2004-9023 CN/G/PE City Of
NGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
October 4, 2006
Attn: Bank of America
4380 La Jolla Village Drive
Suite 100
San Diego, California 92122
RE: Oltersdorf/Levi
427 Bristol Avenue
APN 260-283-23
Grading Permit 9023-GI
Final release of security
Permit 9023-GI authorized earthwork,private drainage improvements, and erosion
control, all as necessary to build described project. The Field Inspector has approved
grading and finaled the project. Therefore,release of the remainder of the security
deposit is merited.
The following Certificate of Deposit Account has been cancelled by the Financial
Services Manager and is hereby released for payment to the depositor.
Account# 11024-01809 in the amount of$ 5,140.25.
The document originals are enclosed. Should you have any questions or concerns,please
contact Debra Geishart at(760) 633-2779 or in writing, attention the Engineering
Department.
Sinc ly, /
V
Debra Geishart J e bach
Engineering Technician ance Manager
Subdivision Engineering Financial Services
CC: Jay Lembach, Finance Manager
Oltersdorf/Levi
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
NGI
tyo NEERING SERVICES DEPARTMENT
� C
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
March 1, 2006
Attn: Bank of America
4380 La Jolla Village Drive
Suite 100
San Diego, California 92122
RE: Oltersdorf/Levi
427 Bristol Avenue
APN 260-283-23
Grading Permit 9023-GI
Partial release of security
Permit 9023-GI authorized earthwork, private drainage improvements, and erosion
control, all as necessary to build described project. The Field Inspector has approved
rough grade. Therefore, release of the remainder of the security deposit is merited.
The following Certificate of Deposit Account has been cancelled by the Financial
Services Manager and is hereby released for payment to the depositor.
Account# 11022-01361 in the amount of$ 15,420.75.
The document originals are enclosed. Should you have any questions or concerns,please
contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering
Department.
Sincerely,
Debra Geisha Jay Lembach
Engineering Technician Finance Manager
Subdivision Engineering Financial Services
CC: Jay Lembach, Finance Manager
Oltersdorf/Levi
Debra Geishart
File
Enc.
TEL 760-633-2600 l FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
ENGINEERING
DESIGN GROUP
GEOTECHNICAL CIVIL.STRUCTURAL&ARCNiiFCTURAL CONSULTANTS
FOR KSIOENTIAL B COMMERCIAL CONSTRICTION
2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480-7477 •www.designgroupca.com
HYDROLOGY & HYDRAULICS STUDY
LEVI-OLTERSDOU RESIDENCE
427 BRISTOL STREET
CARDIFF, CALIFORNIA
DWG: 9023-G
EDG Project No. 033186-5
Dated: August, 2004
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PROJECT NAME: LEAH LEVI AND TILLMAN OLTERSDORF RESIDENCE
GRADING PLAN NUMBER: 9023-G
DATE: Revised August, 2004
PROJECT DESCRIPTION
Proposed new additions to the Levi-Oltersdorf Residence, 427 Bristol, Cardiff, California
PROJECT SCOPE
The work proposed will consist of the construction of additions to the existing single family residence located
at 427 Bristol Street. The total lot area is approximately 0.31 acres. Existing impervious surfaces consist of
approximately 0.10 acres. Presently the lot sheet flows from a general east to west direction.
New improvements will consist of the addition of a new garage with a basement and second story. The new
additions will only add approximately 0.01 acres (less than 500 sf)of additional impervious surfaces.
Surface runoff will be captured by local area drain system and conveyed to a cobble lined swale for
containment and dissipation.
CALCULATIONS
PRIOR TO DEVELOPMENT
Watershed less than 0.5 Square Mile
Soil Group D, Runoff Coefficient for Residential, 2.9 DU/A or less, vacant; C=0.49 Table 3-1 of
County of San Diego Hydrology Manual, June 2003
Offsite Tributary Area:
None
Onsite Tributary Area:
Pervious Surface
C= 0.55 (Prior to Development), per City of Encinitas minimum allowable, 0.49 based upon soil
typeD and Table 3-1 of County of San Diego Hydrology Manual, June 2003
A= 0.31 (Total Lot Acreage) -0.10 (Impervious Surfaces) = 0.21 acres
1100 = 6.59where P6= 2.5
Q = CIA= (0.55)(6.59)(0.21 acres) = 0.76 cfs
Impervious Surface
C (Post Development Composite Coefficient): Variable
C=0.90 x % impervious surfaces + Cp x (1-%impervious)
C=0.90 (0.32) + 0.49 (1-0.32) = 0.62
A= 0.10 ac
1100 = 6.59
Q = CIA= (0.62)(6.59)(0.10 acres) = 0.41 cfs
Page H1
PROJECT NAME: LEAH LEVI AND TILLMAN OLTERSDORF RESIDENCE
GRADING PLAN NUMBER:9023-G
DATE: Revised August, 2004
Q - PRIOR TO DEVELOPMENT = 0.76 cfs + 0.41 cfs = 1.1 7 cfs
POST DEVELOPMENT
Offsite Tributary Area:
None
Onsite Tributary Area:
Pervious Surface
C= 0.55 (Prior to Development), per City of Encinitas minimum allowable, 0.49 based upon soil type
D and Table 3-1 of County of San Diego Hydrology Manual, June 2003
A= 0.31 (Total Lot Acreage) - 0.11 (Impervious Surfaces) = 0.20 acres
1100 = 6.59
Q = CIA = (0.55)(6.59)(0.20 acres) = 0.73 cfs
Impervious Surface
C (Post Development Composite Coefficient): Variable
C=0.90 x % impervious surfaces + Cp x (1-%impervious)
C=0.90 (0.35) + 0.49 (1-0.35) = 0.64
A= 0.11 ac
1100 = 6.59
Q = CIA= (0.64)(6.59)(0.11 acres) = 0.46 cfs
Q -PRIOR TO DEVELOPMENT = 0.73 efs + 0.46 cfs = 1.19 cfs
Difference in Q due to development = 1.19 cfs - 1.17 cfs = 0.02 cfs say 0.10 cfs (negligible)
ONSITE CONTAINMENT- PRIORITY PROJECT
Due to the small size of the increased impervious surfaces, (0.01 acres, less than 500 sf), the volume
containment requirement shall be lifted, as discussed with the City of Encinitas.
CONCLUSIONS:
Dissipation of Runoff:
In general runoff will be captured by the proposed private storm drain system, including area drains, a
channel drain at the base of the driveway. The channel drain will be connected to a 6" schedule 40 pipe
that slows along the north sideyard. Runoff will then be dissipated to the underlying sandy soils through a
burrito wrapped perforated pipe beneath the existing pathway. The pathway will be re-established with a
gravel finish. The perforated pipe will flow at a 2% slope to the lawn area of the yard, which is presently
established with drought tolerant buffalo grass.
Page H2
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HYDRAULICS
Full Flow Capacity -Area Drain System
Worksheet for Circular Channel
Project Description
Project File c:\haestad\fmw\levi.fm2
Worksheet 6 in Pipe
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.009
Channel Slope 0.150000 ft/ft
Diameter 6.00 in
Discharge 1.15 cfs
Results
Depth 0.21 ft
Flow Area 0.08 ft2
Wetted Perimeter 0.70 ft
Top Width 0.49 ft
Critical Depth 0.48 ft
Percent Full 41.81
Critical Slope 0.017534 ft/ft
Velocity 14.74 ft/s
Velocity Head 3.37 ft
Specific Energy 3.58 ft
Froude Number 6.54
Maximum Discharge 3.38 cfs
Full Flow Capacity 3.14 cfs
Full Flow Slope 0.020000 ft/ft
Flow is supercritical.
08/03/04 FlowMaster v5.15
04:39:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
Water Elev at d/w
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\levi.fm2
Worksheet D/W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.005000 ft/ft
Water Surface Elevation 163.90 ft
Elevation range: 163.70 ft to 165.00 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 163.90 0.00 17.00 0.013
5.00 163.70
9.00 164.00
17.00 165.00
Results
Wtd. Mannings Coefficient 0.013
Discharge 1.33 cfs MAX D1scNAtR61E Cltl'fiCAt- DEpT11
Flow Area 0.77 ftZ
Wetted Perimeter 7.68 ft
Top Width 7.67 ft
Height 0.20 ft
Critical Death 163.90 ft
Critical Slope 0.005337 ft/ft
Velocity 1.74 ft/s
Velocity Head 0.05 ft
Specific Energy 163.95 ft
Froude Number 0.97
Flow is subcritical.
08/04/04 FlowMaster v5.15
07:26:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
Water Elev at d/w
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\levi.fm2
Worksheet D/W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 163.70 ft to 165.00 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 163.90 0.00 17.00 0.013
5.00 163.70
9.00 164.00
17.00 165.00
Discharge 0.60 cfs
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 163.85 ft
Flow Area 0.42 ft2
Wetted Perimeter 5.69 ft
Top Width 5.68 ft
Height 0.15 ft
Qritical Depth 163.84 ft C OLI-fiCAL ep-T14 WT1uPA1--D 100 yR- STo�MM
Critical Slope 0.005936 ft/ft
Velocity 1.42 ft/s
Velocity Head 0.03 ft
Specific Energy 163.88 ft
Froude Number 0.92
Flow is subcritical.
08/04/04 FlowMaster v5.15
07:25:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
DATE PROJECT NO.
PROJECT
FIELD E PORT LOCATION
0 CONTRACTOR OWNER
WEATHER TEMP.
TO PRESENT AT SITE
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GEOPACMCA
SIGNATURE GEOTIBCBMCAL CONSULTANTS
TEL: (760) 721-5488
FAX: (760) 721-5539
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3060 INDUSTRY ST., SUITE 105
OCEANSIDE, CA 92054
DATE PROJECT NO.
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FAX: (760) 721-5539
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fi 3060 INDUSTRY ST., SUITE 105
OCEANSIDE, CA 92054
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SIGNATURE GEOTECHNICAL CONSULTANTS
TEL: (760) 721-5488
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3060 INDUSTRY ST., SUITE 105
OCEANSIDE, CA 92054