforcing may be damaged.
7. All underground utility trenches under slabs should be compacted to a minimum
of 90% of the maximum dry density of the soil. Care should be taken not to
crush the utilities or pipes during the compaction of the trench backfill.
8. Exterior Flatwork and Driveways:
a) Walkways, patios, etc. must be a minimum of 4 inches in thickness reinforced
with 6x6 /10x10 welded wire mesh placed midheight in the slab. Use 4 inches
clean sand (SE 30 or greater) beneath these slabs. Provide contraction
joints consisting of sawcuts spaced 10 feet on center each way within 24
hours of concrete pour for all exterior slabs. The sawcuts must be a
minimum of 3/4 inch in depth and must not exceed 1'/4 inch in depth or the
reinforcing may be damaged.
b) Concrete driveways and parking areas should consist of 5 inch thick concrete
reinforced with #3 reinforcing bars spaced 18 inches on center each way
placed two inches below the top of the slab. The concrete should be placed
over 6 inches Cal Trans Class II aggregate base compacted to 95% over 12
inches subgrade compacted to a minimum of 95% of ASTM 1557 -91.
Provide contraction joints consisting of sawcuts spaced 10 feet on center (not
to exceed 12 feet maximum) each way within 24 hours of concrete pour. The
depths of the sawcuts should be as described in Item #a) above.
c) Asphalt concrete (AC) driveways and parking areas should consist of 4
inches AC over 6 inches Cal Trans Class II aggregate base compacted to a
minimum of 95% over 12 inches subgrade compacted to a minimum of 95%
of ASTM 1557 -91.
d) Exterior slabs placed against the perimeter footings should be doweled to the
footing using #3 reinforcing bars spaced 18 inches on center, extending 20
inches into the slab at mid - height, and into the footing to the elevation of the
bottom reinforcing bar.
VIN1E 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 920294229 • Phone (760) 7434214 • Fox (760) 739-0343
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May 31, 2000
Page 5
Unless requested, recommendations for a future swimming pool or spa were not
included in this report. Prior to their construction this office should be contacted
to update conditions and provide additional recommendations.
9. This office is to be notified to inspect or test the following prior to
foundation concrete pours:
a) Inspect the plumbing trenches beneath slabs after the pipes are laid and
prior to backfilling.
b) Test the plumbing trenches beneath slabs for minimum compaction
requirements.
c) Inspect the footing trenches for proper width, depth, reinforcing size and
placement. Inspect the slabs for proper thickness, reinforcing size and
placement, sand thickness and moisture barrier placement.
10. The following allowable foundation and lateral pressures maybe used for design
of foundations on certified soils for structures which have continuous footings
having a load of less than 2,000 plf and isolated footings with loads of less than
50,000 lbs.
a) Our tests and calculations indicate that an allowable bearing capacity of
1,500 psf for continuous and isolated footings may be used. The allowable
soil bearing pressure provided herein is for dead plus live loads and may be
increased by one -third for wind and seismic loading.
b) The allowable soil bearing pressure provided herein was determined for
footings having a minimum width of 12 inches and a minimum depth of 12
inches below the lowest adjacent ground surface. This value may be
increased per Uniform Building Code for additional depths only.
c) An allowable lateral bearing pressure of 100 psf per foot of depth may also
be used for all structures except retaining walls. The lateral bearing earth
pressure may be increased by the amount of the designated value for each
additional foot of depth to a maximum of 1,000 psf.
VRPJE @ MIDDLETON ENQINEERINQ, INC. 2450 Vinyard Aumue, #102, Escondido, California 92029-1229 • Phone (760) 7434214 • Fax (760) 739 -0343
GEOTECHNICAL IWESTIQATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL IWESTIGATIONS
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Parcel #1, Tres Vistas Estates
May 31, 2000
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C. Retaining Walls, Lateral Load Parameters
1. The following earth pressures based on the on site mixture of soils. should be
used for design of retaining any on site walls if used:
a) Use a friction angle of 36 degrees.
b) Use a wet density of 117.3 pcf.
c) Use a coefficient of friction of 0.40 for concrete on soil.
d) Use an active pressure of 31 pcf equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface.
e) Use a active pressure of 43 pcf equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill.
`* f) Use an at rest pressure of 48 pcf equivalent fluid pressure for restrained
walls.
g) Use a passive resistance of 452 pcf equivalent fluid pressure for level
surface condition at the toe.
h) Use an allowable bearing capacity of 1,500 psf as described above.
2. Expansive clayey soils should not be used for backfilling of any retaining walls.
Retaining walls should maintain at least a 1.1 (horizontal to vertical) wedge of
granular non - expansive soil backfill measured from the base of the wall footing
to the ground surface. All retaining walls should be provided with a drain along
the backside as generally shown on the enclosed "Retaining Wall Drain" detail.
Specific drainage provisions behind retaining wall structures must be
inspected by this office prior to backfilling the wall. All backfill soils must
be compacted to a minimum of 90% of the corresponding maximum dry
density, ASTM 1557 -91.
Note: Because large movements must take place before maximum passive
resistance can be developed, use a minimum safety factor of 2.0 for wall sliding
stability where structures or improvements are planned near or adjacent to the
top of the wall.
VIN1E B MIDDLETON ENQINEERING, INC. 1450 Vinyard Auam<, 0102, Escondido, Catift wa 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343
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May 31, 2000
Page 7
When combining passive and frictional resistance, the passive component
should be reduced by one - third.
3. The planting of large trees behind any retaining wall will adversely affect their
performance and should be avoided.
D. Seismic Coefficients
The following site specific seismic parameters for the above referenced project
were determined in accordance with the Uniform Building Code requirements. The
following parameters are consistent with the indicated project seismic environment
and may be utilized for project design work.
According to Chapter 16. Division IV of the 1997 Uniform Building Code
E. Setbacks
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
2. The outer edge of all slopes experience "down slope creep ", which may
cause distress to structures. If any structures including buildings, patios,
sidewalks, swimming pools, spas etc, are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
Expansive soils can cause structural damage to foundations. interior and exterior
slabs and walls. The economically feasible precautions that can be taken and
recommended herein will only minimize the potential of volumetric changes due to
changes in moisture content.
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vm yaid Avenue, #102, Ewmd+do, Califmnla 920294229 • Phone (760) 7434214 • I= (760) 739-0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTINQ EWIRONMENTAL INVESTIGATIONS
Seismic Response Coefficients
Site Soil
Seismic
Seismic
Profile
Seismic
Zone
Source
Na
Nv
Ca
Cv
Ts
To
Type
Zone
Factor
Type
Sc
4
0.4
B
1.0
1.0
0.40
1 0.56
0.560
0.112
According to Chapter 16. Division IV of the 1997 Uniform Building Code
E. Setbacks
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
2. The outer edge of all slopes experience "down slope creep ", which may
cause distress to structures. If any structures including buildings, patios,
sidewalks, swimming pools, spas etc, are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
Expansive soils can cause structural damage to foundations. interior and exterior
slabs and walls. The economically feasible precautions that can be taken and
recommended herein will only minimize the potential of volumetric changes due to
changes in moisture content.
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vm yaid Avenue, #102, Ewmd+do, Califmnla 920294229 • Phone (760) 7434214 • I= (760) 739-0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTINQ EWIRONMENTAL INVESTIGATIONS
Update Compaction Report & Foundation Recommendations
Parcel #1, Tres Vistas Estates
May 31, 2000
Page 8
" "A COPY OF THIS REPORT MUST BE PROVIDED TO THE PROJECT
ARCHITECT /STRUCTURAL ENGINEER TO ENSURE THE
THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN
APPROPRIATE PLANS"
Expansive soils can cause structural damage to foundations, interior and exterior slabs
and walls. The economically feasible precautions that can be taken and recommended
herein will only minimize the potential of volumetric changes due to changes in
moisture content.
The concrete reinforcement recommendations provided herein should not be
considered to preclude the development of shrinkage related cracks, etc.; rather, these
recommendations are intended to minimize this potential. If shrinkage cracks do
develop, as is expected from concrete, reinforcements tend to limit the propagation of
these features. These recommendations are believed to be reasonable and in keeping
with the local standards of construction practice. Special attention should be given to
any "re- entrant' corners (270 degree corners) and curing practices during and after
concrete pour in order to further minimize shrinkage cracks.
F. Slopes
All slopes should be landscaped with types of plants and planting that do not
require excessive irrigation. Excess watering of slopes should be avoided. Slopes
left unplanted will be subject to erosion. The irrigation system should be installed
in accordance with the governing agencies.
Water should not be allowed to flow over the slopes in an uncontrolled manner.
Until landscaping is fully established, plastic sheeting should be kept accessible to
protect the slopes from periods of prolonged and/or heavy rainfall. Berms should
be constructed along the top edges of all fill slopes
Brow ditches should be constructed along the top of all cut slopes sufficient to
guide runoff away from the building site and adjacent fill slopes prior to the project
being completed.
G. Drainage
The owner /developer is responsible to insure adequate measures are taken to
properly finish grade the building pad after the structures and other improvements
VIN1E 9 MIDDIETON ENQINEERINQ, INC. 2450 Vin•.yard Avcva<, #102, Esem", C.Iifm is 91029.1229 • Pha (760) 743 -1214 • Fm (760) 739 -0343
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Parcel #1, Tres Vistas Estates
May 31, 2000
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are in place so that the drainage waters from the improved site and adjacent
properties are directed away from proposed structures in accordance with the
designed drainage patterns shown on the approved plans.
A minimum of two percent gradient should be maintained away from all foundations.
Roof gutters and downspouts should be installed on the building, all discharge from
downspouts should be led away from the foundations and slab to a suitable
location. Installation of area drains in the yards should also be considered.
Planter areas adjacent to foundations should be provided with damp /water proofing,
using an impermeable liner against the footings, and a subdrainage system within
the planter area.
It should be noted that shallow groundwater conditions may still develop in
areas where no such conditions existed prior to site development. This can
be contributed to by substantial increases of surface water infiltration
resulting from landscape irrigation which was not present before the
development of the site. It is almost impossible to absolutely prevent the
possibility of shallow groundwater on the entire site. Therefore, we
recommend that shallow groundwater conditions be remedied if and when
they develop.
The property owner should be made aware that altering drainage patterns,
landscaping, the addition of patios, planters, and other improvements, as well as
over irrigation and variations in seasonal rainfall, all affect subsurface moisture
conditions, which in turn affect structural performance.
IV. GENERAL INFORMATION
It should be noted that the characteristics of as- compacted fill may change due to post -
construction changes from cycles of drying and wetting, water infiltration, applied loads,
environmental changes, etc. These changes can cause detrimental changes in the fill
characteristics such as in strength behavior, compressibility behavior, volume change
behavior, permeability, etc. The owner /developer should be made aware of the possibility
of shrinkage cracks in concrete and stucco materials. The American Concrete Institute
indicates that most concrete shrinks about 1/8 -inch in 20 feet. Separation between
construction and cold joints should also be expected.
V1NJE B MIDDLETON ENGINEERIN(j, INC. 2450 Vin yard Avenue, 1102, Escondido, Cahfmaia 92029.1229 • Phone (760) 743 -1214 • Fax (760) 739.0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Update Compaction Report & Foundation Recommendations
Parcel #1, Tres Vistas Estates
May 31, 2000
Page 10
The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork
and driveways depend on many factors, the most important of which is the amount of water
in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete
shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by
reducing the amount of water in the mix. To keep shrinkage to a minimum, the following
should be considered:
A. Use the stiffest mix that can be handled and consolidated satisfactorily.
B. Use the largest maximum size of aggregate that is practical, for example concrete
made with 3/8 inch maximum size aggregate usually requires about 40 pounds
(nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate.
C. Cure the concrete as long as practical.
The amount of slab reinforcement provided for conventional slab -on -grade construction
considers that good quality concrete materials, proportioning, craftsmanship, and control
tests where appropriate and applicable are provided.
This office is to be notified no later than 3 p.m. on the day before any of the following
operations begin to schedule appropriate testing and /or inspections.
A. Fill placed under any conditions 12 inches or more in depth, to include:
1. Building pads.
2. Street improvements, sidewalks, curbs and gutters.
3. Utility trench backfills.
4. Retaining wall backfills.
5. The spreading or placement of soil obtained from any excavation (footing or
pool, etc.).
B. Inspection and testing of subgrade and basegrade beneath driveways, patios,
sidewalks, etc., prior to placement of pavement or concrete.
C. Moisture testing.
VIN1E 9 MIDDLETON ENGINEERING, INC. 2450 Vinyard Avenue, 0102, Escondido, California 920294229 • Phone (760) 743.1214 • Fax (760) 739.0343
GEOTECBNICAL INVESTIGATIONS GRA Wq SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Update Compaction Report & Foundation Recommendations
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May 31, 2000
Page 11
D. Foundation inspections.
E. Any operation not included herein which requires our testing, observation, or
inspection for certification to the appropriate agencies.
laRIMM-1wigl
Our description of grading operations, as well as observations and testing services herein,
have been limited to those grading operations performed during the period of January 7,
1999 through July 21, 1991. The conclusions contained herein have been based upon our
observations and testing as noted. No representations are made as to the quality or extent
of materials not observed and tested.
This report should be considered valid for permit purposes for a period of six months and
is subject to review by our firm following that time. IF ANY CHANGES ARE MADE -PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME
INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME
NECESSARY.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #00 -238 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
INC.
RMV /MS /mpr
Distribution: Addressee (4)
mprf iilk�2384.url
VINIE B MIDDLETON ENGINEERING, INC. 2450 Vinyard Avenue, 0102, Escondido, California 92029.1229 • Phone (760) 743.1214 • F" (760) 739-0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
RETAINING WALL DRAIN DETAIL
Typical - no scale
Granular, non-exponsive
bockfill. Compacted
Waterproofing —
Filter Material. Crushed rock (wrapped in
filter fabric) or Class 2 Permeable Material
Perforated drain pipe (see specifications below)
Competent, approved'
soils or bedrock
CONSTRUCTION SPECIFICATIONS:
SPECIFICATIONS FOR CALTRANS
UASS 2 PERMEABLE
MATERIAL
468- 1.025)
t1S.STANOARO
SIEVE SIZE
%PASSING
in
3l4
90 -100
are
40-100
No .4
2540_
No. 8
18-33
No, 30
5 -15
No, 50
0-7
No. 200
0-3
Sand Equivalent> 75
1. Provide granular, non- expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory
standard.
2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back
drain system as outlined below.
3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet
at minimum 1 %. Provide'/." - 155" crushed gravel filter wrapped in fitter fabric (Mirafi 140N or equivalent). Delete filter fabric
wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard.
4. Seal back of wall with waterproofing in accordance with architect's specifications.
5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to
minimum 2% flow away from wall is recommended.
Use 134 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE !1
ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT
(a)
Typical - no scale
4TION JOINTS
(b)
RACTION JOINTS
(C)
RE-ENTRANT C(
REINFORCEMEW
NO. 4 BARS PL
BELOW TOP OF
611 *1i
ENTRANT
NER CRACK
1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c)may occur (reference ACI).
2. In order to control cracking at the re- entrant corners ( ±270° corners), provide reinforcement as shown in (c).
3. Re- entrant comer reinforcement shown herein is provided as a general guideline only and is subject to verification
and changes by the project architect and/or structural engineer based upon slab geometry, location, and other
engineering and construction factors.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE f2
VINJE & MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
May 26, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue, *102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax (760) 739.0343
o �
WZB� D
OF
ADDENDUM TO PREVIOUSLY ISSUED FOUNDATION RECOMMENDATIONS REPORT
DATED JANUARY 17, 2000 FOR PARCEL #4, TRES VISTAS ESTATES, CITY OF
ENCINITAS TM #97 -201. LOCATED OFF DOUBLE LL RANCH ROAD
Indications of adverse soil conditions after last winters rains are presently not evident on
this lot.
Therefore, all recommendations put forth in our January 17, 2000 "Foundation
Recommendations Report" for this Parcel should be adhered to.
If you have any questions or need clarification, please do not hesitate to contact this office.
Reference to our Job #99 -390 -F will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON
Vinje
GE #863
RMV /MS /mpr
Distribution: Addressee (6)
mprVi11cont09>336f. Ito
INC.
Mehdi Shari
RCE #46174
Np.46114 1 z
fXP.12-3i -02
r CNW-
OF
VINJE F- MIDDLETON ENGINEERING, INC.
Job #99 -390 -F
January 17, 2000
RMCI Development
Attention: Mr. Bob Mueller
514 Via De La Valle, Suite #210
Solana Beach, California 92075
2450 Vineyard Avenue,#102
Escondido, California 92029 -1229
Phone(760)743 -1214
Fax(760)739 -0343
FOUNDATION RECOMMENDATIONS FOR PARCEL #4, TRES VISTAS ESTATES, CITY
OF ENCINITAS TM #97 -201 LOCATED OFF DOUBLE LL RANCH ROAD
In accordance with the Grading Ordinance for the City of Encinitas, this report has been
prepared for the above referenced project. We have completed engineering observation
and testing services in conjunction with the grading operations. This report summarizes
the results of tests undertaken in order to provide for foundation recommendations.
Grading for this "cut' pad was conducted periodically from February 2, 1999, though April
5, 1999.
As this is a "cut' pad, and no fills were placed, no field density testing was conducted or
required
I. GRADING INFORMATION /GROUND PREPARATION
Grading plans for this project were prepared by Pasco Engineering.
The following listed reports were reviewed by this office as part of this project:
A. "Preliminary Geotechnical Investigation Proposed 5 Parcel Subdivision" report
prepared by this office, dated May 27, 1998, Job #97- 145 -V.
- -B. "Clarification Letter On Preliminary Geotechnical Investigation Report" prepared by
this office, dated April 28, 1998, Job #97- 145 -V.
C. "Response to Consultant Review of Preliminary Geotechnical Investigation,
Proposed 5 Parcel Subdivision" letter prepared by this office, dated August 11,
1998, Job #97- 145 -V.
D. "Updated Preliminary Geotechnical Investigation Report and Grading Plan Review"
letter prepared by this office, dated December 21, 1998, Job #97- 145 -V.
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 2
Prior to grading operations, the site was cleared of vegetation
Site preparation and grading were conducted in substantial conformance with the Grading
Ordinance for City of Encinitas and our above listed preliminary and update geotechnical
report. All inspections and testing were conducted under the observation of this office.
In our opinion, all embankments and excavations were constructed in substantial
conformance with the provided grading plan, and are acceptable for their intended use.
A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and
optimum moisture contents of the different soil types used as compacted fill were
determined in accordance with ASTM Method D- 1557 -91.
B. Expansion Tests: Expansion tests were conducted per 1994 UBC Standard
Procedure 18 -2 on representative samples of the mixture of on site soils used in the
pad construction to determine the expansion potential and to provide appropriate
foundation recommendations.
C. Direct Shear Tests: Direct shear tests were performed on representative samples
of the mixture of on site soils used in pad construction to determine the allowable
bearing capacity and to provide retaining wall design parameters.
III. RECOMMENDATIONS
The following minimum foundation recommendations for very expansive (Expansion Index
= Less Than 20) soils, classified using the "Unified Soil Classification System or USCS"
as SM, should be adhered to, incorporated into the foundation plans. It is suggested
that the foundation plans be submitted to our office for review and approval prior to
construction. Please note ( ") items for revised recommendations since the issuance of
our original preliminary report.
A. Foundations and Slab -on- Grade. Monolithic Pour System
1. Continuous strip foundations should be a minimum of 12 inches wide by 12
inches deep, and 15 inches wide by 18 inches deep for one and two story
structures respectively. Spread pad footings should be at least 24 inches
by 24 inches wide and 12 inches deep, for one and two story structures.
Minimum depths are measured from the lowest adjacent ground surface, not
ViNJE B MIDDL TON ENQINEERINC, INC. 2450 Vineyard Avenue. #102, Escondido, Califomia 92029.1229 • Phone (760) 7431114 • Far (760) 739.0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 3
including the sand under the slab. Exterior continuous footings should enclose
the entire building perimeter, to include the garage entryway.
2. Use four #4 reinforcing bars in all interior and exterior stud bearing wall footings.
Place two bars 3 inches below the top of the footing, and two bars 3 inches
above the bottom of the footing. Reinforcement for isolated square footings
should be designed by the project structural engineer.
3. All interior slabs must be a minimum of 4 inches in thickness reinforced with #3
reinforcing bars spaced 18 inches on center each way, placed midheight in the
slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six -mil
plastic moisture barrier must be placed midheight in the sand.
Provide re- entrant (±2700 corners) reinforcement for all interior slabs as
generally shown on the enclosed "Isolation Joints and Re- Entrant Corner
Reinforcement' detail. Re- entrant corners will depend on slab geometry and /or
interior column locations.
4. The minimum steel reinforcement provided herein is based on soil
characteristics only, and is not intended to be in lieu of reinforcement necessary
for structural considerations.
5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each
way within 24 hours of concrete pour for all interior slabs. The sawcuts must be
a minimum of 1/4 inch in depth and must not exceed 1'/4 inch in depth or the
reinforcing may be damaged.
6. All underground utility trenches beneath interior and exterior slabs should be
compacted to a minimum of 90% of the maximum dry density of the soil. Care
should be taken not to crush the utilities or pipes during the compaction of the
trench backfill.
7. Exterior Flatwork and Driveways:
a) Walkways, patios, etc. must be a minimum of 4 inches in thickness reinforced
with 6x6 /10x10 welded wire mesh carefully placed two inches below the top
of the slab. Provide contraction joints consisting of sawcuts spaced 10 feet
on center (not to exceed 12 feet maximum) each way within 24 hours of
concrete pour. The sawcuts must be a minimum of % inch in depth and must
not exceed 1'/4 inch in depth or the reinforcing may be damaged.
VIN3E B MIDDIE'TON ENGINEERING, INC. 1450 Vineyard Avenue, 0102, Escondido, Cadfmnia 92029 -1129 • Phmm (760) 7431214 • Pax (760) 739.0343
GEOTLCHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 4
b) Concrete driveways and parking areas should consist of 5 inch thick concrete
reinforced with #3 reinforcing bars spaced 18 inches on center each way
placed two inches below the top of the slab. The concrete should be placed
over 6 inches subgrade compacted to a minimum of 95% of ASTM 1557 -91.
Provide contraction joints consisting of sawcuts spaced 10 feet on center (not
to exceed 12 feet maximum) each way within 24 hours of concrete pour. The
depths of the sawcuts should be as described in Item #a) above.
c) Asphalt concrete (AC) driveways and parking areas should consist of 3
inches AC over 6 inches Cal Trans Class 11 aggregate base compacted to a
minimum of 95% over 6 inches subgrade compacted to a minimum of 95%
of ASTM 1557 -91.
Unless requested, recommendations for a future swimming pool or spa were not
included in this report. Prior to their construction this office should be contacted
to update conditions and provide additional recommendations.
8. This office is to be notified to inspect or test the following prior to
foundation concrete pours:
a) Inspect the plumbing trenches beneath slabs after the pipes are laid and
prior to backfilling.
b) Test the plumbing trenches beneath slabs for minimum compaction
requirements.
c) Inspect the footing trenches for proper width, depth, reinforcing size and
placement. Inspect the slabs for proper thickness, reinforcing size and
placement, sand thickness and moisture barrier placement.
9. The following allowable foundation and lateral pressures may be used for design
of foundations on certified soils for structures which have continuous footings
having a load of less than 2,000 plf and isolated footings with loads of less than
50,000 lbs.
a) Our tests and calculations indicate that an allowable bearing capacity of
2,000 psf for continuous and isolated footings may be used. The allowable
soil bearing pressure provided herein is for dead plus live loads and may be
increased by one -third for wind and seismic loading.
VIN1E B MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 920291219 • Phm e¢ (760) 7431214 • I= (760) 739-0343
CEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PE.RC TEMNG ENVIRONMENTAL INVEST /CATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 5
b) The allowable soil bearing pressure provided herein was determined for
footings having a minimum width of 12 inches and a minimum depth of 12
inches below the lowest adjacent ground surface. This value may be
increased per Uniform Building Code for additional width and depth if
needed.
c) An allowable lateral bearing pressure of 150 psf per foot of depth may also
be used for all structures except retaining walls. The lateral bearing earth
pressure may be increased by the amount of the designated value for each
additional foot of depth to a maximum of 1,500 psf.
B. Retaining Walls, Lateral Load Parameters
1. The following earth pressures based on the finish grade very low expansive "cut"
soils, should be used for design of retaining walls:
a) Use a friction angle of 38 degrees.
b) Use a wet density of 118 pcf.
c) Use a coefficient of friction of 0.40 for concrete on soil.
d) Use an active pressure of 29 pcf equivalent fluid pressure for cantilever,
unrestrained walls with level backfill surface.
e) Use a active pressure of 42 pcf equivalent fluid pressure for cantilever walls
with a 2:1 (horizontal to vertical) backfill.
f) Use an at rest pressure of 46 pcf equivalent fluid pressure for restrained
walls.
g) Use a passive resistance of 400 pcf equivalent fluid pressure for level
surface condition at the toe.
h) Use an allowable bearing capacity of 2,000 psf as described above.
2. Expansive clayey soils should not be used for backfilling of any retaining walls.
Retaining walls should maintain at least a 1:1 (horizontal to vertical) wedge of
granular non - expansive soil backfill measured from the base of the wall footing
VINJE B MIDDIFTON ENQINEERINQ, INC. 1450 Vineyard Avenue, 1101, Escondido, California 920191219 • Phone (760) 7431214 • Far (760) 739 -0343
C,EOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING EWRONMH- AL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 5
to the ground surface. All retaining walls should be provided with a drain along
the backside as generally shown on the enclosed "Retaining Wall Drain" detail.
Specific drainage provisions behind retaining wall structures must be
inspected by this office prior to backfilling the wall. All backfill soils must
be compacted to a minimum of 90% of the corresponding maximum dry
density, ASTM 1557 -91.
Note: Because large movements must take place before maximum passive
resistance can be developed, use a minimum safety factor of 2.0 for wall sliding
stability where structures or improvements are planned near or adjacent to the
top of the wall.
When combining passive and frictional resistance, the passive component
should be reduced by one - third.
3. The planting of large trees behind any retaining wall will adversely affect their
performance and should be avoided.
C. Seismic Coefficients
The following site specific seismic parameters for the above referenced project were
determined in accordance with the Uniform Building Code requirements. The
following parameters are consistent with the indicated project seismic environment
and may be utilized for project design work.
According to Chapter 16, Division IV of the 1997 Uniform Building Code
911.0
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
VIN1E N MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, 0102, Escondido, Ca4fomia 92029.1229 • Phmu (760) 743-1114 • F"(760)739-0343
GEOTECHNICAL INVESTIGATION QRA INQ SLIPERVLSION PERC TESTING EN47RONMENTAL INVESIGATIOM
Seismic Response Coefficients
Site Soil
Seismic
Seismic
Profile
Type
Seismic
Zone
Zone
Factor
Source
Type
Na
Nv
Ca
Cv
Ts
To
Sc
4
0.4
B
1.0
1.0
0.40
0.56
0.560
0.112
According to Chapter 16, Division IV of the 1997 Uniform Building Code
911.0
1. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope.
VIN1E N MIDDLETON ENQINEERINQ, INC. 2450 Vineyard Avenue, 0102, Escondido, Ca4fomia 92029.1229 • Phmu (760) 743-1114 • F"(760)739-0343
GEOTECHNICAL INVESTIGATION QRA INQ SLIPERVLSION PERC TESTING EN47RONMENTAL INVESIGATIOM
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 7
2. The outer edge of all slopes experience "down slope creep ", which may
cause distress to structures. If any structures including buildings, patios,
sidewalks, swimming pools, spas etc, are placed within the setback,
FURTHER RECOMMENDATIONS WILL BE REQUIRED.
Expansive soils can cause structural damage to foundations, interior and exterior
slabs and walls. The economically feasible precautions that can be taken and
recommended herein will only minimize the potential of volumetric changes due to
changes in moisture content.
* *A COPY OF THIS REPORT MUST BE PROVIDED TO THE PROJECT
ARCHITECT /STRUCTURAL ENGINEER TO ENSURE THE
THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN
APPROPRIATE PLANS`*
The concrete reinforcement recommendations provided herein should not be
considered to preclude the development of shrinkage related cracks, etc., rather,
these recommendations are intended to minimize this potential. If shrinkage cracks
do develop, as is expected from concrete, reinforcements tend to limit the
propagation of these features. These recommendations are believed to be
reasonable and in keeping with the local standards of construction practice. Special
attention should be given to any 'Ye- entrant' corners ( +270 degree corners) and
curing practices during and after concrete pour in order to further minimize
shrinkage cracks.
E. to es
All slopes should be landscaped with types of plants and planting that do not require
excessive irrigation. Excess watering of slopes should be avoided. Slopes left
unplanted will be subject to erosion. The irrigation system should be installed in
accordance with the governing agencies.
Water should not be allowed to flow over the slopes in an uncontrolled manner.
Until landscaping is fully established, plastic sheeting should be kept accessible to
protect the slopes from periods of prolonged and /or heavy rainfall. Berms should
be constructed along the top edges of all fill slopes. In no case should water be
allowed to pond or flow over slopes.
VINE 9 MIDDLETON ENGINEERING, INC. 2450 Vinqurd Avenue, 1102, Califo is 92029 -1229 * Pha (760) 7431214 * I= (760) 739-0343
QEOTECHNICA INVESTIGATIONS GRA INQ SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 8
Brow ditches should be constructed along the top of all cut slopes sufficient to guide
runoff away from the building site and adjacent fill slopes prior to the project being
completed.
F. Drainage
The owner /developer is responsible to insure adequate measures are taken to
properly finish grade the building pad after the structures and other improvements
are in place so that the drainage waters from the improved site and adjacent
properties are directed away from proposed structures in accordance with the
designed drainage patterns shown on the approved plans.
A minimum of two percent gradient should be maintained away from all foundations.
Roof gutters and downspouts should be installed on the building, all discharge from
downspouts should be led away from the foundations and slab to a suitable location.
Installation of area drains in the yards should also be considered.
Planter areas adjacent to foundations should be provided with damp /water proofing,
using an impermeable liner against the footings, and a subdrainage system within
the planter area.
It should be noted that shallow groundwater conditions may still develop in
areas where no such conditions existed prior to site development. This can
be contributed to by substantial increases of surface water infiltration
resulting from landscape irrigation which was not present before the
development of the site. It is almost impossible to absolutely prevent the
possibility of shallow groundwater on the entire site. Therefore, we
recommend that shallow groundwater conditions be remedied if and when
they develop.
The property owner should be made aware that altering drainage patterns,
landscaping, the addition of patios, planters, and other improvements, as well as
over irrigation and variations in seasonal rainfall, all affect subsurface moisture
conditions, which in turn affect structural performance.
IV. GENERAL INFORMATION
It should be noted that the characteristics of as- compacted fill may change due to post -
construction changes from cycles of drying and wetting, water infiltration, applied loads,
VIN1E 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Asxmae, #102, Escondido, California 920291229 • Phone (760) 743.1214 • Fax (760) 739.0343
GEOTECHNICA INVESTIGATIONS GRADING SUPERVISION PERC TESTING EMUONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 9
environmental changes, etc. These changes can cause detrimental changes in the fill
characteristics such as in strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
The owner /developer should be made aware of the possibility of shrinkage cracks in
concrete and stucco materials. The American Concrete Institute indicates that most
concrete shrinks about 1/9 inch in 20 feet. Separation between construction and cold joints
should also be expected
The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork
and driveways depend on many factors, the most important of which is the amount of water
in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete
shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by
reducing the amount of water in the mix. To keep shrinkage to a minimum, the following
should be considered:
A. Use the stiffest mix that can be handled and consolidated satisfactorily.
B. Use the largest maximum size of aggregate that is practical, for example concrete
made with 3/e inch maximum size aggregate usually requires about 40 pounds
(nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate.
C. Cure the concrete as long as practical.
The amount of slab reinforcement provided for conventional slab -on -grade
construction considers that good quality concrete materials, proportioning,
craftsmanship, and control tests where appropriate and applicable are provided.
This office is to be notified no later than 2 p.m. on the day before any of the
following operations begin to schedule appropriate testing and /or inspections.
A. Fill placed under any conditions 12 inches or more in depth, to include:
1. Building pads.
2. Street improvements, sidewalks, curbs and gutters.
3. Utility trench backfills.
VIN1E B MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Avenue, 9101, Es,on do, CaG(ornio 92029-1229 • Phone (760) 743.1214 • Fax (760) 739.0343
GEOTECNNICAL INVESTIGATIONS GRADING SUPERVISION PERC TESTING ENVIRONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel 44, Encinitas TM #97 -201
January 17, 2000
Page 10
4. Retaining wall backfills.
5. The spreading or placement of soil obtained from any excavation (footing or
pool, etc.).
B. Inspection and testing of subgrade and basegrade beneath driveways, patios,
sidewalks, etc., prior to placement of pavement or concrete.
C. Moisture testing.
D. Foundation inspections.
E. Any operation not included herein which requires our testing, observation, or
inspection for certification to the appropriate agencies.
V. LIMITATIONS
Our description of grading operations, as well as observations and testing services herein,
have been limited to those grading operations performed periodically from February 2,
1999, though April 5, 1999. The conclusions contained herein have been based upon our
observations and testing as noted. No representations are made as to the quality or extent
of materials not observed and tested.
The attached drawing details the approximate locations of cuts, fills, and locations of the
density tests taken and is applicable to the site at the time this report was prepared. This
report should be considered valid for permit purposes for a period of six months and is
subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME
INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME
NECESSARY.
If you have any questions or need clarification, please contact this office at your
convenience. Reference to our Job #99 -390 -F will help to expedite our response to your
inquiries.
V1N1E & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 920291229 • Phone (760) 7431214 • Fax (760) 739.0343
GEOTECHNICAL INVESTIGATIONS GRADING SUPERVISION PFRC TESTING ENVIRONMENTAL INVESTIGATIONS
Foundation Recommendations,
Parcel #4, Encinitas TM #97 -201
January 17, 2000
Page 11
We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
0
Ralph M. Vinje L; <, "I r1 Mehdi Shariat <O '?V".
VS
GE #863 R CE RCE #46174 w�
EzP.1231 Cl <�
No. 46174
RMV /MS /mpr of FOIE �E ^ • FJ(P.12-31 -02
Distribution: Addressee (6) C,
� \Epf�\P
mprlfi)1c t)99-396f.ag4
VINIE d MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Avenue, 1102, Escondido, California 92029.1229 • Phone (760) 7434214 • Fax (760) 7390343
QEOTECHNICAL IWEST19ATIONS QRADINQSITERVISION PE RC TESTING ENVIRONMENTAL INVESTIGATIONS
RETAINING WALL DRAIN DETAIL
Typical - no scale
dro inag a
Granular, non -expansive
backfill_ Compacted.
Waterproofing
Filter Material. Crushed rock (wrapped in
filter fabric) or Class 2 Permeable Material
Perforated drain pipe (see specifications below)
Competent, approved'
soils or bedrock
CONSTRUCTION SPECIFICATIONS:
SPECIFICATIONS FOR CALTRANS
CLASS Z PERMEABLE MATERIAL
168. 1.025)..
U.S. STANDARD
SIEVE SIZE % PASSING
.100
.1314 - -
_90 -100
-:318.
4a -700
No, 4 -
25 -40
No .8
18 -33
Na. 30
5-15
`No. 50
0 -7
No 2DJ
0 -3
Sand Equivalent> 75
1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfil to minimum 90% of laboratory
standard.
2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back
drain system as outlined below.
3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet
at minimum 1 %. Provide' /.' - 11/2' crushed gravel fitter wrapped in fitter fabric (Mirafl 140N or equivalent)- Delete fitter fabric
wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard.
4. Seal back of wall with waterproofing in accordance with architect's specifications.
5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to
minimum 2% flow away from wall is recommended.
Use 1Y: cubic foot per foot with granular backfill soil and 4 cubic foot per foot it expansive backfill soil is used.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 81
ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT
Typical - no scale
(a) (b)
NOTES:
1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints are used around columns, or if the comers of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c)may occur (reference ACI).
2. In order to control cracking at the re- entrant corners ( ±2700 corners), provide reinforcement as shown in (c).
3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification
and changes by the project architect and /or structural engineer based upon slab geometry, location, and other
engineering and construction factors.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 12
VINJE & MIDDLETON ENGINEERING, INC.
Job 97 -145 -V
April 28, 1998
Development Planning Consultants International, Inc.
Attention: Mr. Zahoor Abbasi
131 South Escondido Boulevard
Escondido, California 92025
2450 Vineyard Avenue, x102
Escondido, California 92029.1229
Phone (760) 743 -1214
Pax(760)739 -0343
Clarification Letter On Preliminary Geotechnical Investigation Report
Job #97- 145 -V, Dated May 27, 1997, Double LL Ranch Road, Olivenhain
The tentative map included in the above referenced geotechnical report has been revised
with respect to parcel numbers. Therefore the following clarifications are appropriate:
1. Cut slopes in Parcel 1 and any other cut slopes within the project development
exceeding five feet in maximum vertical height and exposing weaker
claystone /siltstone units should be reconstructed as a stabilization fill slope at 2:1
gradients maximum as recommended in the project geotechnical report.
2. The previously addressed Parcel 3 (page 11 of the subject report) is now Parcel 2
in the revised map. The east end of the cut slope construction for this parcel may
also expose weaker claystone units. In these areas where slope heights exceeds
5 vertical feet maximum. the cut bank may also reconstructed as a stabilization fill
slope at 2:1 gradients.
3. All cut slope construction and stabilization for the project development should be
completed under inspection and testing of the project soils engineer. Additional
recommendations should be provided at time of grading and earth works based on
the actual exposure, if it becomes necessary.
Should any questions arise concerning this letter, please do not hesitate to contact the
undersigned. Reference to our Job #97 -145 -V will help to expedite our response to your
inquiries. We appreciate this opportunity to be of service to you.
VINJE & MIDDLETON ENGINEERING, INC.
�I
r
Dennis Middleton Mehdi Shariat ��4 t SH �\
CEG #980 RCE #46174
Distribution: Addressee (2) No. 46174
Pasco Engineering, Attn. Mr. Wayne Pasco (2, fax) = UP. 12 -21 -9s
sms \wpdocsW- 145 -V.clr \qp CI�I�';,
\prelim
Preliminary Geotechnical Investigation
Proposed 5 Parcel Subdivision
APN 264- 240 -03
Double LL Ranch Road, Olivenhain
City of Encinitas, California
May 27, 1997 I Dl d
MQ .0 9199d D
Prepared For.
Development Planning Consultants International, Inc.
P.O. Box 462885
Escondido, California 92046 -2885
Job #97 -145 -V
VINJE & MIDDLETON ENGINEERING, INC.
2450 Vineyard Avenue, +102
Job #97 -145 -V Escondido, California 92029 -1229
Phone(760)743 -1214
May 27, 1997 Fax (760) 739.0343
Development Planning Consultants International, Inc.
Attention: Mr. Zach A. Abbasi
2622 Sunset Drive
Escondido, California 92025
Preliminary Geotechnical Investigation, Proposed 5 -Lot Subdivision,
Double II Ranch Road Olivenhain City of Encinitas. California (APN 264 -240 -03)
Pursuant to your request, Vinje & Middleton Engineering, Inc. has completed the attached
investigation of soils and geotechnical conditions at the subject site.
The following report summarizes the findings of our subsurface investigation, including field
and laboratory test results, analyses and conclusions, and provides recommendations for
the site development as understood. From a geotechnical engineering standpoint. it is our
opinion that the site is suitable for the proposed development provided the
recommendations presented in this report are incorporated into the design and construction
of the project.
The conclusions and recommendations provided in this study are consistent with the site
geotechnical conditions and are intended to aid in preparation of final plans and allow more
accurate estimates of development costs.
Thank you for choosing Vinje & Middleton Engineering, Inc. If you have any questions
concerning this report, please do not hesitate to call us. Reference to our Job # 97 -145 -P
will help to expedite our response to your inquiries. We appreciate this opportunity to be
of service to you.
VINJE & MIDDLETON ENGINEERING. INC.
ft7arph M. Vinje
GE #863
RMV /mmd
x No.863
* c�,EV-12- 31.97 Or
\Ja TECHN�� 0�P
CF C A0i
Table of Contents
I. Introduction ..................... ............................... 1
II. Site Description ................. ............................... 1
III. Site Investigation ................ ............................... 1
IV. Proposed Development ........... ............................... 2
V. Findings ........................ ............................... 2
A. Earth Materials ............... ............................... 2
B. Slope Stability ................ ............................... 3
C. Geologic Structure ............ ............................... 3
D. Ground Water ................ ............................... 4
E. Faults /Seismicity ............. ............................... 4
F. Geologic Hazards ............. ............................... 6
G. Field and Laboratory Testing ... ............................... 6
VI. Conclusions .................... ............................... 9
VII. Recommendations .............. ............................... 10
A. Site Specific Grading and Earthworks Recommendations .......... 10
B. General Grading and Earthworks Recommendation ............... 11
C. Foundation and Interior Floor Slabs ............................ 15
D. Exterior Concrete Slabs /Flatworks ............................. 16
E. Foundation and Earth Pressures ............................... 17
F. Pavement Design ............ ............................... 18
G. General Recommendations .... ............................... 18
VIII. Limitations .................... ............................... 20
TABLES
Fault Zones .......................... ............................... 1
Soil /Rock Type ....................... ............................... 2
Maximum Dry Density and Optimum Moisture Content ..................... 3
In -Place Dry Density and Moisture Content ............................... 4
Grain Size Analysis .................... ............................... 5
Liquid Limit, Plastic Limit and Plasticity Index ............................ 6
Expansion Test ....................... ............................... 7
Expansion Index Test .................. ............................... 8
Direct Shear Test ..................... ............................... 9
Removal Depths /Exploratory Test Excavations .......................... 10
Table of Contents Continued
PLATES
Geotechnical Map ..................... ............................... 1
Test Trench Logs .................................................. 2 -7
BoringLogs .......................... ...........................8 -13
Geologic Cross - Sections .............. ............................... 14
Fault - Epicenter Map ................. ............................... 15
Typical Pad Construction Details ....... ............................... 16
Key and Benching Details ......... ............................... 17 & 18
Isolation Joints and Re- Entrant Corner Reinforcement .................... 19
Typical Retaining Wall Drain Detail ...... ............................... 20
Preliminary Geotechnical Investigation
Proposed 5 Parcel Subdivision (APN 264 - 240 -03)
Double LL Ranch Road, Olivenhain,
City of Encinitas
I. INTRODUCTION
The property investigated in this work includes 15.72 acres of undeveloped hillside terrain
south of Double LL Ranch Road in the Olivenhain district of the City of Encinitas. We
understand that the property will be divided into parcels for individual grading and
residential development. Consequently, the purpose of this investigation was to determine
geologic and soils conditions beneath the property and their influence upon the proposed
development. Geologic mapping, test trenching, drilling, soil sampling and laboratory
testing were conducted in connection with this study which allowed the development of
planning and construction recommendations presented herein.
11, SITE DESCRIPTION
Details of site topographic conditions are depicted on a Geotechnical Map enclosed with
this report as Plate 1. The property is characterized by gentle to moderately steep hillside
terrain which ascends in a southern direction from lower areas along Double LL Ranch
Road onto higher more level areas along the south margin. A maximum elevation
difference of 130 feet is indicated.
Site drainage flows northward across the property concentrating in center canyon areas
that drain northeastward along Double LL Ranch Road. Natural drainage is disrupted by
an old earth filled dam in the center areas as shown on Plate 1.
Lower slope terrain of the property is mantled by a moderate cover of native grasses
Upper canyon areas support larger trees.
Man made features at the site include a network of unimproved roads, the old dam
structure and a large- diameter water line across Parcels 1 and 2 (see Plate 1)
Ill. SITE INVESTIGATION
Geotechnical conditions at the project site were determined from geologic mapping of
available site exposures and the excavation of twelve test trenches dug with a tractor -
mounted backhoe. Deeper exposures were developed in six test borings drilled in selected
locations by a truck - mounted drill. Five of the borings and all of the test trenches were
entered and logged by our project geologist who also retained bulk and relatively
undisturbed soil /rock sample for laboratory testing. Laboratory test result are presented in
VINIE d MIDDLETON ENQINEERINCJ, INC. 1450 Vineyard Avenue, #102, Ee ... did., C.Ii(omiu 92029 -1229 • Phone (760) 7434214 • Fos (760) 739.0343
SOILTES INQ PERC TEST SOIL INVESfIQAVON5 CEOTECHNICAL INVESfIQATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 2
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
a following section. Borings and trench locations are shown on Plate 1. Logs of the
excavations are attached to this report as Plates 2 - 13.
IV. PROPOSED DEVELOPMENT
Details of the site development are presently unknown. However, preliminary plans for
individual lot grading are depicted on Plate 1. As shown, Parcels 1 through 3 will consist
of graded cut -fill building pads developed within the hillside. Parcel 4 is a cut pad surface.
The grading scheme for the remaining property (along the east margin) is not yet
developed. Graded slopes at the project site will be on the order of 20 feet high programed
for 2:1 (horizontal to vertical) gradients. Private drives will provide access to the pads from
a common entrance roadway off Double LL Ranch Road as shown.
Details of the proposed building construction are not yet developed. We understand,
however, that conventional wood stud bearing wall structures with stucco exterior
supported on shallow concrete footing and slab -on -grade foundations are planned.
V. FINDINGS
The study property is situated in a hillside terrain with intervening canyons underlain by
marine sedimentary rocks of Eocene Age. Two formational bedrock units are present at the
site which are characterized by different engineering properties. Upper slope terrain
exposed sandstone units which experience high rates of erosion when subjected to
uncontrolled runoff. Lower slopes are underlain by claystone /siltstone units which are
inherently unstable sediments that are often associated with geologic slope instability in
nearby areas. Canyon terrain is occupied by natural alluvial soils and a fill deposit is
present in the lower central portion.
A. Earth Materials
The following earth deposits are recognized at the project site:
Bedrock (Td) - Lower slope terrain at the property are underlain by claystone
units with minor siltstone /sandstone. These rocks are characterized by a distinctive
green color and the development of a thick clay -rich topsoil cover. Claystone units
at the project site are typically deeply weathered to a weak condition and occur in
gentle slope configuration which is the result of long term slope instability- Local
claystone units and the overlying topsoil are highly expansive deposits as indicated
by ground surface cracks commonly in excess of 1 inch wide and 1 foot deep
throughout the lower site terrain.
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Bedrock (Tt) - Upper project slopes are underlain by younger sandstone deposits
approximately as shown on Plate 1. These units are characterized by their light color
and the development of steeper "badlands" topography throughout upper site terrain.
Sandstone units at the project site are non - expansive, stable deposits which typically
perform well in grade slopes that are properly maintained.
Alluvium (Qal) - Natural alluvial soils occupy lower canyon terrain at the project site.
The alluvium consists chiefly of silty sands with clay which occur in a loose condition.
Fill (af) - Fill soils occur in the lower, central areas of the site approximately as
shown on Plate 1. The fills were likely placed as an old agricultural dam structure.
Fill soils consist chiefly of sandy soils in a loose condition. Additional fill soils occur
along the north margin of the property in support of Double LL Ranch Road and are
reported to occur along the base of the natural slope in the lower reaches of Parcel
3, (see Plates 1 - 14). The latter deposit is thought to have been placed as a
stabilization fill during a previous development effort. Details of the fill are unknown;
however, it is not expected to impact present development plans.
The approximate distribution of major earth materials at the project site is indicated
on the enclosed Geotechnical Map, Plate 1. Details of site deposits are given on
Plates 2 - 13.
B. Slope Stability
Most areas of the study site are underlain by claystone /siltstone units (Td) which are
inherently weak materials that perform poorly in slope conditions. Landslides are
often associated with these deposits in local hillside areas. Existing landslide
features are not indicated at the study site, however, development techniques
utilized at the project should be consistent with these sensitive deposits and utilize
appropriate grading methods which will help insure the stability of graded sites.
Grading recommendations are presented in a following section.
Grading within upper project slope areas will expose light colored sandstone units
(Tt) which typically perform well with regard to gross geologic stability. However,
these units experience high rates of erosion when subjected to uncontrolled surface
runoff.
C. Geoloqic Structure
The prominent geologic structure at the project site consists of bedding relationships
between dissimilar earth deposits. Major earth deposits in the area are conformable.
Structural attitudes were recorded chiefly within boring excavations along sandstone -
claystone contacts. Most of the data indicate nearly horizontal structure within the
VIN1E N MIDDLETON ENQINEERIN(T, INC. 1450 Vineyard Ao w, 0102, Escondido, Calgomia 91029 -1229 • Pho (760) 743 -1114 • F= (760) 739 -0343
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section; however, low angle dips to the southwest are suggested by the outcrop
pattern of the sandstone (Tt) and claystone (Tt) sections. This is a favorable
orientation with regard to the overall geologic stability of project slopes.
D. Ground Water
Significant ground water conditions are not indicated at the project site. Slight water
seepage was recorded in selected test borings chiefly at sandstone - claystone
contacts. These conditions are not expected to impact project development.
However, earth materials at the site commonly transmits subsurface waters in lateral
directions from off -site watershed areas above. Consequently, site improvements
located near the toe of ascending slopes should be protected by perimeter subdrains
and earth- fill /retaining structures should be provided with backdrains as
recommended in a following section.
Grading records associated with the construction of Double LL Ranch Road indicate
that a subdrain was placed beneath the roadway fill and outlets in the north
perimeter of the study site approximately as shown on Plate 1.
E. Faults /Seismicity
Faults or significant shear zones are not indicated on or near proximity to the project
site.
As with most areas of California, the San Diego region lies within a seismically active
zone, however, coastal areas of the county are characterized by low levels of
seismic activity relative to inland areas to the east. During a 40 year period (1934-
1974), 37 earthquakes were recorded in San Diego coastal areas by the California
Institute of Technology. None of the recorded events exceeded a Richter magnitude
of 3.7, nor did any of the earthquakes generate more than modest ground shaking
or significant damages. Most of the recorded events occurred along various offshore
faults which characteristically generate modest earthquakes.
Historically, the most significant earthquake events which affect local areas originate
along well known, distant fault zones to the east and the Coronado Bank fault to the
west. Based upon available seismic data, compiled from California Earthquake
Catalogs, the most significant historical event in the area of the study site occurred
in 1800 at an estimated distance of 7 miles from the project area. This event, which
is thought to have occurred along as off -shore fault, reached an estimated
magnitude of 6.5 with estimated bedrock acceleration values of .379g at the project
site. The following list represents the most significant faults which commonly impact
the region. Estimated ground acceleration data compiled from Digitized California
Faults (Computer Program EQ Fault Ver. 2:01) typically associated with the fault is
also tabulated.
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Tahlr 1
FAULTZONE
DISTANCE FROM SITE
MAXIMUM
PROBABLE
ACCELERATION R.H.
Elsinore Fault
24 miles
0.116 g
San Jacinto Fault
48 miles
0.059 g
Coronado Bank Fault
23 miles
0 137
The location of significant faults and earthquake events relative to the study site are
depicted on a Fault - Epicenter Map attached to this report as Plate 15.
More recently, the number of seismic events which affect the region appears to have
heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been
recorded in coastal regions between January, 1984 and August, 1986. Most of the
earthquakes are thought to have been generated along offshore faults. For the most
part, the recorded events remain moderate shocks which typically resulted in low
levels of ground shaking to local areas. A notable exception to this pattern was
recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal
areas with moderate to locally heavy ground shaking resulting in $700,000 in
damages, one death, and injuries to 30 people. The quake occurred along an
offshore fault located nearly 30 miles southwest of Oceanside.
A series of notable events shook County areas with a (maximum) magnitude 7.4
shock in the early morning of June 28, 1992. These quakes originated along related
segments of the San Andreas Fault approximately 90 miles to the north. Locally
high levels of ground shaking over an extended period of time resulted, however,
significant damages to local structures were not reported. The increase in
earthquake frequency in the region remains a subject of speculation among
geologists; however, based upon empirical information and the recorded seismic
history of county areas, the 1986 and 1992 events are thought to represent the
highest levels of ground shaking which can be expected at the study site as a result
of seismic activity.
In recent years, the Rose Canyon Fault has received added attention from
geologists. The fault is a significant structural feature in metropolitan San Diego
which includes a series of parallel breaks trending southward from La Jolla Cove
through San Diego Bay toward the Mexican border. Recent trenching along the fault
in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000
years ago. Thus, the fault is classified as "active" by the State of California which
defines faults that evidence displacement in the previous 11,000 years as active.
More active faults (listed on the preceding page) are considered most likely to impact
the region during the lifetime of the project. The faults are periodically active and
VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue. #102, E .... dida, Ca 4.f ,a 92029-1229 • Phone (760) 743.1214 • I= (760) 739,0343
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DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
capable of generating moderate to locally high levels of ground shaking site.
Ground separation as a result of seismic activity is not expected at the property.
F. Geologic Hazards
Geologic hazards are not presently indicated at the project site. The most significant
geologic hazards at the property will be those associated with ground shaking in the
event of a major seismic event. Liquefaction or related ground rupture failures are
not anticipated. Larger graded cut slopes in the lower reaches of the property will
likely expose unstable sedimentary rocks.
G. Field and Laboratory Testing
The condition of site earth deposits were visually evaluated by logging the test
excavations and performing Standard Penetration Tests (SPT). In addition,
representative undisturbed ring and bulk samples were retained for subsequent
laboratory testing. Sample intervals within test excavations are indicated on the
attached logs. Based upon our test data and field exposures, site soils have been
grouped into the following soil types.
TABLE 2
SoitfRock Type
Description
1
dark to olive brown sandy to silty clay (topsoils)
2
olive-green to grey cla stone (bedrock)
3
tan to brown fine grained sandstone (bedrock)
The following summarizes test procedures and tabulates laboratory test results of
retained samples:
1. Standard Penetration Tests: Standard Penetration Tests (SPT) were
performed at the time of bore hole drilling in accordance with the ASTM
Standard Procedure D1586 using rope and cathead. Test results are indicated
on the corresponding locations on the boring logs
2. Maximum Dry Density and Optimum Moisture Content: The maximum dry
density and optimum moisture content of Soil Types 2 and 3 were determined
in accordance with ASTM D- 1557 -91. The results are tabulated on Table 3
located on the following page.
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TARI F 7
Location
Soil Type
Maximum Dry
Density m- c
Optimum Moisture
Content mo t'!o
T -1 @ 5'
2
111 3
178
T -3 @ 8'
3
119.9
11.2
3. In -Place Dry Density and Moisture Content: In -place dry density and
moisture content of representative soil deposits beneath the site were
determined from relatively undisturbed ring and chunk samples using weights
and measurements, and water displacement method respectively. Results are
presented Table 4 below and tabulated on the attached Test Trench and Boring
Logs.
TARI F d
Sample
Location
Soil
T e
Field
Moisture
Content
m -a/a
Field
Dry
Density
Yd- c
Max.
Dry
Density
Ym• c
Ratio of In-Place Dry
Density to Max. Dry
Density
Yd[Ym x100
T-5 @ 5
2
21.8
82.2
111.3
744
T -9 @ 5'
3
11.0
119.0
119.9
992
T -10 V 4'
2
17.7
106.7
111.3
95.9
T -12 @ 7'
2
13.3
120.0
111.3
100+
8-2 6
1 2
20.6
1 98.4
111.4
88.3
B -3 @ 7'
3
12.0
115.6
119.9
96.4
B -4 C5 8'
3
78
119.6
119.9
997
B -5 @ 10'
2
11.9
116.3
111.3
100+
8-6 @ 5'
4
14.7
110.2
-
B -6 1 C.
4
14.8
112.8
-
-
S'
4. Grain Size Analysis: Grain size analysis was performed on a representative
sample of Soil Type 4. The test result is tabulated in Table 5 below
IF -\anyi
Sieve Size
W.
1 /s" #4 1 #30 #100
#200
Location
Soil Type
Percent Passing
B -6 @ 10'
4
100
100
99
1 92
77
62
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5. Liguid Limit Plastic Limit and Plasticity Index: Liquid limit, plastic limit and
plasticity index tests was performed on a representative sample of Soil Type 4
in accordance with the ASTM D- 4318 -84. The test result is tabulated below on
Table 6:
Location
Soil T
Liquid Limit
%
Plastic Limit
%
Plasticity tndex
PI
B -6 @ 10'
4
1 41
1 16
1 25
6. Expansion Test: One expansion index test was performed on a representative
sample of Soil Type 2. The soil sample was remolded to 90% of the
corresponding maximum dry density in a 2' /z inch diameter, 1 inch high ring
mold. The sample was instrumented, loaded with 1 psi, and submerged in
water. The ratio of the change in height from the air dry to the saturated
condition is defined as the percent expansion. The test result is presented in
Table 7:
i1111211.111111;&A
Sample
Location
Soil
Type
Initial
w%
Air Dry
(W "/°
Saturated
w '/
Expansion
%
Expansion
Potential
T -1 @ 5
2
19 4
1 145
1 33 9
1 15 6
critical
= moisture content in percent
7. Expansion Index Test: One expansion index test was performed on
representative samples of Soil Type 4 in accordance with the Uniform Building
Code Standard 18 -2. The test result is presented in Table 8 below:
TARt F A
Sample
Location
Soil
Type
Remolded w
%
Saturation
%
Saturated w
%
Expansion
Index E!
Expansion
Potential
B -6 Q 10'
4
144 1
51 1
1 23.8
1 95
High
(w) = moisture content in percent
8. Direct Shear Test: Two direct shear tests were performed on representative
samples of Soil Types 2 and 3. Prepared specimens were soaked overnight.
loaded with normal loads of 1, 2, and 4 Kips per square foot respectively, and
sheared to failure in an undrained condition. Results are presented on Table 9
located on the following page:
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TABLE 9
VI. CONCLUSIONS
Based upon the forgoing investigation, development of the project site for residential
purposes is feasible from a geotechnical viewpoint. Unusual grading problems are not
expected, however, project earth materials should be treated in accordance with their
unique engineering properties. The following factors should be considered in project
planning:
Project alluvial and topsoils are loose, expansive deposits which in their present
conditions are not suitable for the support of structures and improvements.
Soils generated from siltstone /claystone (Td) and site topsoil excavations are chiefly
highly expansive units which should comprise deeper project fills.
Soils generated from sandstone units (Tt) are non - expansive granular soils which
may be utilized as compacted cap soils at finish project grades.
` Grading operations conducted within claystone /siltstone units (Td) should utilize
special procedures in view of their inherent weakness. Cut slopes should be
supported by graded stabilization fills and fill slopes must be founded in a suitable
depth below upper weathered units. Detail recommendations for these procedures
are provided in a following section.
' Subdrain systems are recommended to protect improvements constructed near
ascending cut slopes and along the base of supporting fill and wall structures.
Recommendations are provided in the following section.
' Liquefaction and seismically induced settlements and will not impact the proposed
development and structures provided our recommendations for remedial grading and
site development are followed.
' Post construction settlements of the underlying earth deposits are expected to be
within the allowable tolerances of the building foundations and floor slab provided
our recommendations for site development are implemented.
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SOIL TMINQ PERC= SOIL INVESTIQATIONS QE0TECHMC.4 INVFSTIQATIONS
Wet
Angle of
Apparent
Sample
Soil
Sample
Density
Int. Fric.
Cohesion
Location
Type
Condition
D
T -1 (7c 1
2
90% Remolded
117.2
24
287
6-3 0 8'
3
90% Remolded
118.8
38
181
VI. CONCLUSIONS
Based upon the forgoing investigation, development of the project site for residential
purposes is feasible from a geotechnical viewpoint. Unusual grading problems are not
expected, however, project earth materials should be treated in accordance with their
unique engineering properties. The following factors should be considered in project
planning:
Project alluvial and topsoils are loose, expansive deposits which in their present
conditions are not suitable for the support of structures and improvements.
Soils generated from siltstone /claystone (Td) and site topsoil excavations are chiefly
highly expansive units which should comprise deeper project fills.
Soils generated from sandstone units (Tt) are non - expansive granular soils which
may be utilized as compacted cap soils at finish project grades.
` Grading operations conducted within claystone /siltstone units (Td) should utilize
special procedures in view of their inherent weakness. Cut slopes should be
supported by graded stabilization fills and fill slopes must be founded in a suitable
depth below upper weathered units. Detail recommendations for these procedures
are provided in a following section.
' Subdrain systems are recommended to protect improvements constructed near
ascending cut slopes and along the base of supporting fill and wall structures.
Recommendations are provided in the following section.
' Liquefaction and seismically induced settlements and will not impact the proposed
development and structures provided our recommendations for remedial grading and
site development are followed.
' Post construction settlements of the underlying earth deposits are expected to be
within the allowable tolerances of the building foundations and floor slab provided
our recommendations for site development are implemented.
VIN1E 9 MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, •102, Escondido, California 920294219 • Phone (760) 743 -1214 • Fax (760) 7390343
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Soil collapse will not be a factor in development of the study site provided our
recommendations for site development are followed.
Ground water will not be a factor in the development of the study site as planned.
VII. RECOMMENDATIONS
The following recommendations are consistent with site geotechnical conditions and should
be incorporated into finalized plans and implemented during the construction phase:
A. Site Specific Grading and Earthworks Recommendations
1. Parcel 1- The upper cut slope should be supported by a stabilization fill structure
composed of compacted site soils. The keyway for the stabilization fill should be
placed a minimum depth of 2 feet below pad grade and maintain a minimum width
of 12 feet. A subdrain system which outlets at the south of the fill should be
provided.
The cut portion of the graded pad should be additionally undercut a minimum of 4
feet and the building pad capped to design grade with compacted non - expansive
soils
The lower fill section for Parcel 1 should be placed within less weathered, competent
bedrock units which occur at depths of 5 to 15 feet below the proposed fill toe. A
subdrain system should be provided which outlets near the south end of the fill
Typical details of the above work are depicted on a Pad Construction Detail Plate
attached herein as Plate 16.
2. Parcel 2- The upper cut slope should be supported by a stabilization fill structure
composed of compacted site soils. The keyway for the stabilization fill should be
placed a minimum depth of 2 feet below pad grade and maintain a minimum width
of 8 feet. A subdrain system which outlets at the south end of the fill should be
provided.
The cut portion of the graded pad should be additionally undercut 3 feet and the
building pad capped to design grades with compacted, non - expansive soils.
The lower fill section for Parcel 2 should be placed within more dense alluvial soils
which occur at depths of 5 feet below existing surface grades. Actual removal
depths in these areas may vary and should be determined in the field when actual
exposures are available. Typical details for the work are depicted on Plate 16.
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Attempts should be made during grading of Parcel 2 to locate the reported subdrain
from beneath Double LL Ranch Road Based upon its location, an appropriate re-
alignment should be constructed.
3. Parcel 3- The upper cut slope is expected to expose competent sandstone units.
Regrading of the slope is not anticipated. The east end of the slope may expose
weaker daystone units. The slope may be constructed at a reduced gradient of 3:1
or supported with a four -foot high retaining wall provided with 18 inches of upper
freeboard.
The cut portion of the building pad should be additionally undercut three feet and the
graded pad capped to design grades utilizing compacted, non - expansive soils.
The fills should be sufficiently keyed into competent bedrock units within the hillside.
Estimated removal depths are not expected to exceed 10 feet below existing grades.
A subdrain system should be provided which may outlet in the natural drainage
below the east end of the building pad.
Details of the above recommended procedures are depicted on a Typcial Pad
Construction Detail plate attached to this report as Plate 16.
4. Parcel 4- Parcel 4 will consist of graded cut lot exposing non- expansive sandstone
deposits at near grade elevations. Special grading provisions for soil improvements
are not indicated.
5. Remaining Property- Grading scheme for the remaining property (along the east
margin), was not available at the time of this study. Specific grading and stabilization
recommendations should be provided when design grades are developed.
B. General Grading and Earthworks Recommendation
Conventional selected grading techniques may be used in order to achieve final design
grades and improve soil conditions beneath the new structures and improvements. All
grading and earthworks should be completed in accordance with Appendix Chapter 33
of the Uniform Building Code, local grading ordinances and the requirements of the
following section wherever applicable.
1. Cleaning and Grubbing: Surface vegetation and other deleterious materials and
debris should be removed from areas of the site planned for fill, structures and
improvements. Removals should be inspected and approved by the project
geotechnical engineer or his designated field representative prior to grading.
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2. Grading: Site existing upper topsoils and alluvial deposits should be removed to the
depths recommended herein in all areas to receive fills and/or
structures /improvements. Approximate removal depths in the vicinity of individual
exploratory test excavations are shown on Table 10. Locally deeper removals may
be necessary based on the actual field exposures and should be anticipated.
Removals associated with soil improvements and site stability provided in the Site
Specific Grading and Earthworks Recommendation section of this report will
supersede the values furnished in Table 10 below where applicable.
Teai F 1n
Exploratory
Excavation
No.
Total
Depth of
Exploratory
Excavation
Estimated
Depth to
Groundwater
ft
Estimated
Removal
Depths
ft
Comments
T -1
7'
N/E
2%z'
Also seespecific grading recommendations
T -2
7'
N/E
4'
"
T -3
12
N/E
8''A'
R &R not required where no grading planned
T -4
6
WE
2'
T -5
5'
WE
3'
Road improvements
T -6
6
N/E
3'
"
T -7
5'
WE
5'
"
T -8
13'
N/E
2'
R &R not required where no grading planned
T -9
7'
N/E
3'
Also seespecific grading recommendations
T -10
7'
N/E
2'
"
T -11
8'
N/E
6'
R &R not required where no grading planned
T -12
8'
WE
3%
Also seespecific grading recommendations
B -2
32'
seepage @ 15'
15'
"
B -3
25'
WE
3'
"
B -4
38'
N/E
2'
R &R not required where no grading planned
B -5
17'
N/E
5'
Also seespecific grading recommendabons
Notes.
1. All depths are measured from the existing ground levels except where specifically indicated.
2. Actual depths may vary at the time of construction based on seasonal conditions
and actual subsurface exposures.
3. Bottom of all removals should be ripped and recompacted as directed in the field.
4. N /E: Not Encountered.
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3. Temporary Construction Slopes: Temporary construction slopes required during
removal operations and at the time of stabilization fill slope construction should not
exceed 1:1 gradients maximum. Minor sloughing the temporary slopes may occur
and should be anticipated. Temporary support and shoring may also be required for
the protection of the culvert during the removal operations and should be anticipated.
4. Select Grading: Expansive soils are present at the site. Attempts should be made
to bury the potentially expansive soils in deeper fills and placing non - expansive
sandy soils available from the excavation of on -site sandstone deposits within the
upper 3 to 4 feet (see Site Specific Grading and Earthworks Recommendation) of
the building pad grade and 1 foot of internal road improvements using select grading
techniques. There should be a minimum of 1 foot of non - expansive compacted soils
below the deepest footing.
5. Graded Slopes: Graded cut and fill slopes at the project site should be
programmed for 2:1 gradients maximum.
a) Cut Slopes: Graded cut slopes planned on Parcels 1 and 2 should be
reconstructed as a stabilization fill slopes. For this purpose a keyway should be
established at the toe of the slope as specified in the Site Specific Grading and
Earthworks Recommendation section. The keyway should be heeled back a
minimum of 2% into the natural hillside. Actual keyway dimensions should be
determined in the field based upon actual exposures. Suitable level benches which
are slightly heeled back into the competent natural hillside should be constructed as
required.
Reconstructed slope should maintain finish gradients no steeper than 2:1 (horizontal
to vertical) and compacted to minimum 90% out to the slope face. Overbuilding and
cutting back to the compacted core or backrolling at minimum three -feet vertical
increments and "track- walking" the slope face is recommended.
b) Fill Slopes: Graded fill slopes planned on Parcels 1, 2, and 3 provided with
deepened keyways as specified in the Site Specific Grading and Earthworks
Recommendation section. Fill slopes should maintain finish gradients no steeper
than 2:1 (horizontal to vertical) and compacted to minimum 90% out to the slope
face. Overbuilding and cutting back to the compacted core or backrolling at
minimum three feet vertical increments and "track- walking" the slope face is
recommended.
c) Subdrainage System: The stabilization slopes and lower fill slopes on Parcels
1, 2, and 3 should also be provided with adequate subdrainage drainage systems.
The subdrainage systems should consist of a drain pipe wrapped in filter materials.
Minimum 4 -inch diameter Sch. 40 (or SDR 35) perforated drain pipe surrounded with
VIN3E 6 MIDDLETON ENGINEERING. INC. 1450 Vineyard Aa,,,. , #102, Esanndidu, (Uifum,a 92029,1229 • Phone (760) 7431214 • Pax (760) 7390343
SOIL=INCj PERCTEST SOIL IMT:.STIGATIONS QEOTECH ICAL INVF_STIQAT10NS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 14
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
a minimum of 4 cubic feet per foot of /4 -inch crushed rocks wrapped in Mirafi 140N
filter fabric or 4 cubic feet per foot of Caltrans Class 2 filter materials should be used.
The filter fabric may be deleted if Caltrans Class 2 is used. The subdrains should
be installed at suitable elevations in the keyway stabilization /fill slope in order to
provide positive drainage at a minimum of 1 % gradient onto an approved outlet as
shown on the enclosed Typical Pad Construction Detail, Plate 16.
d) General: Reconstructed cut and fill slopes programed for 2:1 gradients maximum
will be grossly stable with respect to deep seated and surface failures for the
proposed maximum design heights provided our recommendations for slope
construction are followed.
Periodic inspection of the cullstability and fill slopes will be necessary by the project
geotechnical consultant during the construction phase. Additional recommendations
should also be given at the time of grading operations based on the actual field
exposures developed at the site.
All slope construction should also be completed in general accordance with the
enclosed Plates 17 and 18.
6. CutlFill Transition: Cut/fill transition should not be allowed under buildings and the
associated structures The cut portion of the cut/fill transition pad should be
undercut a minimum of 3 to 4 feet (also see Site Specific Grading and Earthworks
Recommendation) or one -foot below the deepest footing, whichever is more. and
placed back as compacted fill. At the project site placement of at least 3 to 4 feet of
non - expansive capping soils over the entire pad using select grading techniques will
eliminate cut/fill transition. The non - expansive compacted fill cap over the site will
also allow more conventional footing and slab design as recommended in the
following sections.
7. Compaction: Fill soils should be moisture conditioned to near optimum moisture
level and mechanically compacted in thin, horizontal lifts to at least 90% of the
corresponding laboratory maximum density value (ASTM D- 1557 -91) unless
otherwise specified.
8. Engineering Inspections: All grading operations including removals, suitability of
earth deposits used as compacted fill, and compaction procedures should be
continuously inspected and tested by the project geotechnical consultant and
presented in the final as- graded compaction report. The nature of finished grade
soils should also be confirmed in the final compaction report at the completion of
grading.
VINJE B MIDDLETON ENGINEERING, INC. 2450 Vineyard Awm c, 1102, Escondido, Ca ifomia 92029.1229 • Phone (760) 743.1214 • F= (760) 739 -0343
S0ILTESTING PERC TEST SOIL INVF_1TIGATIONS GEOTECHNICAL INVF_STIGAM7
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 15
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
9. Drainage /Erosion Control: A critical element to the continued stability of the
graded building pads and slopes is adequate surface drainage system, and
protection of the slope face. This can most effectively be achieved by appropriate
vegetation cover and the installation of the following systems:
a) Drainage swales should be provided at the top and toe of the slopes per project
civil engineer design.
b) Building pad and slope surface runoff should be collected and directed to a
selected location in a controlled manner.
c) The finish slope should be planted soon after completion of grading.
Unprotected slope faces will be subject to severe erosion and should not be
allowed. Over watering of the slope faces should also not be allowed. Only the
amount of water to sustain vegetation life should be provided.
C. Foundations and Interior Floor Slabs
The proposed buildings can be supported on stiff shallow foundations. The shallow
foundations should be founded on properly compacted non - expansive soils. Acceptable
foundations should include a system of spread pad and strip footings, and slab -on-
grade floors. There should be at least one -foot of non - expansive soils below the
deepest footing. All foundations and slab recommendations should be confirmed and /or
revised in the final as- graded compaction report based on actual testing of the finish
grade earth materials.
1. Continuous strip foundations should be sized at least at 15 inches wide and 18
inches deep for conventional one and two story wood and stucco residential
buildings. Spread pad footings should be at least 24 inches square and 18 inches
deep. All depths are measured from the lowest finish rough grade not including the
recommended sand underlay beneath the slabs.
2. Continuous strip foundations should be reinforced with minimum 444 reinforcing
bars. Place 244 bars 3 inches above the bottom of the footing and 244 bars 3
inches below the top of the footing. Reinforcement for the spread pad footings
should be designed by the project structural engineer.
1 Interior and exterior pad footings for buildings planned on Parcels 1, 2 and 3 should
be tied to the exterior continuous strip footings in both directions with bond beams.
The bond beams should be designed so that they can span up to 10 feet as a simple
beam or 5 feet as a cantilever beam (for corners) while limiting the maximum
deflections to no more than 11360 of the span. The bond beams, however, should
not be less than 15 inches wide by 18 inches deep and should be reinforced with
minimum 244 bars top and bottom and #3 ties at 18 inches on centers maximum.
VIN1E B MIDDLE? ON ENUINEERINQ. INC. 1450 Vineyard Avenue, #101, Eseondido, California 92019 -1129 • Phone (760) 743.1214 • Fax (760) 739,0343
SOIL TFSPINCS PERC TEST SOIL INVESTIGATIONS GEOTECNNICAL INVEMQATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 16
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
More specific recommendations should be given at the time of foundation plan
review when details of the planned construction is known.
4. All interior slabs should be a minimum of 4 inches in thickness and reinforced with
#3 bars spaced 18 inches on center each way placed mid - height in the slab. Slabs
should be underlain with 4 inches of clean sand (SE 30 or greater). Place a 6 mil
plastic moisture barrier mid - height in the clean sand.
5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each way
within 24 hours of concrete pour for all interior slabs. The sawcuts should be a
minimum of 3/4 -inch in depth and should not exceed 1'/4 -inch in depth or the
reinforcing may be damaged.
6. Provide re- entrant corner reinforcement for all interior slabs. Re- entrant corners will
depend on slab geometry and /or interior column locations. Enclosed Plate 19 may
be used as a general guideline.
D. Exterior Concrete Slabs /Flatworks
1. All exterior slabs (walkways, and patios) should be a minimum of 4 inches in
thickness reinforced with 6x6/10x10 welded wire mesh placed at mid - height of the
slab.
2. PCC driveways and parking should be a minimum of 5 inches in thickness and
reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed at
mid - height of the slab. Subgrade soils beneath the PCC driveways and parking
should be compacted to a minimum of 95% of the corresponding maximum dry
density within the upper one -foot.
3 Provide weak joints consisting of sawcuts spaced 10 feet on center (not to exceed
12 feet maximum) each way within 24 hours of concrete pour. The sawcuts should
be a minimum depth of /4 -inch but should not exceed 1% -inch deep.
4. All exterior slab designs should be confirmed in the final as- graded compaction
report.
VINJE B MIDDLETON EN(;INEERING, INC. 2450 Vineyard Avenue, #102, E =lido, California 92029.1229 • Phone (760) 743 -1214 • Fu (760) 739 -0343
SOIL TESTING PERC TEST FOIL INVESTIGATIONS GEOTECHMCAL INVESTIGATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 17
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27. 1997
E. Foundation and Earth Pressures
1. Allowable Foundation and Lateral Pressures
a) An allowable foundation pressure of 1,500 pounds per square foot may be
utilized for sandy non - expansive foundation bearing soils. The allowable
foundation pressures provided herein apply to dead plus live loads and may be
increased by one -third for wind and seismic loading.
b) An allowable lateral bearing pressure of 150 pounds per square foot per foot of
depth may also be used. The lateral bearing earth pressure may be increased
by the amount of the designated value for each additional foot of depth to a
maximum of 1,500 pounds per square foot. A lateral sliding resistance of 130
psf may also be considered between the bottom of the footing and soils. The
lateral sliding resistance may be added to the allowable lateral bearing value
provided that in no case the total lateral resistance exceed one -half the dead
load.
2. Earth Pressures
The following earth pressures may be used considering on -site sandy deposits (Soil
Type 3) for preliminary design estimates only and need to be re- evaluated when the
characteristics of the backfill soils have been specifically determined. Revised
recommendations should be anticipated.
a) Design soil wet density = 118.8 pcf.
b) Design soil angle of internal friction = 38 degrees.
c) Design active soil pressure = 29 pcf (EFP), level backfill, cantilever, unrestrained
walls.
d) Design active soil pressure = 42 pcf (EFP), 2:1 sloping backfill, cantilever.
unrestrained walls
e) Design at -rest soil pressure = 46 pcf (EFP), non - yielding, restrained walls.
f) Design passive soil pressure = 400 pcf (EFP), level surface at the toe.
g) Design coefficient of friction for concrete on soil = 0.40.
h) Allowable foundation pressure = 1500 psf.
Notes:
Because large movements must take place before maximum passive resistance
can be developed. a minimum safety factor of two should be considered for
sliding stability.
VINJE B MIDDLETON ENGINEERINQ, INC. 2450 Vineyard Aa ue, 1102, Escondido, CaWmia 920294229 • Phone (760) 743 -1214 • 1" (760) 7390343
SOIL=MQ PERC TEST SOIL 1NV SfIQAT10NS QEOTECNNICAL INVESTIQATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 18
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27. 1997
' When combining passive pressure and frictional resistance, the passive
component should be reduced by one - third.
' The allowable foundation pressure provided herein was determined for footings
having a minimum width of 12 inches embedded a minimum depth of 12 inches
into the certified fill. This value may be increased per Uniform Building Code for
additional widths and depths for import soils and depth only for on -site soils if
needed (Table 18 -1 -A, Footnote 2).
F. Pavement Design
Specific pavement designs can best be provided at the completion of rough grading
based on R -Value tests of the actual finish subgrade soils, however, the following
structural sections may be considered for cost estimating purposes only in case of
non - expansive sandy subgrade soils.
1 A minimum section of 3 inches asphalt on 6 inches of Caltrans Class II base
may be used. Base materials should be compacted to a minimum of 95% of the
maximum dry density.
2. Subgrade soils beneath the asphalt roadway, parking and driveways should be
compacted to a minimum of 95% of the corresponding maximum dry density
within the upper 1 foot. Sub and base grade soils should be tested for proper
moisture and minimum 95% compaction levels and approved by the project
geotechnical consultant prior to the placement of the base or asphalt layers.
G. General Recommendations
1. The minimum foundation design and steel reinforcement provided herein is
based on soil characteristics only and is not intended to be in lieu of
reinforcement necessary for structural considerations. All recommendations
should be evaluated and confirmed by the project architect /structural engineer.
2. Footings located on or adjacent to the top of slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one -third
of the slope height, whichever is greater (need not exceed 40 feet maximum)
between the bottom edge of the footing and face of slope. The specified set
back requirements applies to all improvements and structures including fences.
concrete walk ways, etc.
3. Expansive clayey soils should not be used for backfilling of any retaining
structure. All retaining walls should be provided with a 1 1 wedge of granular,
compacted backfill measured from the base of the wall footing to the finished
VIN3E B MIDDLETON ENGINEERING, INC. 1450 Vineyusd Aoenue, 1102, Escondido. Cali forma 92029 -1229 • Phone (760) 743 -1214 • I= (760) 739-0343
SOIL TESTING PERC TEST SOIL INV'ESlIGATIONS GEOTECMNICAL INVESTIGATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 19
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
surface Retaining walls should be provided with a back drainage in general
accordance with the attached Plate 20.
4. All underground utility trenches should be compacted to a minimum of 90% of
the maximum dry density of the soil unless otherwise specified by the respective
agencies. Care should be taken not to crush the utilities or pipes during the
compaction of the soil. Non - expansive, granular backfill soils should be used.
5. Site drainage over the finished pad surface should flow away from structures
onto the street in a positive manner. Care should be taken during the
construction, improvement, and fine grading phases not to disrupt the designed
drainage patterns. Rooflines of the buildings should be provided with roof
gutters. Roof water should be collected and directed away from the building and
structures to a suitable location. Considerations should be given by the project
architect to adequately damp proofing /water proofing the basement
walls/foundations and provide the planter areas adjacent to the foundations with
an impermeable liner and a subdrainage system.
6. Final grading and foundation plans should reflect preliminary recommendations
given in this report and should be reviewed by this office prior to grading. More
specific recommendations should be provided when final grading and
architectural /structural drawings are available.
7. All foundation trenches should be inspected to assure adequate footing
embedment and confirm competent bearing soils. Foundation and slab
reinforcements should also be inspected and approved by the project
geotechnical consultant.
8. The amount of shrinkage and related cracks that occurs in the concrete slab -on-
grades, flatworks and driveways depends on many factors, the most important
of which is the amount of water in a concrete mix. The purpose of the slab
reinforcement is to keep normal concrete shrinkage cracks closed tightly. The
amount of concrete shrinkage can be minimized by reducing the amount of
water in the mix. To keep shrinkage to a minimum, the following should be
considered.
' Use the stiffest mix that can be handled and consolidated satisfactorily
Use the largest maximum size of aggregate that is practical, (for example,
concrete made with three - eights inch maximum size aggregate usually
requires about 40 Ibs more (nearly 5 gal.) water per cubic yard than concrete
with one inch aggregate).
Cure the concrete as long as practical.
VIN1E B MIDDLETON ENGINEERING, INC. 2450 Vineyard Aoenue, •102, Eerondido, California 92029.1229 • Phone (760) 743.1214 • Fa: (760) 739-0343
SOILTESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL MVFSTIGATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 20
DOUBLE LL RANCH ROAD OLIVENHAIN MAY 27, 1997
The amount of slab reinforcement provided for conventional slab -on -grade
construction considers that good quality concrete materials, proportioning,
craftsmanship, and control tests where appropriate and applicable are provided.
9 A preconstruction meeting between representatives of this office and the
property owner or planner, as well as the grading contractor /builder, is
recommended in order to discuss grading /construction details associated with
site development.
Vlll. LIMITATIONS
The conclusions and recommendations provided herein have been based on all available
data obtained from research and review of pertinent geotechnical reports and plans, current
exploratory excavations as well as our experience with the soils and formational materials
located in the general area. The materials encountered on the project site and utilized in
our laboratory testing are believed representative of the total area: however, earth materials
may vary in characteristics between excavations.
Of necessity we must assume a certain degree of continuity between exploratory
excavations and /or natural exposures. It is necessary, therefore, that all observations.
conclusions, and recommendations be verified during the grading operation. In the event
discrepancies are noted, we should be contacted immediately so that an inspection can be
made and additional recommendations issued if required.
The recommendations made in this report are applicable to the site at the time this report
was prepared. It is the responsibility of the owner /developer to insure that these
recommendations are carried out in the field.
It is almost impossible to predict with certainty the future performance of a property. The
future behavior of the site is also dependent on numerous unpredictable variables, such
as earthquakes, rainfall, and on -site drainage patterns.
The firm of VINJE & MIDDLETON ENGINEERING, INC. shall not be held responsible for
changes to the physical conditions of the property such as addition of fill soils, added cut
slopes, or changing drainage patterns which occur without our inspection or control.
The property owner(s) should be aware of the development of cracks in all concrete
surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage
during the curing process. These features depend chiefly upon the condition of concrete
and weather conditions at the time of construction and do not reflect detrimental ground
movement. Hairline stucco cracks will often develop at window /door corners. and floor
VINIE B MIDDLETON ENGINEERING, INC. 2450 Vin ,d Avenue, #102, Es,ondido, CaI4o is 91029.1229 • Ph. (760) 743.1214 • F= (760) 739-0343
SOIL TEa G PERC TEST SOIL INVESTIQATIONS GEOTECNNICAL INVESTIQATIONS
PRELIMINARY GEOTECHNICAL INVESTIGATION PAGE 21
DOUBLE LL RANCH ROAD, OLIVENHAIN MAY 27. 1997
surface cracks up to A -inch wide in 20 feet may develop as a result of normal concrete
shrinkage (according to the American Concrete Institute).
This report should be considered valid for a period of one year and is subject to review by
our firm following that time. If significant modifications are made to your tentative
development plan, especially with respect to the height and location of cut and fill slopes,
this report must be presented to us for review and possible revision.
Vinje & Middleton Engineering, Inc. warrants that this report has been prepared within the
limits prescribed by our client with the usual thoroughness and competence of the
engineering profession. No other warranty or representation, either expressed or implied,
is included or intended.
Once again, should any questions arise concerning this report, please do not hesitate to
contact this office. Reference to our Job #97 -145 -V will help to expedite our response to
your inquiries.
We appreciate this opportunity to be of service to you.
Dennis Middleton
CEG #980
Mehdi Shariat
RCE #46174
RMV /DM /MS /mmd
Distribution: Addressee (5)
Attachments: Plates 1 -20
sms kvpdocsl97 -14Sv. pgi
mmd\prehml97.145 -v. pgi
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Exp. 12-31-97Q
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EXP. 12-31-98 k
VINIE B MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, 0102, Escondido, California 92029 -1229 • Phone (760) 743 -1214 • Fax (760) 739 -0343
SOIL TESTING PERC TEST SOIL MrF_STRGATIONS
GEOTECHNICAL INVESTIGATIONS
Date: 4/22/97 Logged by: DM
DEPTH
Irtl
SAMPLE
T -1
MOISTURE
(%1
DRY
DENSITY
(W)
RELATIVE
COMPACTION
I%I
DESCRIPTION
TOPSOIL:
■
Clay. Olive -brown color. Slightly sandy. Moist, stiff to
hard. Very expansive.
BEDROCK (Td):
5 -
■
BEDROCK (Td):
Claystone. Olive green color to rust - brown. Highly
5 -
fractured and very weathered. Soft to blocky.
■
Indistinct structure.
At 5', approximate attitude on cream - colored siltstone
lens: N40E /10NW.
End trench at 7'.
10-
End trench at 7'.
- 15-
Date: 4/22/97 Logged by: DM
DEPTH
lel
SAMPLE
T -2
MOISTURE
I' /.I
DRY
DENSITY
Ip<<)
RELATIVE
COMPACTION
IZI
DESCRIPTION
TOPSOIL:
Clay Brown color. Slightly moist and hard near surface,
moist and stiff below. Expansive.
BEDROCK (Td):
5 -
Claystone. Grey with rust -brown stains. Weathered soft.
■
Indistinct structure.
End trench at 7'.
-10-
-15-
VINJE & MIDDLETON ENGINEERING, INC
TEST TRENCH
LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Development Planning Consultants International, Inc.
PROJECT NO. 97 -145 -V PLATE 2
Office 760 - 743 -1214 Fax 760 - 739 -0343
♦ Sand Cone Test ■ Bulk Sample ❑ Chunk Sample O Driven Rings
Date: 4122/97 Logged by: DM
DEPTH
SAMPLE
T -3
MOISTURE
DRY
DENSITY
(P«)
RELATIVE
COMPACTION
(%)
DESCRIPTION
5
ALLUVIUM (Qal):
Silty sand. Tan color. Slightly moist, loose.
Silty clay with rock fragments. Moist, loose.
BEDROCK (Td):
Claystone. Olive -grey. Fractured and weathered soft.
Massive.
-
- 10 -
End trench at 12'.
-15-
Date: 4/22/97 Logged by: DM
DEPTH
(nl
SAMPLE
T -4
MOISTURE
( %)
DRY
DENSITY
(P«)
RELATIVE
COMPACTION
1%)
DESCRIPTION
TOPSOIL:
Clayey to silty fine sand. Brown. Dry and hard to moist
and stiff.
BEDROCK Tt):
5 -
Sandstone. Tan color. Fine to medium grained.
Weathered friable to moderately well cemented and
blocky along horizontal parting. Moist. Indistinct bedding.
Sandstone transitions to Claystone (Td) below elevation
10-
272'. Olive grey color. Weathered and fractured to
popcorn texture. Moist.
End tren ch at deep. Extend down ridge .
-15
VINJE & MIDDLETON ENGINEERING, INC
TEST TRENCH LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Development Planning Consultants International, Inc.
PROJECT NO. 97 -145 -V PLATE 3
Office 760 - 743 -1214 Fax 760 - 739 -0343
V Sand Cone Test ■ Bulk Sample ❑ Chunk Sample 0 Driven Rings
Date: 4/22/97 Logged by: DM
Oeairr
Irtl
SAMPLE
T -5
MOISTURE
IXI
DRY
D NSITY
IpCrl
RELATIVE
COM ACTION
I %)
DESCRIPTION
TOPSOIL
5 -
■
Sandy clay. Dark brown. Slightly moist, hard.
-10-
-15-
End trench at 6'.
VINJE & MIDDLETON ENGINEERING, INC
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Office 760 -743 -1214 Fax 760 - 739 -0343
TEST TRENCH LOGS
BEDROCK Tt):
-
V Sand Cone Test ■ Bulk Sample ❑ Chunk Sample 0 Driven Rings
5--Q
Sandstone. Tan to brown color. Fine grained.
21.8
82.8
74.4
-
Weathered. Friable.
Upper sandstone transitions to Claystone (Td) at
-
approximate elevation of 295'. Olive green color,
- -
weathered soft.
-10-
End trench at 5'.
L15--
Date: 4/22/97 Logged by: DM
DEPTH
Ittl
SAMPLE
T -6
MOISTURE
I %)
DRY
DENSITY
IPCO
RELATIVE
COMPACTION
1%1
DESCRIPTION
TOPSOIL:
Clay Dark brown. Slightly moist, stiff to hard.
5 -
■
BEDROCK (Td):
Claystone. Very sandy. Tan -green color. Weathered soft
to friable. Massive.
-10-
-15-
End trench at 6'.
VINJE & MIDDLETON ENGINEERING, INC
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Office 760 -743 -1214 Fax 760 - 739 -0343
TEST TRENCH LOGS
Development Planning Consultants International, Inc.
PROJECT NO. 97 -145 -V PLATE 4
V Sand Cone Test ■ Bulk Sample ❑ Chunk Sample 0 Driven Rings
Date: 4/22/97 Logged by: DM
DEPTH
MI
SAMPLE
T -7
MOISTURE
I %)
DRY
DENSITY
(PcfI
RELATIVE
COMPACTION
N
DESCRIPTION
TOPSOIL:
Clay. Dark brown. Moist, stiff to hard.
5
_10-
■
BEDROCK (Td):
Claystone. Grey color with rust brown stains. Weathered
to popcorn consistency. Massive. No apparent bedding.
BEDROCK (Td)i
Claystone. Grey color with rust -brown stains. Weathered
soft in upper 2', stiff below massive.
End trench at 5'.
Date: 4/22/97 Logged by: DM
DEPTH
(tt)
SAMPLE
T -8
MOISTURE
( %j
DRY
DENSITY
(Pd)
RELATIVE
COMPACTION
(%)
DESCRIPTION
FILL (af):
Silty sand with scattered bedrock fragments. Tan. Moist,
loose.
5
10
-
ALLUVIUM (Qal):
Silty to clayey sand. Brown. Moist, loose to soft.
From 6', color grades to pale brown. Remains soft.
BEDROCK (Td)i
Claystone. Grey color with rust -brown stains. Weathered
soft in upper 2', stiff below massive.
End trench at 13'.
-15-
VINJE & MIDDLETON ENGINEERING, INC
2450 Vineyard Avenue, Suite 102
Escondido, California 92029-1229
Office 760 - 743 -1214 Fax 760 - 739 -0343
TEST TRENCH LOGS
Development Planning Consultants International, Inc.
PROJECT NO. 97 -145 -V PLATE 5
V Sand Cone Test ■ Bulk Sample ❑ Chunk Sample O Driven Rings
Date: 4/23/97 Logged by: DM
DEPTH
(nl
SAMPLE
T -9
MOISTURE
IZ)
DRY
DENSITY
(Pcf)
RELATIVE
COMPACTION
(%1
DESCRIPTION
■
TOPSOIL:
Sandy clay. Dark brown. Slightly moist, stiff to hard.
Expansive. ST -1
■J
17.7
106.7
95.9
BEDROCK (Td):
5 -
■J
11.0
119.0
992
-
Sandstone. Tan color. Fine to medium grained. Friable
to moderately well cemented. Massive. ST -3
color with rust stains. Weathered friable. ST -3
End trench at 7'.
Upper contact oriented N5 /30W.
-10-
-15-
Date: 4/23/97 Logged by: DM
DEPTH
(ft)
SAMPLE
T -10
MOISTURE
1 %I
DRY
DENSITY
(Pcf)
RELATIVE
COMPACTION
I %)
DESCRIPTION
■
TOPSOIL:
Clay Dark brown. Slightly moist. Hard. Expansive. ST -1
BEDROCK (Td):
■J
17.7
106.7
95.9
5
Claystone (west end of trench.) Olive -green color. White
-
carbonate throughout. Weathered soft. ST -2
Interbedded with sandstone, (east end of trench.) Tan
color with rust stains. Weathered friable. ST -3
10-
Upper contact oriented N5 /30W.
End trench at 7'.
-15-
VINJE & MIDDLETON ENGINEERING, INC
TEST TRENCH LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Office 760 - 743 -1214 Fax 760 - 739 -0343
Development Planning Consultants International,
Inc.
PROJECT NO. 97 -145 -V PLATE 6
♦ Sand Cone Test ■ Bulk Sample J Chunk Sample O Driven Rings
Date: 4/23/97 Logged by: DM
DEPTH
I "I
SAMPLE
T -11
MOISTURE
I%)
DRY
DENSITY
(P<rl
RELATIVE
COMPACTION
I %)
DESCRIPTION
SAMPLE
ALLUVIUM (Qal):
DENSITY
COMPACTION
Ittl
I°.I
Silty sand. Pale brown color. Includes 20% - 30% large
I %I
DESCRIPTION
TOPSOIL:
cemented siltstone fragments (up to 1' diameter.) Loose.
■
Sandy clay. Dark brown. Slightly moist, hard. Grades to
Slightly moist.
-5-
clay with white carbonate deposits. Moist, stiff. ST -1
5 -
■
BEDROCK (Td):
BEDROCK (Td):
Claystone. Pale grey with rust stains. Sandy. Weathered
❑
soft and popcorn texture. Massive. ST -3
Claystone. Blue -grey color. Weathered soft.
120.0
100+
End trench at 8'.
Massive. ST -3
End trench at 8'.
10-
-15-
TEST TRENCH LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Development Planning Consultants International, Inc.
Date: 4/23/97 Logged by: DM
T-12
DRY
RELATIVE
DEPTH
SAMPLE
MOISTURE
DENSITY
COMPACTION
Ittl
I°.I
(P0)
I %I
DESCRIPTION
TOPSOIL:
■
Sandy clay. Dark brown. Slightly moist, hard. Grades to
clay with white carbonate deposits. Moist, stiff. ST -1
5 -
■
BEDROCK (Td):
Claystone. Pale grey with rust stains. Sandy. Weathered
❑
soft and popcorn texture. Massive. ST -3
13.3
120.0
100+
End trench at 8'.
-10-
-15-
VINJE & MIDDLETON ENGINEERING, INC
TEST TRENCH LOGS
2450 Vineyard Avenue, Suite 102
Escondido, California 92029 -1229
Development Planning Consultants International, Inc.
Office 760 - 743 -1214 Fax 760 - 739 -0343
PROJECT NO. 97 -145 -V PLATE 7
♦ Sand Cone Test ■ Bulk Sample ❑ Chunk Sample J Driven Rings
LeEQ0 2g jog
B -1 Plate 8
~�
a
DESCRIPTION
No
' =w
¢a Za
o-
�£o
WLL
a
p-
N
2
a
TOPSOIL:
CDark brown. Slightly moist, stiff.
BEDROCK (Td):
Sandstone /siltstone. Off -white to pale brown color. White
carbonate deposits throughout. Weathered soft and loose.
5
Claystone. Olive -green color. Fractured and weathered
to popcorn texture grading to more blocky below 5'.
Massive. Gradational contact above.
Sandstone. Tan to off -white color. Fine to medium grained.
Weathered friable. Upper contact is gradational and
nearly horizontal.
10
at 11', very hard, cemented sandstone slows drilling.
End boring at 11'x. Bucket refused by hard rock.
15
20
25
30
sample
Bulk
Project
Development
Planning Consultants International, Inc.
O Ring
sample
Number
97 -145 -V Date drilled 4/28/97 Logged by DM
O SPT
sample
I _'i�
L_J ?' },„(`If PY— At1OPT
V Sand
cone
test ,
vrm, sumpie wiemou
Vinje & Middleton
0
[�3or�owg aog
B -2 Plate 9
w
¢
r
s
Wo
a�
i
DESCRIPTION
w �
O
N
0
�
O
0
TOPSOIL:
Clay. Dark brown. Moist, stiff to hard.
BEDROCK (Td):
Claystone. Pale green color. Some sand and gypsum deposit
throughout. Massive Weathered soft.
5
O
20.6
98.4
88.3
from 8' - 9' marron colored stains.
I0
from 13', grades sandy.
5
at 15', Sandstone bed. 6 inches thick. Friable.
Ground water seepage. Upper contact is abrupt, oriented
N70E /19NW.
Claystone. Dark green. Fractured, moderately hard. Grades
to slightly blocky. Massive.
20
Claystone /Siltstone. Pale green to pale brown color with
maroon stains. Massive. Slightly hard and blocky.
Gradational contact above.
25
30
from 31" drilling is slowed by harder silts tone /clays tone
End boring at 32'.
0 Bulk sample
Development Planning Consultants International, Inc.
Project
O Ring sample
97 -145 -V 4/28/97 DM
Number Date drilled Logged by
a SPT sample
2' hucket -aueer 2400 lb drive
V Sand cone test
Drill, sample method
Vinje & Middleton
C�or�awg dog
B -3 Plate 10
_
a�
J
a
DESCRIPTION
w
o
y
t
�H�
o
aao
w�
f
pWa
¢p'
TOPSOIL•
Clayey silt. Pale red - brown. Slightly moist, firm
BEDROCK (Tt):
Sandstone. Off -white color. Fine grained. Discontinuous
rust - colored seams are nearly horizontal. Friable.
5
O
12.0
115.6
96.4
from 9'-12', brown zone. Consists of dark brown medium
grained sand with hard, limey bed approximately 2" thick.
Zone dips eastward approximately 5 degrees. Below
10
sandstone is tight and moderately well cemented.
15
at 20', attitude on series of parallel rust - colored
20
seams: N55E /IONW.
at 24', brown zone. Consists of dark brown colored medium
grained sand with cemented lenses. Very tight. Drilling is
25
slowed.
End boring at 25'.
30
sample
0 Bulk
Project
Development
Planning Consultants International, Inc.
Ring
sample
Number
97
-145 -V 4/28/97 DM
Date drilled Logged by
O SPT
sample
Drill,
sample
method 2' bucket - auger, 2400 lb. drive.
V Sand
cone
test
Vinje & Middleton
n n
�,J(f OLI alJU y' �O�.1I
C/ C
B -4 Plate 11
=
wLL
J
DESCRIPTION
K
Y
�y�
z
=
`ae
's °
D
Q
No
O.r
CZa
W
¢oy
UI
�
O
•+
C
TOPSOIL:
Clayey silt. Pale red - brown. Slightly moist, firm.
BEDROCK (Tt):
Sandstone. Pale grey with rust stains. Fine to medium
5
grained. Cross - bedded.
at 4', cross - bedding along thin rust colored seams
EW /20N.
On
from 8' - 9'', zone of pale brown sand with hard, cemented
7.8
119.6
99.7
bed. Nearly horizontal.
10
13' - 15', similar zone of pale brown sand.
15
at 19', horizontal bedding along thin, rust - colored bed.
20
at 231, cross - bedding along series of rust - colored seam
dips west.
25
Siltstone. Pale grey to rust brown. Upper contact is rust
colored sandy silt with gypsum crystals. Dips northward 5
degrees.
30
from 30', grades more sandy.
35
BEDROCK (Td):
Claystone. Olive green color. Massive. Fractured and block
T.
Upper contact is nearly horizontal and marked by thin rust
sand zone.
End boring at 38'.
40
Development
Planning Consultants international, inc.
0 Bulk
sample
Project
O Ring
sample
97 -145 -V 4/29/97 DM
Number
Date drilled Lagged by
O SPT
sample
n _:
_
,._J O, U t-o..nor ')Lnn lh. drive.
W Qnnd
rnnp
t.-qt
V111, CIMPLe 1116111V
Vinje & Middleton
�o�o�g jog
B -5 Plate 12
a
DESCRIPTION
r '- LL
WU
>
J`e
NO
_
p21
p
u
0
TOPSOIL:
Clay. Dark brown. Slightly moist, hard to stiff.
BEDROCK (Td):
Siltstone /Claystone. Pale green. Massive. Weathered
moderately soft. Locally sandy.
5
10
Claystone. Olive green color with rust stains. Moderately
hard and blocky. Massive. Upper contact is gradational.
11.9
116.3
100+
from 12', rock is locally sandy including 6" thick
sandstone beds with nearly horizontal gradational contacts.
15
at 16', very hard, well- cemented sandstone.
End boring at 17'. Drill bucket refused by hard rock.
20
25
30
sample
0 Bulk
Project
Development
Planning Consultants International, Inc.
0 Ring sample
Number 97 -145 -V Date drilled 4/29/97 Logged by DM
O SPT sample
M_Al _ — I- ,,,,,,,,,,a 2' bucket - auger, 2400 lb. drive
V Sand cone test
Vinje & Middleton
Vinje & Middleton
B -6 Plate 13
a
DESCRIPTION
WLL
f
��o
OZ6
W�-
0
ALLUVIUM (Qal):
Brown sandy clay to clayey sand. Dry at the surface becomin
moist with depth, loose to soft.
5
0
14.7
110.2
--
7/,3
10
O9 /7A
14.8
112.8
--
15 —
BEDROCK (It):
3�
Red brown siltstone /claystone to sandstone, dry to moist,
12.9
120.8
100+
/r0
very hard.
20
14
I Izj
HS
End boring at 21'x'.
25
30
Bulk
sample
Project
Development
Planning Consultants International, Inc.
O Ring
sample
Number
97
-145 -V Date drilled 4/27/97 Logged by SMS
O
SPT sample
Drill,
sample
method 6" diameter auger, 140 lb. drive
V Sand
cone
test
Vinje & Middleton
GEOLOGIC CROSS - SECTIONS
Plate 14
A R
3001 I Par. 1
—� Proposed Grades
250 Par. 2 ,
BEDROCK — T -2 A
BEDROCK Td :AiCUV1UM 200
g i B-3 Par. 4
Proposed Grades Par. 3
300 % $ -5
Tt _ _...
BEDROCK - - 8,
-_ REPORTED STABILIZATION FILL
Td (LIMITS ARE UNKNOWN)
250 ... - -... ., .. ___. _._ _. -�.
- - T -11
FILL /ALLUVIUM 230
BEDROCK = '~ .......... ro.l)
200
Scale. 1"=60'
- — I — - - - - - - -
-------------
----------
J.
ED
(D
10
%
Las Anbsli�
NZ.."
0
• r
'Ile a
4 0 ww.
%
0
D
S
It
E? COMM
di
S an eg 0
0
30 20 0 0 30 MILES
FAULT - EPICENTER MAP
SAN DIEGO COUNTY REGION
INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974)
Map data is compiled from various sources including California Division of Mines and
Geology, California Institude of Technology and the National Oceanic and Atmospheric
Administration. Map is reproduced from California Division of Mines and Geology,
"Earthquake Epicenter Map of California; Map Sheet 39."
Earthquake Magnitude
4.0 TO 4.9
5.0 TO 5.9
.......... - 6.0 TO 6.9 PROJECT- Double LL Ranch Rd.
O.......... 70 TO 7.9 Olivenhain
Fault PLATE NO. 15
TYPICAL PAD CONSTRUCTION DETAILS
Plate 16
`01'91ci`
e ?4l �SU \C�
Fp ,
P SURFACE
L
LL KEY V \
Do I h
drain
—2 2 FILL CAP;
Width
Construction Notes
1. Drains are 4" diameter perforated pipe (Schedule 40 or /
SDR -35)
2. Use 4 cu. ft. per foot of 3 /4-inch rock wrapped in Mirafi
140N filter fabric 4 cu. ft. of Caltrans Class 2 filter FILL KEY /
materials for subdrain construction. Delete filter fabric
if Caltrans Class 2 is used. I /
3. Subdrains should be situated to allow suitable outlet.
4. Provide 4 -inch diameter non - perforated solid pipe outlet laterals —
at 100 feet maximum O.C. horizontally. I I
5. See geotechnical report for more details. F'—to' min.
6. All stabilization fills, recommended deepened fill keys, and subdrains should be
shown on the final grading plans and reviewed and approved by the project soil engineer.
project 1:1
line from top
of slope to
outside edge
of key
able
material
materials
2' min.
key depth
existing
ground
surface
-T -J)
AND BENCHING DETAILS (Typical — no scale)
existing
ground /
surface ��
finish cut Dad
finis slope / I
compacted
fill /
\ width min
blench
'2; min.
Ri
—!—)I =::
= T
pad overexcavation and
recompaction per projecL
geotechnical engineer
th
competent bedrock or fir
native ground per project
geotechnical engineer
Side Hill Stability Fill Slope
finish pad
finish slope
compacted fill f
z ne
ope
��}1
one equipment -
J� = width minimum
` remove unsuitable
--III bench materials
1 min.
2' min. key width
key depth
\ competent bedrock or firm
native ground per project
geotechnical engineer
Fill Slope
Note: Key and benching details shown herein are subject to revisions by
the project geotechnical engineer based upon actual site conditions.
Back drains may also be necessary as determined by the project
geotechnical consultant.
Plate # 17
existing ground
surface
KEY AND BENCHING DETAILS (Typical - no scale)
finish slope finish pad
remove unsuitable compacted films/
materials
1I1
L% min, iequi menr
widt min
4
min, 15' min '1
depth key width
.,� cut slope
)I = (to be excavated prior
to fill placement)
Fill- Over -Cut S1
existing
ground
surface
remove unsuitable
materials
project 1:1 line
from toe of slope to
competent materials
2' min.' 15' min.
key depth key width
I
11 iMil
competent bedrock or
firm native ground per
project geotechnical
consultant
finish pad
cut slope
(to be excavated prior
to fill placement)
bench per project
geotechnical engineer in
the field - also, see
geotechnical report
competent bedrock or firm
j— native ground per project
geotechnical consultant
Cut - Over -Fill Slope
Note: Kev and benching details shown herein are subject to revision by the project
geotechnical engineer based upon actual site conditions. Back drains may
also be necessary as determined by the project geotechnical consultant.
Plate # 18
ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT
(a)
Typical - no scale
CMON JOINTS
RACTION JOIN-
(C)
(b)
RE-ENTRANT C(
REINFORCEMENT
NO. 4 BARS PL
BELOW TOP OF
NOTES:
ENTRANT
NER CRACK
1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c)may occur (reference ACI).
2. In order to control cracking at the re- entrant corners ( ±270° corners), provide reinforcement as shown in (c).
3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification
and changes by the project architect and /or structural engineer based upon slab geometry, location, and other
engineering and construction factors.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 19
TYPICAL RETAINING WALL DRAIN DETAIL
Waterproofing
<M��a
Perforated drain pipe
drainage —
Granular, non - expansive
backfill. Compacted.
Filter Material. Crushed rock (wrapped in
filter fabric) or Class 2 Permeable Material
l t' (see specifications below)
–71j:�l
Competent, approved
soils or bedrock
CONSTRUCTION SPECIFICATIONS:
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. STANDARD
SIEVE SIZE
%PASSING
1"
100
314
90-100
3/8
40.100
No. 4
25-40
No.8
18 -33
No. 30
5-15
No. 50
0.7
No 200
0.3
Sand Equivalent > 75
1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of
laboratory standard.
2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or
back drain system as outlined below.
3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet
at minimum 1 %. Provide' /: - V/2" crushed gravel filler wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric
wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard.
4. Seal back of wall with waterproofing in accordance with architect's specifications.
5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to
minimum 2% flow away from wall is recommended.
Use t'/: cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used.
VINJE & MIDDLETON ENGINEERING, INC.
PLATE 20