HomeMy WebLinkAboutPD 2023-0008; 3229 HIGHLAND; DRAINAGE STUDY FOR 3229 HIGHLAND DRIVE; 2024-04-01DRAINAGE STUDY
FOR
PD 2023-0008 / GR 2023-0012
Proposed Single Story Residence, Accessory Dwelling Unit and Associated Site Improvements
3229 Highland Drive
DWG. 541-9A
Prepared for:
John Collins and Jeannine Woo
February 2023 Updated August 2023 Updated December 2023 Updated March 2024
Prepared by:
__________________________ John L. Majocha RCE 81240
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
2
METHODOLOGY AND PROCEDURE 1) The project is classified as a Standard Project per the E-34 Storm Water Standards Questionnaire. Per the requirements in the Carlsbad BMP Design Manual (Updated January 2, 2024), Standard Projects are only required to meet Source Control and Site
Design Requirements. The proposed project has been designed to comply with Source
Control and Site Design Requirements. 2) Proposed drainage Area B exceeds the above criteria utilizing stone area under the proposed underdrain to capture and infiltrate its associated Design Capture Volume
generated by the 85th percentile rainfall. 3) The 85th percentile rainfall value for the site is 0.59 inches per Figure B.1-1 of the Carlsbad BMP Design Manual.
4) Design Capture Volume was determined using methodology presented in Appendix
B.1 of the City of Carlsbad BMP Design Manual. Design Capture Volume calculations are provided in Appendix D 5) The proposed permeable pavers in proposed Area B have been sized to treat the 85th
percentile rainfall volume due to the development of the portion of the site located in
proposed Area B. The paver section volume calculations for pavers located in proposed Area Bare are included in Appendix E of this report. 6) The proposed permeable paver base section has been designed to have a drawdown
time of less than 36 hours per the requirements indicated in Section B.4.1 of the
Carlsbad BMP Design Manual. The design infiltration rate was determined as indicated in the Infiltration Testing Report for the Subject Property Located at 3229 Highland Drive, Carlsbad, CA 92008 dated July 27, 2023. The safety factor utilized in the infiltration testing report was determined using information in Tables D.2-3 and
D.2-4 in the Carlsbad BMP Design Manual. The infiltration testing report and
drawdown calculations are included in Appendix F of this report. 7) The on-site soils are characterized as hydrologic soil group of “B” per USDA National Resources Conservation Service (NRCS) Web Soil Survey information. Site
NRCS soil mapping is included in Appendix B.
8) The runoff coefficient “C” was selected based on estimated percent imperviousness of each sub area and Table 3-1 of the San Diego County Hydrology Manual. Runoff coefficient calculations are provided in Appendix C.
9) Runoff intensities were developed using methodology from Section 3.1.3 of the San Diego County Hydrology Manual. 6-hour point precipitation estimates were taken from recent NOAA precipitation data included in Appendix C.
10) The site storm drain infrastructure has been designed using 10-year flows. Pipe calculations are included in Appendix G.
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
3
11) The velocity of the swale along the eastern property line was calculated using the
100-year flow. Swale calculations are included in Appendix H.
These calculations support the drainage improvements associated with the proposed single-family residence, accessory dwelling unit, and associated site improvements to the residence located at 3229 Highland Drive.
The proposed site drainage will maintain existing drainage patterns. Area A will include a portion of the roof areas of the proposed accessory dwelling unit and proposed single family residence, the proposed gravel pavement driveway, concrete driveways, and landscaped areas along the southern and southwestern portions of the site. Runoff from
the proposed improvements in Area A will be treated using Source Control and Site
Design Measures . Runoff from larger storm events will discharge to the Pine Avenue right-of-way similar to existing conditions. Area B includes the remainder of the accessory dwelling unit roof area, a portion of the
single-family residence roof area, the proposed pool and associated patio, and landscape
area north of the single-family residence. 85th percentile runoff generated from the proposed improvements will infiltrate into the proposed permeable paver patio. Runoff from larger storm events and the remainder of Area B will drain to the Pine Avenue right-of-way similar to existing conditions.
Area C includes the eastern portion of the single-family residence roof, the concrete porch and paver walkway east of the single-family residence, and the concrete stairs at the retaining wall along the eastern property line. Runoff from the proposed improvements in Area C will be treated using Source Control and Site Design Measures.
Runoff from larger storm events and the remainder of Area C will drain to the Pine
Avenue right-of-way similar to existing conditions. Site impervious area is increased by approximately 279 SF. However, this impervious area increase did not increase the composite C-value of the project site. As a result, the
site overall site runoff does not increase under proposed conditions as depicted on the
tables below and on the drainage area maps depicting the existing and proposed on-site drainage areas included in Appendix A.
Existing Conditions Proposed Conditions
Area = 0.59 Acres Area = 0.59 Acres
Q100 = 1.97 cfs Q100 = 1.97 cfs
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
4
APPENDIX A
DRAINAGE MAP
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TOTAL TOTAL C 100-YR 100-YR AREA AREA TC CMIN) RUNOFF INTENSITY Ccfs) (sf) CACRES) COEFFICIENT CIN/HR)
25,730 0,59 5,0 0,46 7.25 1.97
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ASSUMPTIONS
1. TIME OF CONCENTRATION FOR ALL EXISTING DRAINAGE AREAS ARE ASSUMED TO BE 5 MINUTES DUE TO THEIR SMALL
SIZE.
2. COMPOSITE C-VALUE CALCULATED USING C-VALUES OBTAINED FROM TABLE .3-1 OF THE 200.3 SAN DIEGO COUNTY
HYDROLOGY MANUAL.
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HYDROLOGY MANUAL.
4. INTENSITY FOR 100-YEAR EVENT IS BASED ON 100-YR 6-HR PRECIPITATION OF 2.75-/NCHES -EXISTING 1=7.25 in/hr.
5. EXISTING INTENSITIES ARE IND/CA TED IN THE TABLE ABOVE.
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RCE __ EXP, __ _ DATE
REVIE'w'ED BY,
INSPECTOR DA TE
I SH~ET I CITY OF CARLSBAD I SH~ETS I t-----+----+---------------+--1---+----+----1 ENGINEERING DEPARTMENT
l----+---+---------------+--1---+----+----I
3229 HIGHLAND DRIVE
1----+---+---------------+--1---+----+----1 GR 2023-0012 EXISTING DRAINAGE AREAS
APPROVED:JASON S. GELDERT
ENGINEERING MANAGER RCE 63912 EXP. 9/30/24 DATE
l---cc-c=-+ccc=,..+<...._ ___________ -+--1----t-----+----I DWN BY: JLM
DATE INITIAL ,__DA_TE~_INl_llA_L -+-D_ATE~_IN_l1l_Al_, CHKD BY: JLM
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY:
PROJECT NO.
PD 2023-0008
DRAWING NO.
541-9A
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AREA
A
B
C
ASSUMPTIONS
PROPOSED DESIGN FL □~S
TOTAL
AREA
Csf)
9,675
9,478
6,577
TOTAL
AREA
CACRES)
0,22
0,22
TC CMIN)
5,0
5,0
5,0
C
RUNOFF
COEFFICIENT
0,44
0,52
0,41
100-YR
INTENSITY
CIN/HR)
7,25
7,25
7,25
TOTAL
100-YR
Ccfs)
0,70
0,83
0,44
1.97
1. TIME OF CONCENTRATION FOR ALL PROPOSED DRAINAGE AREAS ARE ASSUMED TO BE 5 MINUTES OUE TO THEIR SMALL
SIZE.
2. COMPOSITE C-VALUE CALCULATED USING C-VALUES OBTAINED FROM TABLE 3-1 OF THE SAN DIEGO COUNTY
HYDROLOGY MANUAL.
3. INTENSmES WERE DETERMINED USING [l=7.44'P6•D-(-.645}] PER SECTION 3.1.3 OF THE SAN DIEGO COUNTY
HYDROLOGY MANUAL.
4. INTENSITY FOR 100-YEAR EVENT IS BASED ON 100-YR 6-HR PRECIPITATION OF 2.75-INCHES -PROPOSED 1=7.25
in/hr.
5. PROPOSED INTENSITIES ARE INDICATED IN THE PROPOSED TABLES ABOVE.
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REVIE'w'ED BY,
INSPECTOR DA TE
t---+-----+-------------+---+----+----+-----t I SH~ET I CITY OF CARLSBAD I SH~ETS I
:==::::::'....::::::=:::EN:::G::::I=NE:::E::::R:::IN=G::::::::D:::E=PA:::R=T=M:::E=NT==:::::'....'.==:::::::
3229 HIGHLAND DRIVE
1---+-----11------------------+---+---t---t----1 GR 2023-0012 PROPOSED DRAINAGE AREAS
DAlE INITIAL DAlE INlllAL DAlE INlllAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
APPROVED:JASON S. GELDERT
ENGINEERING MANAGER
DWN BY: JLM
CHKD BY: JLM
RVWD BY:
RCE 63912 EXP. 9/30/24 DAlE
PROJECT NO.
PD 2023-0008
DRAWING NO.
541-9A
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
5
APPENDIX B
NRCS SOIL SURVEY INFORMATION
Soil Map—San Diego County Area, California(3229 Highland Drive)
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 1 of 3
36
6
9
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468600 468610 468620 468630 468640 468650 468660 468670 468680 468690 468700
468600 468610 468620 468630 468640 468650 468660 468670 468680 468690 468700
33° 9' 49'' N
11
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33° 9' 49'' N
11
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2
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33° 9' 46'' N
11
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2
0
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2
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33° 9' 46'' N
11
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0
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 25 50 100 150Feet
0 5 10 20 30Meters
Map Scale: 1:537 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
USDA =
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: San Diego County Area, CaliforniaSurvey Area Data: Version 18, Sep 14, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 14, 2022—Mar
17, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Soil Map—San Diego County Area, California(3229 Highland Drive)
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 2 of 3
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USDA =
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
MlC Marina loamy coarse sand, 2
to 9 percent slopes
0.5 100.0%
Totals for Area of Interest 0.5 100.0%
Soil Map—San Diego County Area, California 3229 Highland Drive
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 3 of 3USDA =
San Diego County Area, California
MlC—Marina loamy coarse sand, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hbdz
Elevation: 0 to 430 feet
Mean annual precipitation: 9 to 12 inches
Mean annual air temperature: 57 to 61 degrees F
Frost-free period: 330 to 350 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Marina and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Marina
Setting
Landform:Ridges
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Eolian sands derived from mixed sources
Typical profile
H1 - 0 to 10 inches: loamy coarse sand
H2 - 10 to 57 inches: loamy sand
H3 - 57 to 60 inches: sand
Properties and qualities
Slope:2 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat excessively drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water
(Ksat):Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Low (about 4.7 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F019XG915CA - Sandy Hills <30"ppt
Hydric soil rating: No
Map Unit Description: Marina loamy coarse sand, 2 to 9 percent slopes---San Diego County Area, California 3229 Highland Drive
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 1 of 2~
Minor Components
Carlsbad
Percent of map unit:5 percent
Hydric soil rating: No
Corralitos
Percent of map unit:5 percent
Hydric soil rating: No
Chesterton
Percent of map unit:5 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 18, Sep 14, 2022
Map Unit Description: Marina loamy coarse sand, 2 to 9 percent slopes---San Diego County Area, California 3229 Highland Drive
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 2 of 2~
Hydrologic Soil Group—San Diego County Area, California(3229 Highland Drive)
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 1 of 4
36
6
9
4
1
0
36
6
9
4
2
0
36
6
9
4
3
0
36
6
9
4
4
0
36
6
9
4
5
0
36
6
9
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0
36
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9
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0
36
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36
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36
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2
0
36
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9
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4
0
36
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9
4
5
0
36
6
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36
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0
36
6
9
4
8
0
468600 468610 468620 468630 468640 468650 468660 468670 468680 468690 468700
468600 468610 468620 468630 468640 468650 468660 468670 468680 468690 468700
33° 9' 49'' N
11
7
°
2
0
'
1
2
'
'
W
33° 9' 49'' N
11
7
°
2
0
'
8
'
'
W
33° 9' 46'' N
11
7
°
2
0
'
1
2
'
'
W
33° 9' 46'' N
11
7
°
2
0
'
8
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 25 50 100 150Feet
0 5 10 20 30Meters
Map Scale: 1:537 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
USDA =
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map measurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: San Diego County Area, CaliforniaSurvey Area Data: Version 18, Sep 14, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 14, 2022—Mar
17, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Hydrologic Soil Group—San Diego County Area, California(3229 Highland Drive)
Natural Resources
Conservation Service
Web Soil SurveyNational Cooperative Soil Survey 2/20/2023Page 2 of 4USDA =
□
D
D
D
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D
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Residential Remodel and Associated Site Improvements – 3229 Highland Drive
6
APPENDIX C
RUNOFF COEFFICIENT CALCULATIONS &
NOAA PRECIPITATION DATA
17,454 SF
8,276 SF
25,730 SF
3229 HIGHLAND EXISTING C‐VALUE CALCULATIONS
15‐Feb‐2023
EXISTING C‐VALUES
Pervious Area C‐Value (Cp)= 0.25 Per Table 3‐1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1‐% Impervious)
AREA A
Pervious Area =
Impervious Area =
Total Area =
Weighted C‐Value = 0.46
7,603 SF
2,796 SF
10,399 SF
5,470 SF
4,008 SF
9,478 SF
4,102 SF
1,751 SF
5,853 SF
3229 HIGHLAND PROPOSED C-VALUE CALCULATIONS
1-Dec-2023
PROPOSED C-VALUES
AREA A
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value =
AREA B
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
0.42 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Total Area =
Weighted C-Value = 0.52 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA C
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Weighted C-Value = 0.44
2.75 inches
5.00 minDuration (D) =
Rainfall Intensity (I) = 7.25 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
3229 HIGHLAND DRIVE Existing Intensity Calculations
2/15/2023
I = 7.44P 6 D^-0.645
EX-AREA A
100-Year Precipitation (P6) =
2.75 inches
5.00 min
2.75 inches
5.00 min
2.75 inches
5.00 min
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A
100-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) = 7.25
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
100-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) = 7.25 in/hr
3229 HIGHLAND DRIVE Proposed Intensity Calculations
2/15/2023
I = 7.44P 6 D^-0.645
in/hr
PROP-AREA B
PROP-AREA C
100-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) = 7.25 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
------
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Residential Remodel and Associated Site Improvements – 3229 Highland Drive
7
APPENDIX D
PROPOSED AREA B
DESIGN CAPTURE VOLUME CALCULATIONS
0.90
0.14
0.10
4,008 SF
3,682 SF
1,788 SF
9,478 SF
0.22 ACRES
0.45
211 CF
85th Percentile, 24-hour rainfall (d) = 0.59 IN
Design Capture Volume (DCV) =
3229 HIGHLAND RESIDENCE DCV CALCULATIONS
1-Dec-2023
Proposed Design Control Volume
Weighted C Factor =
Impervious Area =
Landscape Area =
Permeable Paver Area =
Total Area =
Total Area =
AREA B
Roofs, Concrete, or Asphalt (C) =
Natural B Soil (C) =
Permeable Pavers (C) =
Table B.1-1 of the Carlsbad BMP
Design Manual updated January
2024
Table B.1-1 of the Carlsbad BMP
Design Manual updated January
2024
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
8
APPENDIX E
PROPOSED AREA B
PAVER SECTION VOLUME CALCULATIONS
1788 SF
3.75 IN
0.31 FT
224 CFVolume Beneath the Underdrain =Assumes 40% Void Ratio
Stone Section Beneath the Underdrain =
Base Course Thickness =
3229 HIGHLAND RESIDENCE Paver Base Sizing
1-Dec-2023
Pavers - Area B
Permeable Paver Area =
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
9
APPENDIX F
INFILTRATION TESTING REPORT
AND PAVER DRAWDOWN TIME CALCULATIONS
~= -=225aS?APPLIED
CONSULTANTS
geotechnfca/ & forensic engineering
JC Collins and Jeannine Woo
2633 Lincoln Blvd, Unit 941
Santa Monica, CA 90405
January 12, 2024
1941-A Friendship Drive
El Cajon, CA 92020
TEL (619) 258-9000
www.applied-consultants.com
Subject: Updated Infiltration Testing Report for the Subject Property Located at
3229 Highland Drive, Carlsbad, CA, 92008
Dear Mr. Collins & Mrs. Woo,
In accordance with your request, we have prepared this Infiltration Testing Report for the
property located at the aforementioned address. The purpose of this report was to provide a
feasibility analysis for infiltration with respect to geotechnical and groundwater conditions.
We performed design phase infiltration testing as part of our study. It is our professional opinion
that a design infiltration rate of 0.38 inches per hour may be used for the design ofBMP infiltration
devices of this project.
The grading plans for the subject property dated December 26, 2023 prepared by John L. Majocha
P .E. propose gravel pavement and permeable pavers for driveways and hardscape. The proposed
permeable surfaces are mapped adjacent to proposed foundations. Infiltration at these areas can
cause reductions in soil strength. In order to prevent reductions in soils strength, the proposed
foundations adjacent to permeable pavers and gravel pavement shall be extended or cut-off-walls
bottoms shall be constructed such that the foundations or cut-off-walls extend two feet below the
bottom of the base rock storage section.
Additionally, the proposed permeable pavement is mapped over an existing sewer lateral. In order
to prevent damage to sewer utilities from stormwater infiltration, sewer pipes located within ten
feet of infiltration areas shall be encased with concrete or steel.
We appreciate this opportunity to be of service. Should you have any questions, please call our
office at (619) 258-9000.
Sincerely,
Jorge L. Val. Gonzalez, PE 92051
Project Engineer
3229 Highland Drive -Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page I of 7
1.0 SITE EVALUATION
The location of the property is at latitude 33° 9'48"N and longitude 117°20'1 0"W. The subject
property is located in a residential neighborhood of Carlsbad, California (Figure 1 ). For the
purpose of this report the front of the subject property which faces Highland Dr is assumed to be
east. The subject property is bounded on the north by Pine Ave; to the east by Highland Drive; and
to west and south by other existing residential dwellings. Review of the current topographic map
for the site indicates that the subject property is at approximately 171 feet with respect to the North
American Vertical Datum of 1988 (NA VD 88)
The subject property is a rectangular shaped parcel of approximately 0.48 acres that moderately
slopes (10-15%) from east to west. The lot is currently occupied by an existing one-story wood
framed single family residence, a single-story companion unit and a detached garage.
The proposed development is the construction of a new two-story residence with a partial daylight
basement, a detached single-story ADU and a below grade swimming pool.
Based upon the local topography, historical aerials and our subsurface investigation, we feel that
the majority of the subject property is underlain by native soils.
As part of our study, we reviewed the State of California, State Water Resources Control Board
Geotracker system. There are no active cleanup sites or contaminated sites within a 400 feet radius
of the subject property. There are no "Brown fields" adjacent to the subject property.
According to the County of San Diego Hydrology Manual -Soil Hydrologic Group. The County
of San Diego Hydrology Manual categorizes the soils at the subject property as Hydrologic Group
B
. The Hydrologic Group B is characterized as "Soils have moderate infiltration rate when
thoroughly wetted; chiefly soils that are moderately deep to deep, moderately well drained to well
drained, and moderately coarse textured. Rate of water transmission is moderate."
Groundwater was not encountered during our investigation. Based on our field investigation and
review of available published groundwater data and historical information from the monitoring
well of project T0608170198 (Geotracker) located 0.3 miles west of the subject property and
published from geotechnical exploration performed for project T10000011547 (Geotracker)
located 0.4 miles north of the subject property, groundwater is not anticipated to be within 10 feet
of the lowest elevation of the site.
The properties surrounding the subject property are highly developed with piped water and sewer
systems. Based upon the density of the development, there are no water supply wells, septic
systems, or underground storage tanks, or permitted gray water systems within 100 feet of the
proposed infiltration areas.
3229 Highland Drive - Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page 2 of7
Geographic Location
~~APPLIED
CONSULTANTS
geotechnical & forensic engmeer,ng
3229 Highland Drive,
Carlsbad, CA,92008
GeoTracker Map
(1,000 feet radi us)
3229 Highland Drive -Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page 3 of7
i
N
Fig. 1
Geographic Location
Soil Groups
CJ GroupA
1111 GroupB
CJ Groupe
CJ GroupD
CJ Undetermined
CJ Data Unavailable
geolechnical & forensic engineering
3229 Highland Drive,
Carlsbad, CA,92008
Soil Hydrology Groups Map
County of San Diego
3229 Highland Drive -Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page 4 of7
i
N
Fig. 2
2.0 SUBSURFACE EXPLORATION
2.1 Initial Field Investigation
On May 26, 2022, a representative of this firm visited the site to perform physical reconnaissance
and field work at the subject property for purposes of our preliminary geotechnical investigation.
Soil samples were taken from the proposed site to be evaluated. We hand augered four borings as
part of our reconnaissance. The borings were taken within the subject property to a maximum
depth of four feet below grade.
Locally the materials encountered are generally:
-From grade to fourteen inches below grade a fine to medium grained, loose, reddish brown
silty sand (SM) was encountered.
-From fourteen inches below grade to forty-eight inches below grade a fine to medium
graded, reddish light brown silty sand (SM) was encountered.
No ground water was encountered during our site reconnaissance.
3.0 INFILTRATION TESTING
On June 22, 2023, a representative of our firm performed infiltration testing with "Borehole
Percolation Tests" at the subject property. Four borings were excavated within the area proposed
infiltration areas. Location of proposed infiltration areas and elevations are referenced by the
grading & drainage plan for the subject property dated December 26, 2023 prepared by John L.
Majocha P .E.
3.1 Methodology
We performed design phase infiltration testing as part of our study. Four borings were excavated
to a maximum depth of two feet at various elevations to perform "Borehole Percolation Tests" for
determination of infiltration rates in conformance with the City of Carlsbad BMP Manual.
Prior to percolation testing, all borings were filled with water to top of hole for a minimum of four
hours. After four hours, the water column was allowed to drop overnight. Our test was performed
within 15-30 hours after the initial four-hour presoak. The holes were refilled to approximately top
of hole and the rate of fall was measured and recorded for a minimum of six hours, refilling every
30 minutes until consistent result were obtained. Regarding lateral infiltration, the Porchet
Correction was applied for the final hour of percolation rates to obtain infiltration rates.
3229 Highland Drive -Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page 5 of7
3.2 Infiltration Test Results
On June 22, 2023, Percolation Hand Boring #1 through #4 were tested. Field data for each
boring is attached to the report figures.
The following table presents the final percolation results converted to infiltration rates:
PERCOLATION RATE CONVERSION TO INFILTRATION -PORCHET METHOD (IN/HR)
PHB-1 PHB-2 PHB-3 PHB-4
Dt (in) Depth of hole 24.00 24.00 24.00 24.00
Do (in) Initial depth to water 4.00 4.00 4.00 4.00
Df (in) Final depth to water 10.75 11.25 12.50 8.50
Ho (in) 20.00 20.00 20.00 20.00
Hf (in) 13.25 12.75 11.50 15.50
Delta H (in) 6.75 7.25 8.50 4.50
Have (in) 16.63 16.38 15.75 17.75
radius (in) 6.00 6.00 6.00 6.00
Time interval (min) 30.00 30.00 30.00 30.00
Percolation rate (in/hr) 13.50 14.50 17.00 9.00
Infiltration Rate (in/hr) 2.06 2.25 2.72 1.30
The design infiltration rate is = corrected infiltration/ F.S. (Table D.2-3)
= 1.3 in/hr/ 3.38 = 0.38 in/hr
4.0 INFILTRATION STUDY CONCLUSIONS
We performed design phase infiltration testing as part of our study. It is our professional opinion
that a design infiltration rate of 0.38 inches per hour may be used for the design ofBMP infiltration
devices of this project.
The grading plans for the subject property dated December 26, 2023 prepared by John L. Majocha
P.E. propose gravel pavement and permeable pavers for driveways and hardscape. The proposed
permeable surfaces are mapped adjacent to proposed foundations. Infiltration at these areas can
cause reductions in soil strength. In order to prevent reductions in soils strength, the proposed
foundations adjacent to permeable pavers and gravel pavement shall be extended or cut-off-walls
bottoms shall be constructed such that the foundations or cut-off-walls extend two feet below the
bottom of the base rock storage section.
Additionally, the proposed permeable pavement is mapped over an existing sewer lateral. In order
to prevent damage to sewer utilities from stormwater infiltration, any sewer pipes located within
ten feet of infiltration areas shall be encased with concrete or steel.
3229 Highland Drive -Updated Infiltration Testing Report
JLVG/JED 1/12/2024 Page 6 of7
FIGURES AND FIELD DATA
3229 Highland Drive -Updated Infiltration Testing Report
JL VG/JED 1/12/2024 Page 7 of7
.APPLIED
CONSULTANTS ~t a! 9«)laf1Y ~ f1119lnHrlng
PtH& AIIE>IU&
LEGEND:
~HB-1 INFILTRATION TEST
BORING LOCATION
FIGURE 1: INFILTRATION TESTING MAP
(GRADING PLAN BASE)
3229 HIGHLAND DRIVE,
CARLSBAD, CA 92008
[?;;:.:~;;~~~
oo(::x ~:i~~~~o-~
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fi]LG-.Cffl'l' C~9 P(f?'
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fil~\.£{Jt!S&i(;}f
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:~J;Clr.'.)',[' AS/'Htl,J. f (J.<I'
~Rtll'::i~r 02:",N';,,
REFERENCE: This map was
prepared from a Grading Plan by
John Majocha P.E. and from the
field investigation performed by
APPLIED CONSULTANTS.
Date: 7/14/23
Drawn by: JLVG
PERCOLATION TESTING FIELD DATA
Proiect Name and Test Location: 3229 Hiohland Drive, Carlsbad, CA, 92008
Test pit#: 1 Hole diameter (in): 6
Test By: JV Hole depth (in): 24
Liauid Used: Water USCS Class: SM
Date of Test: 6/22/2023 Deoth to Water Table: > 10 feet
Liquid Level Maintained by usinq: Manually
Additional Comments:
Time Time Dt (min) Readings
interval (hr:min) & Total Depth to Percolation Rate (in/hr) Remarks
Water (in.) ~H (in)
1-Start 9:00 0:30 4.000 14.000 28.000 End 9:30 0:30 18.000
2-Start 9:30 0:30 4.000 12.000 24.000 End 10:00 1:00 16.000
3-Start 10:00 0:30 4.000 9.000 18.000 End 10:30 1:30 13.000
4-Start 10:30 0:30 4.000 9.000 18.000 End 11 :00 2:00 13.000
5-Start 11:00 0:30 4.000 9.000 18.000 End 11:30 2:30 13.000
6-Start 11:30 0:30 4.000 8.500 17.000 End 12:00 3:00 12.500
7-Start 12:00 0:30 4.000 8.500 17.000 End 12:30 3:30 12.500
8-Start 12:30 0:30 4.000 6.750 13.500 End 13:00 4:00 10.750
9-Start 13:00 0:30 4.000 6.750 13.500 End 13:30 4:30 10.750
10-Start 13:30 0:30 4.000 6.750 13.500 End 14:00 5:00 10.750
11-Start 14:00 0:30 4.000 6.750 13.500 End 14:30 5:30 10.750
12-Start 14:30 0:30 4.000 6.750 13.500 End 15:00 6:00 10.750
PERCOLATION TESTING FIELD DATA
Project Name and Test Location: 3229 HiQhland Drive, Carlsbad, CA, 92008
Test pit#: 2 Hole diameter (in): 6
Test Bv: JV Hole deoth (in): 24
Liquid Used: Water USCS Class: SM
Date of Test: 6/22/2023 Depth to Water Table: > 10 feet
Liauid Level Maintained by usina: Manually
Additional Comments:
Time Time Dt (min) Readings
interval (hr:min) & Total Depth to Percolation Rate (in/hr) Remarks
Water (in.) LiH (in)
1-Start 9:00 0:30 4.000 14.500 29.000 End 9:30 0:30 18.500
2-Start 9:30 0:30 4.000 12.000 24.000 End 10:00 1:00 16.000
3-Start 10:00 0:30 4.000 11.500 23.000 End 10:30 1:30 15.500
4-Start 10:30 0:30 4.000 9.000 18.000 End 11:00 2:00 13.000
5-Start 11:00 0:30 4.000 9.000 18.000 End 11:30 2:30 13.000
6-Start 11:30 0:30 4.000 8.500 17.000 End 12:00 3:00 12.500
7-Start 12:00 0:30 4.000 8.500 17.000 End 12:30 3:30 12.500
8-Start 12:30 0:30 4.000 7.250 14.500 End 13:00 4:00 11.250
9-Start 13:00 0:30 4.000 7.250 14.500 End 13:30 4:30 11.250
10-Start 13:30 0:30 4.000 7.250 14.500 End 14:00 5:00 11.250
11-Start 14:00 0:30 4.000 7.250 14.500 End 14:30 5:30 11.250
12-Start 14:30 0:30 4.000 7.250 14.500 End 15:00 6:00 11.250
PERCOLATION TESTING FIELD DATA
Proiect Name and Test Location: 3229 Hiqhland Drive, Carlsbad, CA, 92008
Test pit#: 3 Hole diameter (in): 6
Test By: JV Hole depth (in): 24
Liquid Used: Water uses Class: SM
Date of Test: 6/22/2023 Deoth to Water Table: > 10 feet
Liquid Level Maintained by usinq: Manually
Additional Comments:
Time Time Dt (min) Readings
interval (hr:min) & Total Depth to Percolation Rate (in/hr) Remarks
Water (in.) ~H (in)
1-Start 9:00 0:30 4.000 11.000 22.000 End 9:30 0:30 15.000
2-Start 9:30 0:30 4.000 11.000 22.000 End 10:00 1:00 15.000
3-Start 10:00 0:30 4.000 10.500 21.000 End 10:30 1:30 14.500
4-Start 10:30 0:30 4.000 10.500 21.000 End 11:00 2:00 14.500
5-Start 11:00 0:30 4.000 10.500 21.000 End 11:30 2:30 14.500
6-Start 11:30 0:30 4.000 10.000 20.000 End 12:00 3:00 14.000
7-Start 12:00 0:30 4.000 10.000 20.000 End 12:30 3:30 14.000
8-Start 12:30 0:30 4.000 9.000 18.000 End 13:00 4:00 13.000
9-Start 13:00 0:30 4.000 8.500 17.000 End 13:30 4:30 12.500
10-Start 13:30 0:30 4.000 8.500 17.000 End 14:00 5:00 12.500
11-Start 14:00 0:30 4.000 8.500 17.000 End 14:30 5:30 12.500
12-Start 14:30 0:30 4.000 8.500 17.000 End 15:00 6:00 12.500
PERCOLATION TESTING FIELD DATA
Project Name and Test Location: 3229 Highland Drive, Carlsbad, CA, 92008
Test pit#: 4 Hole diameter (in): 6
Test By: JV Hole depth (in): 24
Liquid Used: Water uses Class: SM
Date of Test: 6/22/2023 De_pth to Water Table: > 10 feet
Liquid Level Maintained by using: Manually
Additional Comments:
Time Time Dt (min) Readings
interval (hr:min) & Total Depth to Percolation Rate (in/hr) Remarks
Water (in.) 6H (in)
1-Start 9:00 0:30 4.000 8.500 17.000 End 9:30 0:30 12.500
2-Start 9:30 0:30 4.000 8.000 16.000 End 10:00 1:00 12.000
3-Start 10:00 0:30 4.000 6.000 12.000 End 10:30 1:30 10.000
4-Start 10:30 0:30 4.000 5.000 10.000 End 11 :00 2:00 9.000
5-Start 11:00 0:30 4.000 4.500 9.000 End 11:30 2:30 8.500
6-Start 11:30 0:30 4.000 4.500 9.000 End 12:00 3:00 8.500
7-Start 12:00 0:30 4.000 4.500 9.000 End 12:30 3:30 8.500
8-Start 12:30 0:30 4.000 4.500 9.000 End 13:00 4:00 8.500
9-Start 13:00 0:30 4.000 4.500 9.000 End 13:30 4:30 8.500
10-Start 13:30 0:30 4.000 4.500 9.000 End 14:00 5:00 8.500
11-Start 14:00 0:30 4.000 4.500 9.000 End 14:30 5:30 8.500
12-Start 14:30 0:30 4.000 4.500 9.000 End 15:00 6:00 8.500
Appendix D: Geotechnical Engineer Analysis
endix D Geo echnica E
Ana ysis
~nee
D.1 Analysis of Infiltration Restrictions
This section is only applicable if the analysis of infiltration restrictions is performed by a
licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and
Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in
Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize
each DMA as Restricted or Unrestricted for infiltration and provide adequate support/discussion in
the geotechnical report. A DMA is considered restricted when one or more restrictions exist which
cannot be reasonably resolved through site design changes.
Table D.1-1: Considerations for Geotechnical Analysis oflnfiltration Restrictions
Restriction Element
BMP is within 100' of Contaminated Soils
BMP is within 100' of Industrial Activities Lacking Source Control
BMP is within 100' of Well/Groundwater Basin
BMP is within SO' of Septic Tanks/Leach Fields
BMP is within 1 O' of Groundwater Table
BMP is within Hydric Soils
BMP is within Highly Liquefiable Soils and has Connectivity to Structures
BMP is within 1.5 Times the Height of Adjacent Steep Slopes (2':25%)
County Staff has Assigned ''Restricted" Infiltration Category
BMP is within Predominantly Type D Soil
BMP is within 1 0' of Property Line
BMP is within Fill Depths of 2':S' (Existing or Proposed)
BMP is within 1 0' of Underground Utilities
BMP is within 250' of Ephemeral Stream
Other (Provide detailed geotechnical support)
Based on examination of the best available information,
Is Element
Applicable?
(Yes/No)
IIIIDDIIIII
I have not identified any restrictions above. Unrestricted
Based on examination of the best available information, D
I have identified one or more restrictions above. Restricted
Table D.1-1 is divided into Mandatory Considerations and Optional Considerations. Mandatory
D-1 Jan.2024
Appendix D: Geotechnical Engineer Analysis
Considerations include elements that may pose a significant risk to human health and safety and must
always be evaluated. Optional Considerations include elements that are not necessarily associated with
human health and safety, so analysis is not mandated through this guidance document. All elements
presented in this table are subject to the discretion of the Geotechnical Engineer if adequate
supporting information is provided.
Applicants must evaluate infiltration restrictions through use of the best available data. A list of
resources available for evaluation is provided in Section B.2
D.2 er inati 0 sign lnfiltra ion a es
This section is only applicable if the determination of design infiltration rates is performed
by a licensed engineer practicing in geotechnical engineering. The guidance in this section
identifies methods for identifying observed infiltration rates, corrected infiltration rates, safety factors,
and design infiltration rates for use in structural BMP design. Upon completion of this section, the
Geotechnical Engineer must recommend a design infiltration rate for each DMA and provide
adequate support/ discussion in the geotechnical report.
Table D.2-1: Elements for Determination of Design Infiltration Rates
Item Value Unit
-
Initial Infiltration Rate qr)
Identify per Section D.2.1
in/hr
Corrected Infiltration Rate \ ;7:J Identify per Section D.2.2 in/hr
Safety Factor
Identify per Section D.2.3 ~✓i6 unitless
Design Infiltration Rate 0,~i in/hr Corrected Infiltration Rate -;.. Safety Factor
D-2 Jan.2023
Consideration
Suitability
Assessment
(A)
Design
(B)
Appendix D: Geotechnical Engineer Analysis
Table D.2-3: Determination of Safety Factor
Assigned Factor Product (p)
Weight (w) Value (v) p=wxv
Infiltration Testing Method 0.25 o.s
Soil Texture Class 0.25 Refer to o.s
Soil Variability 0.25 Table D.2-4 G ,1-S
Depth to Groundwater/Obstruction 0.25 O ,J .. C:
Suitability Assessment Safety Factor, SA = I:p \ .c;
Pretreatment 0.50 \.o
Resiliency 0.25 Refer to 0 :~ TableD.2-4
Compaction 0.25 o.~
Design Safety Factor, Sa = I:p L2~
Safety Factor, S = SA x Sa ~,~5 (Must be always greater than or equal to 2)
The geotechnical engineer should reference Table D.2-4 below in order to determine appropriate
factor values for use in the table above. The values in the table below are subjective in nature and
the geotechnical engineer may use professional discretion in how the points are assigned.
D-12 Jan.2023
0.38
3.75
0.31
0.40
0.13
4
Design Infiltration Rate (I) =
3229 HIGHLAND RESIDENCE PAVER DRAWDOWN TIME CALCULATIONS
1-Dec-2023
PAVERDRAWDOWN TIME - Section B.3.2 of the Carlsbad BMP Design Manual (Updated January 2024)
TR = ED/(I/12)
Area B Pavers
in/hr
in
ft
Table B.3-1 of the Jan 2024 Carlsbad BMP Manual
ft
hours
Stone Depth Below Underdrain =
Stone Depth Below Underdrain =
Retention Pore Space Factor =
Effective Depth (ED) =
Drawdown Time (TR) =
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
10
APPENDIX G
PIPE CALCULATIONS
NORTH
(
APN: 205-051-02-00
O' 10 2,0
'
SCALE, 1' = 10'
D:\DRA\NING FILES\TllLE SHEETS\GRADING TITLE SHEET.DWG REVISED:02/15/17
,:
X
Q C\J X
I ~
u
X
,:
X
I
I
I
I
AREA
Al
A2
A3
A4
AS
A6
A7
AB
A9
Al0
Bl
B2
B3
B4
BS
B6
B7
BB
B9
Bl0
Bll
B12
Cl
C2
C3
C4
ASSUMPTIONS
PROPOSED DESIGN FLD\./S
TOTAL
AREA
(sf)
752
1,232
326
532
135
192
510
346
323
1,203
370
698
555
233
226
196
288
608
374
1,684
279
149
1,113
1,141
1,183
373
TOTAL
AREA
(ACRES)
0,02
0,03
0,01
0,01
0,01
0,01
0,01
0,01
0,01
0,03
0,01
0,02
0,01
0,01
0,01
0,01
0,01
0,01
0,01
0,04
0,01
0,01
0,03
0,03
0,03
0,01
TC CMIN)
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
5,0
C
RUNOFF
COEFFICIENT
0,28
0,73
0,27
0,69
0,25
0,25
0,81
0,25
0,25
0,49
0,30
0,68
0,25
0,25
0,25
0,25
0,25
0,41
0,25
0,84
0,78
0,25
0,57
0,55
0,62
0,25
10-YR
INTENSITY
(IN/HR)
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
4,61
10-YR
(cfs)
0,03
0.10
0,01
0,03
0,01
0,01
0,04
0,01
0,01
0,07
0,01
0,06
0,01
0,01
0,01
0,01
0,01
0,02
0,01
0.15
0,04
0,01
0,08
0,08
0,09
0,01
1. TIME OF CONCENTRATION FOR ALL PROPOSED DRAINAGE AREAS ARE ASSUMED TO BE 5 MINUTES OUE TO THEIR SMALL
SIZE.
2. COMPOSITE C-VALUE CALCULATED USING C-VALUES OBTAINED FROM TABLE 3-1 OF THE SAN DIEGO COUNTY HYDROLOGY
MANUAL.
3. INTENSmES WERE DETERMINED USING [l=7.44'P6•D-(-.645}] PER SECTION 3.1.3 OF THE SAN DIEGO COUNTY HYDROLOGY
MANUAL.
4. INTENSITY FOR 10-YEAR EVENT JS BASED ON 10-YR 6-HR PRECIPITATION OF 1.75-/NCHES -PROPOSED 1=4.61 in/hr.
5. PROPOSED INTENSITIES ARE INDICATED IN THE PROPOSED TABLES ABOVE.
"AS BUILT"
RCE __ _ EXP, ___ _ DATE
REVIE'w'ED BY,
INSPECTOR DA TE
I SH;ET I CITY OF CARLSBAD I SH~ETS I t-----+--+---------------+---+--+---+----1 ENGINEERING DEPARTMENT
1-----+--+---------------+---+--+----+----I
3229 HIGHLAND DRIVE
1-----+--+---------------+---+--+----+----1 GR 2023-0012 PIPE DRAINAGE AREAS
DAlE INITIAL DAlE INlllAL DATE INlllAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
APPROVED:JASON S. GELDERT
ENGINEERING MANAGER RCE 63912 EXP. 9/30/24 DAlE
DWN BY: JLM
CHKD BY: JLM
RVWD BY:
PROJECT NO.
PD 2023-0008
DRAWING NO.
541-9A
722 SF
30 SF
752 SF
319 SF
913 SF
1,232 SF
314 SF
12 SF
326 SF
Weighted C-Value = 0.27 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Pervious Area =
Impervious Area =
Total Area =
Total Area =
Weighted C-Value = 0.73 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A3
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.28 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
3229 HIGHLAND PIPE C-VALUE CALCULATIONS
1-Dec-2023
PIPE C-VALUES
AREA A1
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA A2
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
175 SF
357 SF
532 SF
135 SF
0 SF
135 SF
192 SF
0 SF
192 SF
68 SF
442 SF
510 SFTotal Area =
Weighted C-Value = 0.81 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A7
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A6
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA A5
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.69 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A4
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
346 SF
0 SF
346 SF
323 SF
0 SF
323 SF
761 SF
442 SF
1,203 SF
Weighted C-Value = 0.49 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Pervious Area =
Impervious Area =
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Total Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A10
AREA A9
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA A8
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
344 SF
26 SF
370 SF
237 SF
461 SF
698 SF
55 SF
0 SF
55 SF
233 SF
0 SF
233 SFTotal Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B4
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Weighted C-Value = 0.68 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B3
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA B2
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.30 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B1
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
226 SF
0 SF
226 SF
196 SF
0 SF
196 SF
288 SF
0 SF
288 SF
460 SF
148 SF
608 SFTotal Area =
Weighted C-Value = 0.41 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B8
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B7
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA B6
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B5
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
374 SF
0 SF
374 SF
165 SF
1,519 SF
1,684 SF
53 SF
226 SF
279 SF
149 SF
0 SF
149 SFTotal Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B12
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.78 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Weighted C-Value = 0.84 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B11
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA B10
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA B9
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
569 SF
538 SF
1,107 SF
610 SF
531 SF
1,141 SF
501 SF
682 SF
1,183 SF
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.62 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
Total Area =
Weighted C-Value = 0.55 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA C3
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
AREA C2
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
Pervious Area =
Impervious Area =
Total Area =
Weighted C-Value = 0.57 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA C1
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
373 SF
0 SF
373 SFTotal Area =
Weighted C-Value = 0.25 Weighted Runoff Coefficient Equation in Section 3.1.2
of the 2003 San Diego County Hydrology Manual
(C=0.90*(% Impervious)+Cp*(1-% Impervious)
AREA C4
Pervious Area C-Value (Cp)= 0.25 Per Table 3-1 of the 2003 San Diego County Hydrology
Manual , LDR, Soil Type B
Pervious Area =
Impervious Area =
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A5
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
10-Year Precipitation (P6) =
3229 HIGHLAND DRIVE Pipe Intensity Calculations
2/15/2023
I = 7.44P 6 D^-0.645
PROP-AREA A1
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A2
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A3
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A4
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 minDuration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A9
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A10
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A8
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A6
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA A7
10-Year Precipitation (P6) =
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B1
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B2
10-Year Precipitation (P6) =
PROP-AREA B3
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B5
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B4
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B6
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
PROP-AREA B7
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B8
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B9
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B10
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B11
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA B12
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
1.75 inches
5.00 min
PROP-AREA C1
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA C2
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA C3
10-Year Precipitation (P6) =
Duration (D) =
Rainfall Intensity (I) =4.61 in/hr
I = 7.44P6D^-0.645 Figure
3-1 of the San Diego Hydrology
Manual
PROP-AREA C4
10-Year Precipitation (P6) =
Hydraflow DOT Report 1
Line To
Line
Line
Length
Incr.
Area
Total
Area
Runoff
Coeff.
Incr
C x A
Total
C x A
Inlet
Time
Time
Conc
Rnfal
Int
Total
Runoff
Adnl
Flow
Total
Flow
Capac
Full Veloc Pipe
Size
Pipe
Slope
Inv Elev
Dn
Inv Elev
Up
HGL
Dn
HGL
Up
(ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)
1 Outfall 26.210 0.00 0.00 0.49 0.00 0.00 5.0 8.3 0.0 0.00 0.07 0.32 0.25 3.67 4 0.99 154.26 154.52 154.59 155.01
2 1 47.790 0.00 0.00 0.25 0.00 0.00 5.0 8.0 0.0 0.00 0.01 0.25 0.27 2.87 4 1.21 154.52 155.10 155.08 155.57
3 2 40.760 0.00 0.00 0.00 0.00 0.00 5.0 7.8 0.0 0.00 0.00 0.24 0.25 2.75 4 1.01 155.10 155.51 155.59 155.97
4 3 2.710 0.00 0.00 0.81 0.00 0.00 5.0 7.8 0.0 0.00 0.04 0.23 0.26 2.64 4 1.11 155.51 155.54 156.09 156.11
5 3 4.340 0.00 0.00 0.25 0.00 0.00 5.0 5.0 0.0 0.00 0.01 0.01 0.27 0.11 4 1.15 155.51 155.56 156.09 156.09
6 4 9.430 0.00 0.00 0.25 0.00 0.00 5.0 7.7 0.0 0.00 0.01 0.19 0.43 2.18 4 3.08 155.54 155.83 156.19 156.25
7 6 35.430 0.00 0.00 0.25 0.00 0.00 5.0 7.4 0.0 0.00 0.01 0.18 0.73 2.37 4 8.81 155.83 158.95 156.30 159.19
8 7 30.490 0.00 0.00 0.27 0.00 0.00 5.0 7.1 0.0 0.00 0.01 0.17 0.54 2.58 4 4.76 158.95 160.40 159.19 160.63
9 8 13.550 0.00 0.00 0.27 0.00 0.00 5.0 7.0 0.0 0.00 0.00 0.16 1.00 2.51 4 16.24 160.40 162.60 160.63 162.83
10 9 16.940 0.00 0.00 0.73 0.00 0.00 5.0 6.8 0.0 0.00 0.10 0.13 1.00 2.21 4 16.23 162.60 165.35 162.83 165.55
11 9 18.980 0.00 0.00 0.02 0.00 0.00 5.0 5.0 0.0 0.00 0.03 0.03 0.35 0.98 4 2.00 162.60 162.98 162.83 163.07
12 10 37.670 0.00 0.00 0.28 0.00 0.00 5.0 5.0 0.0 0.00 0.03 0.03 0.77 1.01 4 9.69 165.35 169.00 165.55 169.09
Hydraflow DOT Report 2
Line Grnd/Rim
Dn
Grnd/Rim
Up Line ID
(ft)(ft)
1 154.76 156.78 A10 TO OUTFALL
2 156.78 158.74 A9 TO A10
3 158.74 157.80 4X6 TEE TO A9
4 157.80 157.34 A7 TO 4X6 TEE
5 157.80 156.09 A8 TO 4X6 TEE
6 157.34 157.90 A6 TO A7
7 157.90 161.45 A5 TO A6
8 161.45 164.60 A3 TO A5
9 164.60 166.50 4X4 TEE TO A3
10 166.50 168.60 A2 TO 4X4 TEE
11 166.50 166.40 A4 TO 4X4 TEE
12 168.60 172.02 A1 TO A2
(/)
0
3
(/) <D :E <D ijl
I
I
G) r
:::0 CD Q)
() ::r
2
0
I\)
0,
0, 0
-.J 0,
~
0 0
~
I\)
0,
~
0,
0
~
-.J 0,
I\) 0 0
I\) I\)
0,
I\)
0, 0
I\)
-.J 0,
~
.i:,.
CXl
0 0
~
.i:,.
CXl
0 0
;i!
~ ""
"'= (§)
8 ~
~ ~ "" ~
I~
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·~
~ .
(l ~
'~
~ ~
0, a, a, .i:,.
0 0 0 0
\ ~
\ --i'\
~~
: \ to,
i,. . '~ "" ~ ~
V
/
I/
./
-~
-,-\ ... "'\
~) ~ \ \
1
\
I~-~ \ ' ' \ ~
ICE l ~ ~ \
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' \ \ ~
(E ,~~
0 \ 0 -~ I ci \
' ;: " • II ~ ~
ij t;; ~ ;:,. ~ ~ ~ ~ e" 0 ' .i,.. ,,
: D
8) ~
t» '"
~ ~ ~ (i)
~ ,1
i (~
f2-Ii,,
~
r. '"' "' ~
0, a,
0
<D ~ 0) a, <D .i:,.
'cf2. 6
0 0
~
-.J I\)
0 0
-,
\
\1-1\
\ \
\ .,_ -~-,
~
l
~
'
\
' \
\
\
""---
~
-.J I\)
0 0
\
" \
~
CXl <:)
0 0
~
CXl 0
0 0
~
CXl CXl
0 0
~
CXl CXl
0 0
m <D <
:§
Sta 0+00.00 -
Grnd. El. 154.
Outfall -6
Inv. El. 154.26
Sta 0+26.21 -
Rim El. 156.78
Inv. El. 154.52
Inv. El. 154.52
Sta 0+74.00 -l
Rim El. 158.74
Inv. El.155.10
Inv. El. 155. 1 0
Sta 1+14.76-l
Grnd. El. 157.e
Inv. El. 155.51
Inv. El. 155.51
Sta 1+17.47 -l
Rim El. 157.34
Inv. El. 155.54
Inv. El. 155.54
Sta 1 +26.90 -l
Rim El. 157.90
Inv. El. 155.83
Inv. El. 155.83
Sta 1 +62.33 -l
Rim El.161.45
Inv. El. 158.95
Inv. El. 158.95
Sta 1 +92.B2 -l
Rim El. 164.60
Inv. El. 160.40
Inv. El. 160.40
Sta 2+06.37 - l
Grnd. El. 166.e
Inv. El. 162.60
Inv. El. 162.60
Sta 2+23.31 -l
Rim El. 168.60
Inv. El. 165.35
Inv. El. 165.35
Sta 2+60.98 - l
Rim El. 172.02
Inv. El. 169.00
n
n: 1
Out ·n
n: 2
Out ·n
n:3
0
Out ·n
n:4
Out ·n
n:6
Out ·n
n:7
Out ·n
n:8
Out ·n
n:9
0
Out ·n
n: 10
Out ·n
n: 12
Out
CJ)
r+ 0 -,
3
CJ)
(1) :e (1) -,
"'tJ -,
0 ...._ -· (1)
iJ
.Q,
::::!,
~
I
G5 I s;: z
0
(/)
-I 0
:::0 s::
0 :::0 ~ z
)>
(/)
3
Storm Sewer Profile
:i oQE
Elev. (ft)
IC? 0 0 oigft!«! OT""'NN • CD CD O....,;.T""'T""' 'i"W_:_: ouWW ~E>>
C/l C!> E.:
175.00
172.00
169.00
/
166.00
163.00 . • r-.., nnO/~ 10 ..... ----
160.00
0 10 ----HGL
C ....I
' CX) ~ CX) .... + 0
al
ci5
:i
0 Ocx, s:1'.m CD • CON .... ~
iiiui .s > a:=
20 30 40 50 60 70
Reach (ft)
Proj. file: HIGHLAND STORM DRAIN A.stm
80 90
175.00
172.00
169.00
166.00
163.00
160.00
100
Storm Sewers
Storm Sewer Profile
Elev. (ft)
168.00
165.00
162.00
159.00
156.00
153.00
:i oQE IX)
o~~~ OT""'LOLO • IO IO O....,;.T""'T""' 'i"W_:_: ouWW ~E>>
C/l C!> E.:
V
" \. / \. (
~ ~
' II
I
IO
C ..J
' "<t C')
-,i
0 + 0
m
cii
/
, ..,._.., .. .., ... ,
:i
0 mco ~IO (0 • ,o:g ........
iii u:i
Ji> a::.=
"' ---.. ~ ,., .... ,o
0 10 ----HGL
20 30 40 50 60
Reach (ft)
70
Proj. file: HIGHLAND STORM DRAIN A.stm
80 90
168.00
165.00
162.00
159.00
156.00
153.00
100
Storm Sewers
Hydraflow DOT Report 1
Line To
Line
Line
Length
Incr.
Area
Total
Area
Runoff
Coeff.
Incr
C x A
Total
C x A
Inlet
Time
Time
Conc
Rnfal
Int
Total
Runoff
Adnl
Flow
Total
Flow
Capac
Full Veloc Pipe
Size
Pipe
Slope
Inv Elev
Dn
Inv Elev
Up
HGL
Dn
HGL
Up
(ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)
1 Outfall 49.260 0.00 0.00 0.25 0.00 0.00 5.0 9.7 0.0 0.00 0.01 0.35 0.29 4.06 4 1.38 157.99 158.67 158.30 159.24
2 1 25.300 0.00 0.00 0.78 0.00 0.00 5.0 9.6 0.0 0.00 0.04 0.34 0.27 3.90 4 1.23 158.67 158.98 159.48 159.96
3 2 16.330 0.00 0.00 0.25 0.00 0.00 5.0 9.5 0.0 0.00 0.01 0.30 0.27 3.44 4 1.22 158.98 159.18 160.20 160.44
4 3 12.990 0.00 0.00 0.41 0.00 0.00 5.0 9.0 0.0 0.00 0.02 0.04 0.35 0.46 4 2.00 159.18 159.44 160.62 160.63
5 4 20.130 0.00 0.00 0.25 0.00 0.00 5.0 7.6 0.0 0.00 0.01 0.02 0.37 0.23 4 2.19 159.44 159.88 160.63 160.63
6 5 17.770 0.00 0.00 0.30 0.00 0.00 5.0 5.0 0.0 0.00 0.01 0.01 0.35 0.11 4 1.97 159.88 160.23 160.63 160.63
7 3 23.430 0.00 0.00 0.25 0.00 0.00 5.0 7.8 0.0 0.00 0.01 0.10 0.25 1.15 4 1.02 159.18 159.42 160.62 160.66
8 7 13.630 0.00 0.00 0.25 0.00 0.00 5.0 7.6 0.0 0.00 0.01 0.09 0.28 1.03 4 1.32 159.42 159.60 160.68 160.70
9 8 19.460 0.00 0.00 0.25 0.00 0.00 5.0 7.2 0.0 0.00 0.01 0.08 0.28 0.92 4 1.28 159.60 159.85 160.71 160.73
10 9 19.510 0.00 0.00 0.68 0.00 0.00 5.0 6.8 0.0 0.00 0.06 0.07 0.25 0.80 4 1.03 159.85 160.05 160.73 160.75
11 10 12.510 0.00 0.00 0.25 0.00 0.00 5.0 5.0 0.0 0.00 0.01 0.01 0.52 0.18 4 4.40 160.05 160.60 160.76 160.76
12 3 13.010 0.00 0.00 0.84 0.00 0.00 5.0 5.0 0.0 0.00 0.15 0.15 0.35 1.72 4 2.00 159.18 159.44 160.62 160.67
Hydraflow DOT Report 2
Line Grnd/Rim
Dn
Grnd/Rim
Up Line ID
(ft)(ft)
1 158.49 159.96 B12 TO OUTFALL
2 159.96 161.92 B11 TO B12
3 161.92 162.16 B7 TO B11
4 162.16 162.20 B8 TO B7
5 162.20 162.20 B9 TO B8
6 162.20 162.17 B1 TO B9
7 162.16 162.22 B6 TO B7
8 162.22 162.20 B5 TO B6
9 162.20 162.20 B4 TO B5
10 162.20 162.19 B2 TO B4
11 162.19 162.19 B3 TO B2
12 162.16 162.40 B10 TO B7
Storm Sewer Profile
C
Elev. (ft)
I ~;;; ...J
' 0 :g ~ co 0 .... I'-N • lO ai g w ,-st
c!:, -ci ii:i + 0 ,2!E> .s
Cl) C) -= Cl)
170.00
167.00
164.00
161.00
-i------------158.00 A" Im ,138% s -·
155.00
0 10 20 30 40 ----HGL
=i QC -co I'-I'-~coco CJ) • • lO Cl0 Cl0 ,-~~
iii ii:i ii:i .s > >
a::-=-=
~ --~
LiJ.---
50 60
~
A" Im 1 ~ ~
N
C ...J
' co lO
si I'-+ 0
.s Cl)
L..---""
f~D/n
70
=i QC -Nco CO ~(J)(J) ,-a:i CX) COio lO ............
iii ii:i ii:i .s > >
a::-=-=
80
Reach (ft)
~
l")
C ...J
' CJ) co 0 CJ) + 0 m
cii
=i QC -co co co ~~r: CO CJ) CJ) IOIO ............
iii ii:i ii:i
.s > >
a::-=-=
16. 330Lf -4" I
.....
C ...J
' co co
<')
0 + ....
m
cii
=i QC -o,...,... "!vv N .. CO CJ) CJ) IOIO ............
iii ii:i ii:i .s > >
a::-=-=
IL.cl::IULI
~ 1.22%
'
,.,,
'+ \81 L.UI
Proj. file: HIGHLAND STORM DRAIN B.stm
...J
' .... 0 si N + ....
m
cii
=i QC -0 coco "!coco N .. co~~ .... ........
iii ii:i ii:i .s >>
a::-=-=
'
~
co
C ...J
' co
I'-:
~ + ....
.l!! Cl)
=i Q I'-<')
'<""'.N N ' cog ........
iii ii:i
.s >
a::-=
17. l770Lf-4" I~
1 'lnl f A" I,;;,') 1COL -
tO
170.00
167.00
164.00
161 .00
90 100 110 120 130 140
155.00
150
Storm Sewers
~I
3
(J) <D :E <D ijl
I
G) r
:::0 CD Q)
0
~
0
I\)
0
(,.)
0
./>. 0
() 01 ::r 0
2
a,
0
.....
0
0) 0
co 0
~
0 0
~
01 .....
0 0
( ; l ~
'
a~
i
'
I
~
I\)
~
0 r
' -I';
@
.IS,
:i,.
0 'if.
~
01 .....
0
0
~ a,
0
0 0
!
:
"' ~
(~
'"" 13 ~
t
' j~
a~ ..
-~
,-1/.
~ ~ ....
' ~ te,
0 t,) :,'!!. ..
\
\ ,
~ a, 0
0
0
~ ~ ~ ~ a, a, a, ..... (,.) c:n <O I\)
0 0 0 0 0 0 0 0
I\
~ ~ ~ ~ a, a, a, ..... (,.) a, co I\)
0 0 0 0
0 0 0 0
m <D <
:§
Sta 0+00.00
Rim El. 162.11
Inv. El. 159.1B
Inv. El. 159.1B
Sta 0+23.43 -
Rim El. 162.2:
Inv. El. 159.42
Inv. El. 159.42
Sta 0+37.06 -
Rim El. 162.2[
Inv. El. 159.60
Inv. El. 159.60
Sta 0+56.52 -
Rim El. 162.21
Inv. El. 159.B5
Inv. El. 159.85
Sta 0+76.03 -
Rim El. 162.1!
Inv. El. 160.05
Inv. El. 160.05
Sta 0+BB.54 -
Out
In
Ln:7
Out
In
Ln:B
Out
In
Ln:9
Out
In
Ln: 10
Out
In
Ln: 11
Out
Rim El. 162.19
Inv. El. 160.60
CJ)
r+ 0 -,
3
CJ)
(1) :e
I~
"'tJ -,
0 ...._ -· -(1)
iJ
.Q,
::::!,
~
I
G5 I s;: z
0
(/)
-I 0
:::0 s::
0 :::0 ~ z
OJ
(/)
3
Storm Sewer Profile Proj. file: HIGHLAND STORM DRAIN B.stm
Elev. (ft)
172.00 ~----~----~----~----~----~----~---~~---~----~----~ 172.00
169.00 -+--+------+--+-----------+------+-----+-----+-----------------+-------169.00
166.00 -+--+------+--+-----------+------+-----+-----+-----------------+-------166.00
163.00 -+/--+------+--+-----------+------+-----+-----+-----------------+-------163.00
~-V ...,._, ---,. ~ "-I'-""' /U
157.00 ~----~----~----~----~----~----~---~~---~----~----~157.00
0 10 20 30 40 50 60 70 80 90 100 ----HGL Reach (ft)
Storm Sewers
Hydraflow DOT Report 1
Line To
Line
Line
Length
Incr.
Area
Total
Area
Runoff
Coeff.
Incr
C x A
Total
C x A
Inlet
Time
Time
Conc
Rnfal
Int
Total
Runoff
Adnl
Flow
Total
Flow
Capac
Full Veloc Pipe
Size
Pipe
Slope
Inv Elev
Dn
Inv Elev
Up
HGL
Dn
HGL
Up
(ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)
1 Outfall 32.730 0.00 0.00 0.25 0.00 0.00 5.0 5.9 0.0 0.00 0.01 0.26 0.23 3.15 4 0.89 168.99 169.28 169.27 169.60
2 1 23.490 0.00 0.00 0.62 0.00 0.00 5.0 5.7 0.0 0.00 0.09 0.25 0.27 2.98 4 1.15 169.28 169.55 169.63 169.84
3 2 31.060 0.00 0.00 0.55 0.00 0.00 5.0 5.5 0.0 0.00 0.08 0.16 0.25 2.19 4 1.00 169.55 169.86 169.94 170.09
4 3 25.210 0.00 0.00 0.57 0.00 0.00 5.0 5.0 0.0 0.00 0.08 0.08 0.19 1.58 4 1.03 169.86 170.12 170.10 170.28
Hydraflow DOT Report 2
Line Grnd/Rim
Dn
Grnd/Rim
Up Line ID
(ft)(ft)
1 169.49 171.18 C4 TO OUTFALL
2 171.18 171.45 C3 TO C4
3 171.45 171.50 C2 TO C3
4 171.50 171.52 C1 TO C2
Storm Sewer Profile
I ~;;; a~~ o..--co • co g w r-
c!:, -ci ii:i
Elev. (ft)
,2!E>
Cl) C) -=
182.00
179.00
176.00
173.00
---170.00 /
----------
3 . f;jULf -.q, \!! u ..... "',o
167.00
0 10 20 ----HGL
C ...J
' M
I'-;
N M + a
19 Cl)
30
:i QC -co co co -r:NN
T"9 CJ) 0) t--co co ..................
iiJ ii:i ii:i
-~ > > a::-=-=
~o •• Ill f -4• (ru 1 15%
40 50
N
C ...J
' N N
co LO + a
19 Cl)
:i QC -
LO LO LO
'SI: LOLO ~mm t--co co ..................
iiJ ii:i ii:i
-~ > > a::-=-=
60
-,) I.UOUL --. ""'
70
Reach (ft)
80
M
C ...J
' co N ~ co + a
llJ
en
Proj. file: HIGHLAND STORM DRAIN C.stm
:i QC -0 coco ~coco
T"""aiCD t--co co ..................
iiJ ii:i ii:i
-~ > > a::.=.=
'>'-?10Lf -4" (a} 1.03"/o
90 100
'<I'
C ...J
' m
'<I'
C'\i + ..--
llJ
en
110
:i Q NN ~ ......
..--c::i ........ ..--......
iiJ ii:i
-~ > a::.=
182.00
179.00
176.00
173.00
170.00
167.00
120
Storm Sewers
Residential Remodel and Associated Site Improvements – 3229 Highland Drive
11
APPENDIX H
SWALE CALCULATIONS
NORTH
APN: 205-051-02-00
D:\DRA\NING FILES\TllLE SHEETS\GRADING TITLE SHEET.DWG REVISED:02/15/17
7J
,,
0100=0.0XCFS
v,100=1 .. 'JFPS
. I
I
~
)7J ) ,:,,
• ( :'
I
I AREA A
I
I
Q C\J X
Q
X
C:',
I /
':·) /
Lt-)
•.-._ /
;' C-2
,(
X
,(
X
Q
X
Q
X
Q
X
Q
X
Cl
X
X
I • L
• u.
+I?
U_v?
X
" I l
)
() I
0
,(
X
l,l
' c:r_
X
,(
X
,(, ,(
X C_, X
,(
X
,(
X
I
I -------1 r-,c ,c I
X X
I
I
I
I
I
;1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PROPOSED DESIGN FL □~S
AREA
TOTAL
AREA
Csf)
TOTAL
AREA
CACRES)
TC CMIN) C
RUNOFF
COEFFICIENT
100-YR
INTENSITY
CIN/HR)
100-YR
Ccfs)
A 1,696 0,04 5,0 0,25 7,25 0,07
ASSUMPTIONS
1. TIME OF CONCENTRATION FOR ALL PROPOSED DRAINAGE AREAS ARE ASSUMED TO BE 5 MINUTES DUE TO THEIR SMALL
SIZE.
2. COMPOSITE C-VALUE CALCULATED USING C-VALUES OBTAINED FROM TABLE 3-1 OF THE SAN DIEGO COUNTY
HYDROLOGY MANUAL.
3. INTENSmES WERE DETERMINED USING [l=7.44'P6•D-(-.645}] PER SECTION 3.1.3 OF THE SAN DIEGO COUNTY
HYDROLOGY MANUAL.
4. INTENSITY FOR 100-YEAR EVENT IS BASED ON 100-YR 6-HR PRECIPITATION OF 2.75-INCHES -PROPOSED 1=7.25
in/hr.
5. PROPOSED INTENSITIES ARE INDICATED IN THE PROPOSED TABLES ABOVE.
O' 10 2,0 --
'
SCALE, I' = 10'
"AS BUILT"
RCE __ _ EXP, ___ _
REVIE'w'ED BY,
DATE
INSPECTOR DA TE
t---+-----+-------------+---+----+---+----t I SH!ET I CITY OF CARLSBAD I SH~ETS I
:==::::::'....::::::=:::EN:::G::::I=NE:::E::::R:::IN=G::::::::D:::E=PA:::R=T=M:::E=NT==:::::'....'.==:::::::
3229 HIGHLAND DRIVE
1---+-----11------------------+---+---t---t-----1 GR 2023-0012 PROPOSED SWALE DRAINAGE AREA
APPROVED:JASON S. GELDERT
DAlE INITIAL DAlE INlllAL DAlE INlllAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
ENGINEERING MANAGER
DWN BY: JLM
CHKD BY: JLM
RVWD BY:
RCE 63912 EXP. 9/30/24 DAlE
PROJECT NO.
PD 2023-0008
DRAWING NO.
541-9A
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Mar 24 2024
EAST SWALE ADJACENT TO WALL
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 0.25
Invert Elev (ft) = 173.10
Slope (%)= 2.30
N-Value = 0.025
Calculations
Compute by:Known Q
Known Q (cfs) = 0.07
Highlighted
Depth (ft)= 0.13
Q (cfs)= 0.070
Area (sqft)= 0.05
Velocity (ft/s)= 1.38
Wetted Perim (ft) = 0.82
Crit Depth, Yc (ft) = 0.13
Top Width (ft)= 0.78
EGL (ft)= 0.16
0 .5 1 1.5 2 2.5
Elev (ft)Depth (ft)Section
172.75 -0.35
173.00 -0.10
173.25 0.15
173.50 0.40
173.75 0.65
174.00 0.90
Reach (ft)
~ ~ ~ -
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