HomeMy WebLinkAboutCT 03-14; BRITTANY COVE; PRELIMINARY DRAINAGE STUDY AND PRELIM STORM WATER MGMT PLAN; 2004-06-10Conway & Associates, Inc.
Civil EngineerslSurveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Car(sbad, CA 92008 • Telephone (7b0) 753-1453 • Fax (760) 635-0839
PRELIMINARY DRAINAGE STUDY
�
PRELIMINARY STORM WATER MANAGEMENT PLAN
for
CT 03-14 / CP 03-09 / SDP 03-19 /CDP 03-48
BRITTANY COVE
A TENTATIVE MAP FOR CONDOMINIUM PURPOSES
2642, 44 & 46 JEFFERSON STREET
CARLS BAD, CA
APN 155-271-19, 20, 21 & 22
Q�o�Ess,o�
�p �ti 1. K, p '�!
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o �
y �' .�
� No.41022 �
� ExPIRES 3-31-2007 �
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�� a� cn�.�Fo�
Prepared: April 14, 2004
Revision 1: June 10, 2004
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engiueering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Culsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
REPORT INDEX
SECTION 1- PRELIMINARY DRAINAGE STUDY AND PRELIMINARY STORM WATER
MANAGEMENT PLAN
1.1 Introduction
1.2 Basic Hydrology Overview
1.3 On-Site Storm Drain System
1.3.1 General Storm Drain System Description
1.3.2 On-Site Storm Drain System
1.3.3 Off-Site Storm Drain System
1.3.4 100-year Return Event Pealc Flow Computations
1.4 Discussion of City's Drainage Master Plan Elements
1.5 Preliininaiy SWMP Elements: Storm Water Quality Considerations and Preliminary BMPs
� 1.5.1 State Impaired Waterbodies "303(d) list"
1.5.2 Potential Effects to the Water Quality Environment
1,5.3 Surface Water Quality Objectives
1.5.4 Storm Water Requirements Applicability
1.5.5 Anticipated Construction BMPs
1.5.6 Anticipated Post-Construction BMPs
SECTION 2- ONSITE HYDROLOGY COMPUTATIONS
SECTION 3- OFFSITE TRIBUTARY BAS1N HYDROLOGY COMPUTATIONS
SECTION 4- ONSITE STORM DRA1N SYSTEM DESIGN
SECTION 5 - HYDROLOGY MAPS
SECTION 6 - REFERENCE MATERIALS
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone {760) 753-1453 • Fvc (760) 635-0839
SECTION 1
PRELIMINARY DRAINAGE STUDY
AND
PRELIMINARY STORM WATER 1VIANAGEMENT PLAN
Contents of Section l:
1.1 Introduction
1.2 Basic Hydrology Overview
1.3 On-Site Storm Drain System
1.3.1 General Storni Drain System Description
1.3.2 On-Site Storm Drain System
1.3.3 Off-Site Storm Drain System
1.3.4 100-year Return Event Peak Flow Computations
1.4 Discussion of City's Drainage Master Pla.n Elements
LS Preliminary SWMP Elements: Storm Water Qualiiy Considerations and Preliminary BMPs
1.5.1 State Impaired Waterbodies "303(d) list"
1.5.2 Potential effects to the water quality environment
1.5.3 Surface Water Quality Objectives
1.5.4 Storm Water Requirements Applicability
1.5.5 Anticipated construction Best Management Praciices (BMP's) for the project site
1.5.6 Anticipated post-construction BMP's for the project site
1.6 Preliminary SWMP Elements: Storm Water
- 2002 CWA Section 303(d) List
Water Quality Standards Inventory Database — Buena Vista Lagoon
Storm Water Quality Applicability Checklists
• Permanent Storm Water BMP Requirements
• Construction Storm Water BMP Requirements
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
SECTION 1
PRELIMINARY DRAINAGE STUDY
and
PRELIMINARY STORM WATER MANAGEMENT PLAN
for
BRITTANY COVE
June 10, 2004
Project: CT 03-14 / CP 03-09 / SDP 03-19 /CDP 03-48 - Brittany Cove
Tentative Map for Condominium Purposes
RE: City of Carlsbad Engineering Department Review Comments Dated December 22, 2003
1.1 Introduction
This preliminary drainage study for the Brittany Cove condominium project is presented to assist the City of
Carlsbad Engineering Department in their project evaluation and review. This project site was previously
studied by our ofiice as pa2�t of the expired Villa Francesca project (CT 02-10 / CP 02-OS / SDP 02-04 /CDP
02-15). This report addresses the following engineering issues for the proposed Brittany Cove project:
• Basic Hydrology Overview
• On-Site Storm Drain Systems
• Discussion Of City's Drainage Master Plan Elements
• Preliminary SWMP Elements: Storm Water Quality Considerations and Preliminary BMPs
1.2 Sasic Hvdrolo�v Overview
The project site currently consists of three single family residential lots improved with duplex living units,
garage structures and miscellaneous paved areas. Generally, the project site slopes moderately to the west
towards the Jefferson Sireet club line. The runoff that reaches the existing concrete gutter in Jefferson Street
flows southerly to the existing storm drain curb inlet located near the northeast curb return of the Jefferson
Street-Laguna Drive intersection, approximately 255 feet south of the project site.
The grade of the easterly portion of the project site breaks to the east and drains toward a flat cross-sectioned
natural swale located approximately 80 feet east of the project site. This offsite drain swale historically
drained southerly from Knowles Road to Laguna Drive. The site grading for the Laguna Village project
(City drawing 327-3A), located east of the subject site, raised the grade of the south half of the swale area
and constructed a six-foot tall masoruy screen wall across the swale flowline, impeding the natural flow
through this area. City drawing 327-3A shows offsite grading proposed north of the Laguna Village project
to direct runoff from the north half of the offsite swale to an existing Type F catch basin located within the
Laguna Village project limits. The topography of this area (see enclosed on-site hydrology map) shows a
sump area not�th of the existing catch basin that prevents a free flow of the area runoff to the inlet resulting in
p;\03-011 deleonardis\hydro\03-011_hydrpt.doc Page 1 of 5 Pages
Conway & Associates, Inc.
Civil EngineerslSurveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
� some localized ponding north of the Type F catch basin.
The proposed development will raise the project site's existing grade approximately one foot using retaining
walls along the project perimeter, The proposed Brittany Cove grading design will direct all on-site drainage
West to the Jefferson Street right of way. The proposed grading design will lessen the iunoff impact to the
easterly offsite pond area by redirecting the runoff from the easterly portion of the project site towards the
Jefferson Street right of way. �
The proposed perimeter retaining wall along the northerly property line of the proposed Brittany Cove project
will redirect with the site drainage from the abutting residential lot. Site runoff from the north will flow
westerly along the north side of the perimeter wall to the Jefferson Street right of way and will no longer
enter onto the subj ect site.
1.3 On-Site Storm Dr•ain System
1.3.1 Genef�al Stor•nz D��ain System Descripiion:
The subject site is graded with a raised center crown and generally drains to the rear and side lot lines to a
landscape-lined drain swale that iuns along the perimeter of the development. A new private storm drain
systein also runs along the site perimeier and outlets to the Jefferson Street curb line via sidewallc underdrain
structures. The stem of the new driveway drains from the head of the driveway "T" out towards Jefferson
Street. Driveway catch basins near Jefferson Street intercept runoff from this portion of the driveway and
adj acent areas. Runoff collected in this caich basin system is in turn pumped out to a landscaped-lined drain
swale that i-uns across the southerly front yard area.
1, 3.2 On-Site StoT�m Dr�ain Svstenz:
Due to grading limitations placed on the project by ihe City staff, the on-site private drainage system was
designed with minimal slope (0.5%) and minimal cover. The proposed on-site storm drain system provides
limited freeboard at the vai-ious inlet points along the site perimeter and its hydraulic characteristics are
sensitive to the tailwater condition at the curb outlets. The tailwater condition (the maxinnum anticipated
water surface elevation in the Jefferson Street right of way) was colnputed - see the following section of this
report. The on-site storm drain system design assumes the on-site and the off-site pealc flow conditions
coincide.
1. 3, 3 O�'f-Site Storm Dr�ain Svstem:
The tailwater condition at the curb outlet of the on-site storm drain system was detet�rnined by computing the
steady state flow condition in Jefferson Street at the project frontage for a 100-year, 6-hour storm event for
the offsite tributary drainage basin. The results of the off-site drainage basin stud�� indicate that the entire
Jefferson Street right of way at the southerly limits of the project site is inundated with the local tributary
basin runoff.
1. 3, 4 100-yea�° Retu�•n Event Peak Flo�� Conz�utations:
Estimate peak flows for 100-year, 6-hour storm event were computed for the project site. The pealc pre-
development storm water runoff rate was computed at 1.7 cfs. The pealc post-development stoi-m water
runoff rate was computed at 2.5 cfs, an increase of 0.8 cfs.
The following sections of this repoi�t contain the bacicup data and colnputations for the 100-year, 6-hour
p:\03-011 deleonardis\hydro\03-011_hydrpt.doc Page 2 of 5 Pages
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-OS39
- On-Site Hvdrolog.v Computations: rational method hydrology computations quantifying the project's
pre-development and post-development peak runoff conditions;
- On-Site Storm Drain System Design: analysis of proposed on-site storm drain system;
- Off-Site Tributary Basin H d�gy Computations: rational method hydrology computations detei�nining
the tailwater condition for use in the design of the project's on-site storm drain system;
- Hvdrologv Maps: An approximate 1"=60'-scale map (17"xl 1") of the on-site and immediate areas
showing the pre-development and post-development runoff conditions for the project site; and a
approximate 1"=120'-scale map (17"xl1") of the off-site tributaiy drainage basin.
storm peak runoff:
The results of this study demonstrate that it is feasible to
incorporate the storm water drainage system as part of the
Brittany Cove project as it is currently designed.
1.4 Discussion of City's Draina�e Master Plan Elements
,
� �' ; � :
��``.e.�� `
� ��, �.
� �
� :�
The project site is located within the limits of Basin A, the �������p " 5r �� =LL-- -
Buena Vista watershed, as defined by the City's Master �£ ��j�)�'+� ��R ��� ��-��
Drainage and Storm Water Quality Management Plan dated k��-`� `6-�'��� _ � � '=�
March 1994. Basin A is depicted on the Plate 1 fold-out (sheet 1 ����'������ �',�� 1 :� '� '
of 4, City drawing 296-5 — a modified portion is shown at right). ;� - `, � `�
� � � ��� � �
Other than the storm drain system shown on City drawing 327- :� �� x� �����'�''� �`��
, � d� � , ,�..:�� `
3A (located near the sump area East of the project site), a review ;���� � "
�'���' �.' �� `
of city record drawings around the project area and a field ��T� �
review did not reveal the presence of existing storm drain lines ��-� �.}����� �" �' .=f `� _
19�� ,
� �..� �fsL��� . .,.
in the immediate project area. Plate 1 of the drainage master ��' ' ��,������� �;�� �`,�,
� �,
plan shows a proposed 33-inch diameter RCP storm drain line ��� 4��� �� �� ' �.
( F a c i l i t y A B) i n J e f f e r s o n S t r e e t i s r e c o m m e n d e d t o c o n v e y t h e �' �� � s�~� '��� � "��� �'n"��'�
tributary basin runoff along the project fiontage. The tributary drainage basin where the project site is
located is roughly bounded by Las Flores Drive to the Nor-th, Jefferson Street to the West and Interstate 5 to
the East, depicted on the graphic at right and the off-site hydrology map. The project site encompasses less
than 3% of the tributary basin area, discharges less than 1 cfs of additional peak flow in the after-
development condition (Qioo), and is located near the outlet point of the basin. In consideration of this
information, it is our professional opinion that the proposed project is not a major contributor to the need for
the Facility AB master plan storm drain system.
1.5 Preliminary SWMP Elements: Storm Water Qualitv Considerations and Preliminary BMPs
1. S.1 State Im�ai�•ed i�aterbodies "303(d) list".� The subject site is a part of Hydrologic Unit 904.21,
Buena Vista Lagoon. This hydrologic sub-area is listed on the July, 2003 list as an impaired water body.
This water body is listed as iinpaired by bacteria indicators (low), nutrients (low) and sedimentation (low).
The Buena Vista Lagoon is located approximately 0.25 miles not�theasterly of the subject property.
1. S, 2 Potential Effects to the KTate�° Quczlitv Envir�onment:
The City of Carlsbad Storm Water Standards Manual (dated April, 2003) contains Table 2— Anticipated and
� Potential Pollutants Generated by Land Use Type. This table suggests that pollutants thai are possible from
p:\03-011 deleonardis\hydro\03-011_hydrpt.doc Page 3 of 5 Pages
Conway & Associates, Inc.
Civil Engineers/Surveyors/Generai-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Far (760) 635-0839
various types of developments. The potential pollutants listed for Residential Development and Parking Lots
are as follows:
• Sediment
• Nutrients
• Trash & Debris
s Oxygen Demanding Substances
• Oil & Grease
• Bacteria & Viruses
• Pesticides
Table 2 makes no distinction between urban, suburban or i2�ral types of development. The potential for these
pollutants in stor7n water is a function of many factors that include development density, ihe physical design
of the project site, location of the project, the presence or absence of off-site discharges through the property
and the lilce.
The primary constituents of concern in Hydrologic Unit 904.21, Buena Vista Lagoon, of which this project
site is a contributor, would be coliform bacteria, TDS, nutrients, petroleum chemicals, toxics and trash. The
source/activity that this project would contribute is urban runoff.
Considering the specifics of the subject project, the following lists the potential pollutants and how they will
be mitigated in the final design:
• Sediments - Proposed slopes and graded areas will be planted and irrigated. Parking, driveway and
sidewalic areas will be swept periodically. Site runoff will be bio-treated by flowing through the
� landscaped-lined perimeter drain swales.
• Nutrients - Fertilizers shall be applied according to a11 federal, state and local regulations. Slope and
landscape areas shall be moniiored and maintained to reduce bare soil areas.
• Trash & Debris - All trash containers shall have attached lids. Trash containers shall be located in
enclosure areas having sloped concrete pavement with walls or curbs on three sides to prevent runoff
from adjoining areas and gated in front. The driveway, guest parking and sidewallc areas will be
swept periodically. Visible surface trash shall be piciced up on a weelcly basis. Landscape vegetation
will be disposed of in the trash or talcen off-site to a recycling center.
• Oxygen Demanding Substances - See the "Trash & Debris" section listed above.
• Oil & Grease - The likely source of oils and greases expected to be present will be from automobiles.
The enclosed private garages are expected to lceep the oil and grease from this source isolated. The
exterior guest parking areas will be swept periodically and will drain to landscaped-lined drain
swales. Catch basin inserts will be used to treat storm water at all catch basins receiving runoff
directly from paved driveway areas.
• Bacteria & Viruses - These are not expected to be a constituent from this project.
• Pesticides - Pesticides will be applied in accordance with all federal, state and local reguiations.
Pesticide use shall be kept to a miniinum and shall be used only when absolutely necessary,
1.5.3 Su� face Water Qualit>> Objectives: The stated purpose of the discharge requirements (as stated by the
San Diego Regional Water Quality Control Board) is to "reduce the negative impacts to receiving waters
resulting from urban runoff from development." This general objective is then implemented by the use of
( Best Management Practices (BMPs) for both the construction period and the post-construction period.
p:\03-011 deleonardis\hydro\03-011_hydrpt.doc Page 4 of 5 Pages
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) b35-0839
1.5.4 Sto�•m Wate�� Requirements Ap�licabilitv: Based on ihe project site area (0.84 acres) and a review of
the Appendix A of the City of Carlsbad Storm Water Standards Manual, this project has been determined to
be a priority project (designation "medium"), i.e., a SWPPP is not required for this project. Completed storm
water requirements applicability checklists from the City of Carlsbad Storm Water Standards Manual are
included in Appendix A of this report.
1.5. 5 Anticipatec� constf�uction Best Manag,ement Pi°actices (BMP's) fo�• the ���oiect site: Standard water
pollution control measures (construction BMP's) will be used in the project's construction phase. References
to BMP's standard drawings (example: TC-1) are from the Caltrans Construction Best Management Practices
manuai dated November 2000. Anticipated BMP details include, but are not limited to: a stabilized
construction entrance per TC-1; stoi7n drain ii�let protection (silt fence bai�rier & desilting basin) per SC-10;
designated material deiiveiy and storage areas per WM-l; concrete waste management per VijM-8; and
sanitaiy waste management per WM-9.
1.5.4 Antici�ated post-const�•uction BMP's fo�� the p��oiect site: Site drainage - roof runoff, parking area
and general site drainage: Storm water runoff collected fiom the roof area will be discharged at grade in
landscaped planters and turf areas and allowed to flow along these areas to the greatest extent praciical to
provide bio-filtraiion of the roof runoff before it enters the on-site storm drain collection system. Where
possible, walkways and flatworlc will similarly direct runoff through landscape-lined swales to allow filtering
of the runoff before it enters the on-site storm drain collection system and ultimately discharged as street
gutter flow in Jefferson Avenue. Storm drain catch basins receiving tunoff directly from paved areas will be
equipped with storm water inserts (oil-absorbent boom insert or similar with trash filter). The caich basin
inserts shall meet the San Diego Regional Water Quality Control Board's "Standard Urban Storm Water
Mitigation Plan" (SUSMP) requirements. Additionally, runoff from the catch basins is further directed
through a landscape-lined swale to allow filtering of the runoff before it is discharged into the Jefferson
Avenue right of way.
p:\03-011 deleonardis\hydro\03-011_hydrpt.doc Page 5 of 5 Pages
Conway & Associates, Inc.
Civil EngineerslSurveyors/Genera!-EngineeringContractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Tetephone (76d} 753-1453 • Fax (760) 635-0839
SECTION 2
ONSITE HYDROLOGY COMPUTATIONS
Contents of Section 2:
- On-Site Time Of Concentration Calculations
- Peak Storin Water Runoff Calculations
• Pre-Development Condition
• ' Post-Development Condition
- Reference Materials
• IDD Chart � 100-Year Return
• 100-Year, 6-Hour Stoi7n Isopluvial Map
• 100-Year, 24-Hour Storm Isopluvial Map
• Initial Basin Time of Concentration
• Overland Time of Flow Nomograph
, • IDD Chart � 10-Year Return
• 10-Year, 6-Hour Storm Isopluvial Map
• 10-Year, 24-Hour Storm Isopluvial Map
Co� � y & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Carlbad, CA 92008 • Telephone (760) 753-1453 • Fas (760) 635-0839
ONSITE DRAINAGE WORKSHEET
Brittany Cove
City of Carlsbad CT 03-14
ON-SITE TIME OF CONCENTRATION COMPUTATIONS: PRE-DEVELOPMENT
Computations based on Figure 816.6A, Caltrans Design Manual
C L(ft) S ft/ft V fps TC (min)
1 5.0 Initial basin
2 0.35 20 1.0% 6.0 Rear yard area
3 320 4.6 1.2 Pipe travel time
12.2 min
ON-SITE STORM DRAIN DESIGN DATA
10 YEAR EVENT 100 YEAR EVENT
t� (min) 12 min. t� (min)
Ps (10 YR Retum) 1.7 in. Ps (100 YR Return)
I, intensity (in/hr) 2.5 in./hr. I, intensity (in/hr)
PRE-DEVELOPMENT CONDITION
SUB
BAS I N
A1
61
C1
D1
E1
��A��
AREA
(SF)
3,064
550
2,518
3,954
26,694
36,780
AREA
(ACRES)
0.07
0.01
0.06
0.09
0.61
0.84
��C��
FACTOR
0.90
0.90
0.90
0.90
0.35
Q10
(CFS)
0.16
0.03
0.13
0.21
0.55
1.08 cfs
64.6 cfm
February 24, 2004
Rear yard, Bldg 3
Center-rear to PL, Bldg 3
PL drain line
12 min.
2.6 in.
3.9 in./hr.
Q� o0
(CFS}
0.25
0.04
0.20
0.32
0.84
1.65 cfs
98.8 cfm
North house
North garage
Center house
South house
Yard
Printed 2/24/2004 Page 1 of 2 03-011 DeLeo\hydro\03011_hydro-1.xls Onsite
..-.�� �:,... .-,�,:.
Co�' y & Associates, Inc. ' '
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive - Cazlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
POST-DEVELOPMENT CONDITION
SUB
BAS f N
A2
B2
„A��
AREA
(SF}
27,585
9,195
36,780
AREA "C"
(ACRES) FACTOR
0.63 0.90
0.21 0.35
0.84
Pre v. Post Development Q�oo:
Q10
(CFS)
1.45
0.19
1.64 cfs
98.4 cfm
0.56 cfs
Q 100
(CFS)
Z•22 North sidewalk
0-29 Yard
2.51 cfs
150.4 cfm
0.86 cfs
Printed 2/24/2004 Page 2 of 2 03-011 DeLeo\hydro\03011_hydro-1.xis Onsite
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being anaiyzed.
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16.7
12.8
6.4
5.7
4.0
2.7
3.4
3.0
2.7
2.7
2.3
V � �C = Oi :� /'���
T; Hi h C V Hi h C L 6-min
15.2 0.22 79.2
13.9 0.24 85.6
10.8 0.22 77.6
9.4 0.21 74.2
8.1 0.20 70.8
0.19 67.8
5.5 0.18 65.0
4. 8 0.18 64.4
3.5 0.19 68.5
� 2.4 0.21 74.4
3.1 0.27 95.8
2.8 0.29 106.1
2.5 0.33 118.8
2.5 0.33 118.8
2.3 0.36 129.1
1 aaie luA. - L.v io sio e
Element DU/Acre .9Area Lot L Lot L Select Low C Hi h C T; Low C T; Hi h C V Hi h C L 6-min
Natural - - 200.0 50.0 0.2 0.35 1I.9 9.9 0.14 51.6
LDR 1 39204.0 198.0 50.0 0.27 0.41 10.9 9.1 0.16 56.1
LDR 2 19602.0 140.0 50.0 0.34 0.46 10.0 8.4 0.17 60.5
LDR 2.9 13518.6 I16.3 50.0 0.38 0.49 9.5 8.0 0.18 63.5
MDR 4.3 9117.2 95.5 50.0 0.41 0.52 8.8 7.4 0.18 64_8
MDR 7.3 5370.4 73.3 50_0 0.48 0.57 7.9 6.8 020 70.9
MDR 10.9 3596.7 60.0 50.0 0.52 0.6 7.4 6.4 021 75.1
MDR 14.5 2703.7 52.0 50.0 0.55 0.63 7.0 6.0 0.22 79.9
HDR 24 1633.5 40.4 50.0 0.66 0.71 5.4 4.8 0.26 93.3
HDR 43 911.7 30.2 50.0 0.76 0.79 4.2 3.8 0.33 117.3
N. Com - - 50.0 50.0 0.76 0.79 4.2 3.8 0.33 1t7.3
G. Com - - 50.0 50.0 0.8 0.82 3.7 3_5 0.36 129.9
O_P./Com - - 50.0 SQ.O 0_83 0.85 3_2 3.0 0.39 140.6
Ltd.I. - - 50.0 50.0 0.83 0.85 3.2 3.0 0.39 140.6
Gen.I. - - 50.0 50.0 0.87 0.87 2.7 2.7 0.42 152.8
7
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EXAMPt�E:
Given: Watercourse Distance (D) = 70 Feet
Slope �s} =1.3%
Runofif �oefficiant {C) = Q_41
Overland Fiaw Tims �f}= 9.5 Minutes
SOURCE: Airport Drainage, Federai Aviatian Administrafion, 1965
T _ 1_8 (1.1-C) �D
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Direciions forApplication;
�9 j From precipiia�ion maps determine 6 hr and 24 hr amtiunts
for the selected freqaency. These maps ar� inciuded in tf�e
Counry Hyrirology Nlanual �10, �{}, anr3 �100 yr maps includsd
in fhe L7esign and Procedure Manual).
�2) Adjust 6 hr precip�ta#ion (if necessary) s� that it is within
the range c+f �35°lo t+� 85°!0 of the 24 hr precipita#ion {not
applicapis to D�seRj.
{3) Ptot 6 hr precipitatian on the right s8de of ihe chari.
(4} Draw a 8ine through the pvini paraftel ia th� plotted lin�.s.
{5) T'his iine is the intensity-�luratian curve tar the lo�ation
being analyzed.
i�lppGr.atian Farm:
{a} Select�d frequency 1� year
��j �� _ / � ►�., ��� = 3 •/ �s T 5 S �fat��
/^� 'p24
�c) Adjusi�d P�i� = / • , T in.
{dj #x = min. � �C !-�/o�J< ���T
{E� � = ITl.t77£'.
Intensiiy-Qutation Design Chart -'��mp[ate
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�oy�
Minutes Hours
Note: This chart replaces the intensity-Duraiion-Frequency
curv�s ussd since 1985.
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�G ��
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��.L�
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite ]02 • Carisbad, CA 92008 • Telephone (7b0) 753-1453 • Fax (760) 635-0839
SECTION 3
OFFSITE TRIBUTARY BASIN
HYDROLOGY COMPUTATIONS
Contents of Section 3:
- Off-Site Time Of Concentration Calculations
- Pealc Storm Water Runoff Calculations (street flow)
- Steady-State Flow Analysis � Jefferson Street
Coi � y & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Carlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
Brittany Cove
City of Carlsbad CT Q3-14
OFFSITE DRAINAGE WORKSHEET
ON-SITE TIME OF CONCENTRATION COMPUTATIONS: PRE-DEVELOPMENT
Computations based on Figure 816.6A, Caitrans Design Manuai
C L(ft) S ft/ft V fps TC (min)
1 8.5 Initial basin Initial Basin: portion of Basin A- see Tbl. III
2 0.51 580 1.9% 20.7 Rear yard area Sub-Basin A5
3 695 0.6% 2.8 4.1 Street travel tim Street travel - Jefferson, Basin B
4 405 0.6% 2.8 2.4 Street travel tim Street travel - Jefferson, Basin C
35.7 min
ON-SITE STORM DRAIN DESIGN DATA
10 YEAR EVENT 100 YEAR EVENT
to (min) 35 min. to (min)
Ps (10 YR Retum) 1.7 in. Ps (100 YR Return)
I, intensity.(in/hr) 1.3 in./hr. I, intensity (in/hr)
STREET FLOW
35 min.
2.6 in.
2.0 in./hr.
��A�,
SUB AREA AREA "C" Q�o Q�oo
BASIN (SF) (ACRES) FACTOR C * A (CFS) (CFS)
A1 105,400 2.42 0.90 2.18 2.78 4.25
A2 19,785 0.45 0.51 023 0.30 0.45
A3 17,510 0.40 0.51 0.21 0.26 0,40
A4 33,090 0.76 0.51 0.39 0.49 0.76
AS 181,155 4.16 0.51 2.12 2.71 4.14
356,940 8.19
Printed 2/24/2004
Cave = 0.63
5.12
6.54 cfs
Page 1 of 2
10.00 cfs
'ublic R-O-W
SFR development (5.5 du/ac)
,�
�
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February 24, 2004
10.0 cfs Q�oo Cummulative:
03-011 DeLeolhydro\03011_hydro-1.xls Offsite
� ,_
Coi y & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Cazlbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
,�A��
SUB AREA AREA "C" Q�o Q�oo
BASIN (SF) (ACRES) FACTOR C * A (CFS) (CFS)
B1 132,850 3.05 0.90 2.74 3.50 5.36
B2 177,935 4.08 0.51 2.08 2.66 4.07
B3 93,01 Q 2.14 0.51 1.09 1.39 2.13
B4 45,410 1.04 0.51 0.53 0.68 1.04
449,205 10.31
Cave = 0.63
6.45
8.23 cfs
12.59 cfs
'ublic R-O-W .
SFR development (5.5 du/ac)
�
��
22.6 cfs Q�oo Cummulative:
��A��
SUB AREA AREA "C" Q�o Q�oo
BASIN (SF) (ACRES) FACTOR C * A (CFS) (CFS)
C1 81,460 1.87 0.90 1.68 2.15 3.29
C2 74,225 1.70 0.51 0.87 1.11 1.70
C3 41,235 0.95 0.51 0.48 0.62 0.94
C4 95,985 2.20 0.51 1.12 1.43 2.19
C5 37,885 0.87 0.51 0.44 Q.57 0.87
330,790
,�A��
SUB AREA
BASIN (SF)
D1 27,585
D2 9,195
36,78Q
Printed 2/24/2004
7.59 4.60
Cave = 0.61
AREA "C"
(ACRES) FACTOR C * A
0.63 0.90 0.57
0.21 0.35 0.07
Q.84 0.64
Cave = 0.76
'ublic R-O-W
SFR development (5.5 du/ac)
��
��
5.88 cfs 8.99 cfs
31.6 cfs Q�oo Cummulative:
Q10
(CFS)
0.73
0.09
0.82 cfs
Page 2 of 2
Q100
(CFS)
1.11 private street & units
0.14 Landscaped areas
1.26 cfs
32.8 cfs Q�oo Cummulative:
03-011 DeLeo\hydro\03011_hydro-1.xls Offsite
03-011 Jefferson St. Flow Condition
Worksheet for Irregular Channel
Project Description
Project File p:\03-011 deleonardis\hydro\03011-1.fm2
Worksheet 03-011 Street Flow
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.006000 ft/ft
Elevation range; 56.97 ft to 58.84 ft.
Station (ft) Elevation (ft) Start Station
-35.00 58.84 -35.00
-30.00 57.59 -30.00
-24.00 57.47 -22.33
-23.83 56.97 22.33
-22.33 57.10 30.00
0.00 57.66
22.33 57.10
23.83 56.97
24.00 57.47
30.00 57.59
35.00 58.84
Discharge 33.00 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 57.59 ft
Flow Area 11.96 ftZ
Wetted Perimeter 54.76 ft
Top Width 54.02 ft
Height 0.62 ft
Critical Depth 57.59 ft
Critical Slope 0.005593 ft/ft
Velocity 2.76 ft/s
Velocity Head 0.12 ft
Specific Energy 57.71 ft
Froude Number 1.03
Flow is supercritical.
Flow is divided.
End Station
-30.00
-22.33
22.33
30.00
35.00
Roughness
0.035
0.013
0.016
0.013
0.035
02/23/04 Conway 8 Assoc. Inc. FlowMaster v5.07
05:45:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
03-011 � Jefferson St. � Cross Section
Cross Section for Irregular Channel
Project De�cription
Project File p:\03-011 deleonardis\hydro\03011-1.fm2
Worksheet 03-011 Street Fiow
Flow Element Irregular Channel
Method Manning's Formula
Soive For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.006000 ft/ft
Water Surface Elevation 57.59 ft
Discharge 33.00 cfs
58.8
58.6
58.4
58.2
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W
57.6
57.4
57.2
57.0
56.8
-40.0
02/23/04
05:46:18 PM
-30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0
Station (ft)
Conway & Assoc. Inc. FlowMaster v5.07
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
SECTION 4
ONSITE STORM DRAIN SYSTEM DESIGN
Contents of Section 4:
- Steady-State Flow Analysis w/ Tailwater Condition � Onsite Storm Drain
• � •
Proj. file: 03011-A.STM
Elev. (ft)
70.0
67.0
64.0
61.0
58.0
55.0
Reach (ft)
175 200 225 250
3 Rim: 6 .90 ft
2 Rim: 60. 0 ft Up Inv rt: 59_50 ft
� Rim: 60.00 ft Up Inve : 58.90 ft Dn Inv rt: 58.90 ft
Rim: 59.3 ft Up Invert: 58 47 ft Dn Inve : 58.47 ft Length 60.00 ft
Up Invert: 7.76 ft Dn Invert: 57 76 ft Length: 3.00 ft Size: 6 in
Len th:71.0 ft
Length: 71.00 ft Size: 6 in __._. -- —"�—
Size: 6 in , "—
.----'_ __
._----' -
' ,�GL= sg• 3 L= Sq. a yL = S� Z 6Gr = 59 �
0 25 50 75 100 125 150
Storm Sewer Inventory Report Pa9e'
Line Line ID DnStr Defl Line Line Line Line Drng Runoff Inlet Known Invert Invert N Junction J-Loss Natural Dn
# line angle length size type siope area coeff time Q EI dn EI up value type coeff grnd line
# (deg) (ft) (in) (%) (ac) (C) (min) (cfs) (ft) (ft) (JLC) (ft) #
1 1 0 0 71 6 Circular 1.00 0.00 .00 0 0.2 57.05 57.76 .009 MH 1.0 59.30 Off
2 2 1 0 71 6 Circular 1.00 0.00 .00 0 0.2 57.76 58.47 .009 MH 1.0 60.00 1
3 3 2 0 43 6 Circular 1.00 0.00 .00 0 0.2 58.47 58.90 .009 MH 1.0 60.40 2
4 4 3 0 60 6 Circular 1.00 0.00 .00 0 0.1 58.90 59.50 .009 MH 1.0 60.90 3
PROJECT FILE: 03011-A.STM I-D-F FILE: SAMPLE.IDF TOTAL NUMBER OF LINES: 4 RUN DATE: 02-23-2004
DESIGN CODES: Min. Pipe Size = 12 in; Max. Pipe Size = 96 in; Min. Slope =.2 %; Min. Cover = 4 ft; Inlet N-Values =.016 ; Average Inlet Throat Height = 6 in
Line 1 Q= 0.70 Size = 6 x 6(Cir) Nv = 0.009 Len = 71.0 JLC =1.00
1 / Outfall
�
Invert Depth
Dnstrm 57.05 6
Upstrm 57.76 6
Drainage area (ac)
Runoff coefficient (C)
Time of conc. (min)
Inlet Time (min)
Intensity @ 5 yr (in/hr)
Cumulative C x A
Q = CA x I (cfs)
----------------------------
Q Catchment (cfs)
Q Carryover (cfs)
Q Captured (cfs)
Q Bypassed to offsite
----------------------------
f
Line 2 Q = 0.50
2 / Downstream line = i
Slope of invert (%) = 1.000
Slope energy grade line {%) = 0.747
Critical depth (in) = 5
Natural ground elev. (ft) = 59.30
Upstream surcharge (ft) = 0.07
Additional Q (cfs) = 0.20
Full-flow capacity (cfs) = 0.81
----------------------------------------------------
Inlet Type = MH
Gutter slope (ft/ft) = 0.00
Cross slope (ft/ft) = 0.00
Width of Flow (ft) = 0.00
---------------------------------------------------------------
Size = 6 x 6 (Cir)
Invert Depth HGL
Dnstrm 57.76 6 58.53
Upstrm 58.47 4 58.83
Drainage area (ac) = 0.00
Runoff coefficient (C) = 0.00
Time of conc. (min) = 0.57
Inlet Time (min) = 0.00
Intensity @ 5 yr (in/hr) = O.QO
Cumulative C x A = 0.00
Q= CA x I(cfs) = 0.00
--------------------------------------------
Q Catchment (cfs) = 0.00
Q Carryover (cfs) = 0.00
Q Captured (cfs) = 0.00
Q Bypassed to 1(cfs) = 0.00
--------------------------------------------
HGL
57.80
58.33
EGL Area Vel T-Wid Cover
58.00 0.20 3.57 O.QO 0.00
58.53 0.20 3.57 0.00 1.04
= 0.00
= 0.00
= 0.97
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
----------------
Nv = 0.009
EGL Area
58.63
59.00
Len = 71.0
Vel
JLC =1.00
T-Wid Cover
0.20 2.55 0.00
0.15 3.31 0.45
Slope of invert (%)
Slope energy grade line (%)
Critical depth (in)
Natural ground elev. (ft)
Upstream surcharge (ft)
Additional Q (cfs)
Full-flow capacity (cfs)
---------------------------------•
Inlet Type
Gutter slope (ft/ft)
Cross slope (ft/ft)
Width of Flow (ft}
----------------------------------
1.04
1.03
= 1.000
= 0.522
= 4
= 60.00
= 0.00
= 0.20
= 0.81
--------------
_ �
= 0.00
= 0.00
= 0.00
--------------
Line 3 Q= 0.30 Size = 6 x 0(Cir)
3 / Downstream line = 2
Invert Depth
Dnstrm 58.47 6
Upstrm 58.90 3
HGL
59.00
59.18
Nv = 0.009
EGL Area
59:04 0.20
59.29 011
Len = 43.0
Vel
JLC =1.00
T-Wid Cover
1.53 0.00 1.03
2.67 0.50 1.00
Drainage area (ac) = 0.00 Slope of invert (%) = 1.000
Runoff coefficient (C) = 0.00 Slope energy grade line (%) = 0.589
Time of conc. (min) = 0.33 Critical depth (in) = 3
Inlet Time (min) = 0.00 Natural ground elev. (ft) = 60.40
Intensity @ 5 yr (in/hr) = 0.00 Upstream surcharge (ft) = 0.00
Cumulative C x A = 0.00 Additional Q(cfs) = 0.20
Q= CA x I(cfs) = 0.00 Full-flow capacity (cfs) = 0.81
-------------------------------------=------ ------------------------------------=---------------
Q Catchment (cfs) = 0.00 Inlet Type = MH
Q Carryover (cfs) = 0.00 Gutter slope (ft/ft) = 0.00
Q Captured (cfs) = 0.00 Cross slope (ft/ft) = 0.00
Q Bypassed to 2(cfs) = 0.00 Width of Flow (ft) = 0.00
----------------------------------------------------------------------------------------------------------------
Line 4 Q = 0.10
Size = 6 x 0 (Cir)
4 / Downstream line = 3
Invert
Dnstrm 58.90 5
Upstrm 59.50 2
Depth HGL
Drainage area (ac)
Runoff coefficient (C}
Time of conc. (min)
Inlet Time (min)�
Intensity @ 5 yr (in/hr)
Cumulative C x A
Q=CAxI(cfs)
----------------------------
Q Catchment (cfs)
Q Carryover (cfs)
Q Captured (cfs)
Q Bypassed to 3 (cfs)
--------------------------- -
59.29
59.66
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.00
Nv = 0.009 Len = 60.0 JI.,C =1.00
EGL Area Vel T-Wid Cover
59.29
59.71
0.16 0.61 0.44 1.00
0.05 1.84 0.47 0.90
Slope of invert (%) = 1.000
Slope energy grade line (%) = 0.697
Critical depth (in) = 2
Natural ground elev. (ft) = 60.90
Upstream surcharge (ft) = 0.00
Additional Q (cfs) = 0.10
Full-flow capacity (cfs) = 0.81
----------------------------------------------------
Inlet Type = MH
Gutter slope (ft/ft) = 0.00
Cross slope (ft/ft) = 0.00
Width of Flow (ft) = 0.00
----------------------------------------------------
Conway & Associates, Inc.
Civil Engineers/Suroeyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite ] 02 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
SECTION 5
HYDROLOGY MAPS
Contents of Section 5:
- Onsite & Adjacent Areas (Approximate Scale: 1"=60', 17"X11")
Offsite Tributary Basin (Approaimate Scale: 1"=120, 17"X11")
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite l02 • Carlsbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
SECTION 6
REFERENCE MATERIALS
Contents of Section 6:
- 2002 CWA Section 303(d) List
- Water Quality Standards Inventory Database — Buena Vista Lagoon
- Storm Water Quality Applicability Checiclists
• Permanent Storm Water BMP Requirements
• Construction Storm Water BMP Requirements
2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT �'Ppr°x��'bs' L'SE.�':
r,�rY �aa3
SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD
9 R Agua I�edionda Creck 90A31000
Total Dissolved Solids Low 7 Miles
Urban Runoff/Storm Sewers
Unknown Nonpoint Source
��.Ur�,..�.:.,.,,� ,�....:w��.�...R._ r�.�.+�;�:������.,...a�:�.�_„�.y;��::__.._�� ��r;c:.,�zs.�.a.�r :«:��.�»u..�.w��.s:���a�;.:.�r�,�nkraow„ .,..mtsoa.r....w.,,�, ����.,�,,,a�.w�..�...���na „wt��.:..�,�,,.�..� �M .�.4..��,.Wsr ...,�;�.���:�x� .�v
n po ce
. `, ��
9 E Agua Hedionda Lagoon 90431000
Bacteria lndicators Low 6.8 Acres
Nonpoint/Point Source
Sedimentation/Siltation Low 6.8 Acres
��,:...�w, �, �.� „ >,r_ ��..x ..� _.w., n.�.. an�. .,.�.. �. ..�,.._ �a..,u ,�.�,�_�� .�.N..
Nonpom Point ource
.a�µ» . . �. ,»: ���.«�`"" " � e ,. . t w�„. .. .,. ,.,... � . �, ...., ,._ . �
..- �:a...,.w '�"�°. ......_�_,..�.,,� _;k�,�_ � , _.,,.�.. ., .,� .,..t,.,...-,. ., . �_.... ....... � ... .. ..::.:....w —r:..
9 R Aliso Creek 90ll3000
Bacteria Indicators Medium 19 Miles .
Urban Runoff/Storm Sewers
Unknown point source
NonpoinUPoint Source
Phosphorus Low 19 Miles
Inspairment located at Iower A miles.
Urban Runoff/Storm Sewers
Unlrnown Nonpoint Source
Unl:nown point source
Toxicity Low 19 Miles
Urban Runoff/Storm Sewers
Unknown Nonpoint Source
Unknown point source
!':w'�....,u�.........,�.:_._w.��_u.,�..;�._...,..�_....:�.,� .�....... �"'.�.,.'-.. . . ....,..-�::e. .. .. �'1'i:.w ...�....�u ,.:��...,.._ ,�. :: ��.-.:.._. .u...........:�.:'� ....... .. m��.t .._....�_....,_i:»c. __��.._ ..,,w,._...,_ :s`�-:.......Gu ,_ .,...�,..�.. ....,...... ..� �.. . _.e__ ,. 4 :.,,i.... _,��_� .. _.v. _.,. ., w .,y,. n_ ..«..._�_d_,.... _ . _....,.
9 E Aliso Creek (mouth) 90113000
Bacteria lndicators Medium 0.29 Acres
;;,a�.u...,...,,.�., :�:,-,u.W....w�.u�.:r,�wr....i...._".rn..�w..e.�:...,i1...ar' :�,:�...�_,."�..���:.'.!'""'w"":�"aCs.,�i.r� C ,..a,._� ...,.u,_.��,.�.y.�i , da..:,_..u�..,.u�.._.,, a...,.�..y ,�,..�.i.. t.. ..ra.,.._..,,.,:...,_.u..o,_,,.: .. ....,._,,,,. RF:.„�...., ..., 7 ,_,.�.,...�._.0 w�,.,.,.__._4..a.,L�,W ...n.,....d....,.,.._....., y, w.�_ .,,
Nonpom omt ource
9 E Buena �sta Lagoon 90421000
Sacteria lndicators
Low 202 Acres
Nonpoint/Point Source
Nutrients Low 202 Acres
Estimnted s'u-e of impai�ment is I50 acres located in upper portion of lagoon.
NonpoinUPoint Source
Sedimentation/Siltafion Medium 202 Acres
Nonpotnt/Pomt Source �
^r..,��.�.:.�. 4ur� ....._.� . ..w__. , .� _w...M_�. , .__,..., .�
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Page 1 of I6
2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT .4pproced b}• �rS�P9:
r,�r�> >003
SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD
. ��.. ...,�,.. ..�,. � ... , �..., ..,��.,.xe , . ,.,.... r:.... i � �.r; � ih. tt."oaa tsa �:ea ��'I¢ v, ':s�S iaWS� � -�.�,
., , . ... , . ..,� �. .. , v .i r:.. �.,. ..' � 1 .. w, �.. � ;.f d. ..rt .W . .'... 1 , ::.� F . r '"� . ! .... .:i. .. z� . N i� k'.1 f .4'.T r.�..
. ,�.>., ,. �. �..., :... y .�y�t ,s�,.. ru L ... ,..�. .r, , r. 4..La�nt .I}. .. ,..�ei. �..,� i .,! l..1L� d.., .A" ...., .3
.,> �ra.. ,. ,.,t ,g t.., i ..� ,�t.t, 4 � .�>. �.�; : . .Jt.. a .. ....h. � ..3�,,. .: d..}. .�.08. . .l,: ,,.
..,,,., '����.�� r�..., �{ .�...5. .'�... ,:, v..+, ..:�.. . ,. . , . , . � .>. . , .. . � , i �-::-�. .,..a, s. .�.. ..tml� ..n ,......,.��s �
i ,c ., ��.a .��, . ,. . ....i'Yr . �. . . .� . S s sc. I. ,: t . _ a. . r.,,.I .�.a � : , � ..� ��,� . �. , ,� , �, c�+,.�� .... .. .. . .. ... r. �`�i, x.. . ,.,:�.. e F �� �.�� 8 a�. . �,
.r .s . q� ..�.,o r��. . r . �,r.�:.,,...�� .... �r�,��s'� ,� . , „ ......a. .. r ��d. .,.. 3 ,. � � : ��' . .... 'n ,+h"'?�i57 �;..,�... . �' S .a�a � r�. r .� o ✓ u� R w � a,�t..
.0 a ,$u p,.s.,r, 17 .,� .., d>��I, u�N..� :,. ,4b :�9(�.s., .�' ��itW ,.i,.� k��yt,(?�����J:��,,.�.,, �'�rs, . "1 .�� sS::.. ...'�;'��:,�.J .,� s.t.�n�.F,aa?;, x7' ,t f €ti. .,...�
�� � 1...d�rJ'r�Jn�i `W�,� ,,s� 5q'�'��t'�' � � rs�dc��a ��k'� ra r�'�' . S��'�'� ,l� s� t`�', a�..y y`�,,� i .i'>�.,� r�,s £� i� �':itl°� s� 1 �.F.�v � �I... ..�.aem.�.-...� 4�
r » ,w. , � . � d�7r!,.M.., z =�u ...�.<. .. a�.a . , � . . ,, a . ,3 'w
REGIONAL WATER OUALITY CONTROL BOARDS � WATER BODY TYPE
1 North Coast B= Says and Iiarbors
2 San Francisco Bay C= Coastal ShorelinesBeaches
3 Central Coast E= Estuaries
4 Los Angeles L= Lakes/Reserviors
5 Central Valley R= Rivers and Streams
6 Lahontan S= Saline Lakes
7 Colorado River Sasin T= �Vetlands, Tidal
8 Santa Ana W= Wetlands, Freshwater
9 San Diego
CALWATER WATERSHED
"Calwater Watershed" is the State Water Resources Control Board hydrological subunit area or an even smaller area delineation.
GROUP A PESTICIDES OR CHEM A
aldrin, dieldrin, chlordane, endrin, heptachlor, heptachlor epoxide,
hexachlorocyclohesane (including lindane), endosulfan, and toxaphene
Paae 16 of 16
Water Quality Standards Inventory Database
�j�.�:�� ����.���� ��������F�� ���T������ ����,�����
Click on the links below to Click on tl�e links below to vie�+� water Click on the links belo�v to vie�i� comments and
search for another quality parameters for Buena Vista corrections logged or to navigate to the comments and
Page 1 of 8
waterbody. Lagoon. conections input page.
Search Uv Beneficifll Uses t3enefici�l i.?ses C'ominczits imd C�aeciio�is L,o:*.Qed -
Searoh bv Kav«�ord 4Vatwr nualit�� V% .ci ((1+e5 Cou�ments and Corrections ]nput Page
Search ty S\�RCB Rerion 1t'ater «ualitti� ��arrative Cunstira�nis
Search bl' C:1ltrans District SS+ater �3uai�ti� Numeric GE'iieria `
Seareh bv Cou�_ 1Naier t7iisliSv I:tacteria Criteri� ""` ���
' ��.����� �T �.��� �� d�����
��'��€��• ���I���� �'s�����a€�� ��f����� ��;�����:
Click on the region number for a list of waterbodies and reported 9
hydrologic units in that region.
����� �������� �1����a �'�.��F�rf�� �[°t�hli�h�d
Click on the reported hydrologic unit for a list of waterbodies in I-Iy4.11'c�lc��i�° Lf��it5 i�ydr��o�;i�- U1iit5
that unit. 9(} 1.2 !—� 9(}4.2 L
�;b���:�~e��� �e�;���°��°ie
Click on the Caltrans disn•ict for a list of waterbodies and reported 11
hydrologic units in that district.
�"�������e
Click on the reported county natne for a list of waterbodies and
repo��ted hydrologic units in that county. ����?��°��t� �-�(�������'� ��tih� [sht;c� C`otC�tti�S
"'F'le;��e note th�it ,epin7ed a��d ��i�blishe-d c<,��,nties <are .t�sociated c;�itl�i ?arcirol��ic t�nit, auir �
LStnjt'i (:t�11`.'.
SAN DIEGO SAN [�IF'G:7
������������ ��'�
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I3 i1]�N � � IS'l:' � I=, �C��C31�I
(lnclt�il�s 305(I�i a�7c{ ;t)3(�I�} I�et���t�it��tic�r�sj
�����������J ����������I �i����
��:"I� ��e������� �Js�
on the beneficial use for the beneiicial use code and description.
���W �������
Potential or Existi
http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_flcey=3697 6/9/2004
Water Quality Standards Inventory Database
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Page 2 of 8
F3iosti���uiatE�i-y (��1�►n�� .,ur��<ace ��vaEers. bays ai�r� est�����ie-s aud c�3��.st�E la<�a��� r��te��s slrall ntat cai�i�in bioatii��u9atcsT•y�
�if3t�st��t�c;�:; su�ysta3lces i�� cc>stc�s�tr�tic�ns tl�at prc�r���te aqu�atic ��•o�ut[i tc� the e�tei�E t}��t suclt i;►•or�,rtlis c��use t1ui�<�n
(il' iiC�VE'i SE'•Iy ii{��`ect tje���;#i�;:-iai t�:9es.
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sti<�ll ti<�t be in�}��ki�-�ti. .
'I'i��; ciissolvc;ci cixJ•��j1 ronc�,ntt�atic�ji ii7 <�cea�� 4��ate.r:� shall E�t�t <�t' aGi�- ti�ilr ize cle�ressec3 i�7c7ri; ihaz� 1�
�a�-ceiYt �rc»x� fihat Lvt�icli c;cc�irs x�<��u��al1;�-> as the ��estrlt «fiht disch<����;e �F�ax��gers dein<znc�i��� �vaste
���it3fe��i�.�ls.
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��l�ic.h ca��se nciisaFi�e a�� �til�f��•seiy �YI�`ec.t be�ae�icia] r�ses.
C)il arid G��e<�se `��lz�tes's sl�al3 nt�t conf��i�t oils, ��e�ses, ti�aYes, �r� c�ili€7� ��rat�,��ials i�� ct�r�cei�tratioi�s 4vhicl�i r�;s��it ill a
visit�C.e, fiim c��� ca<ttin� c>�� tl�e su��i<��e c�ftl��;. 4��ater c.�r c�n c�Ysjwcts in tl�e ra�<2te�•. or 4��I�icl� cause nuisai�cc ��-
�•vh.ich c>tl�ei-�x,i:;e, ��c�r�eg•`e;i�' �tfect hei���cic�l �ses.
}�N r[7�i ��I-1. value r,l���li nct i3e ch��a��ecfi :at ��ny Finae ��tc���e tli��n 0.2 p%1 iEtiits 1'�•c�n� tl�at ���hich c�cci�z•s
natu�•��II��.C:'ha�7��e�s in ��ori�rta( art�l�ien� pF� levels sltall �a�t excee.� t).2 u��its irt7 ���t�rs ��it}� cle�i��rtatecl
i���o•ij�e (��i?�It}; c��• estua��i��� (F;�'r}, �r s�iu�� (S��i�} i}eneiiciai ��ses. Cha�7�es i�i ��oT'4na1 an�l�i�ni ����
lezc�[s s11��lE not ��cee�l U.5 u�ti�s in fr�.s}� ��a�er� �uif1� desi��lateci cold fi•es�r�vate.r i3���it�it� {C'ULI�} c,��
wa:-n� fresl�Fv�ter iial�i�at {��ATd�-�} t�et�eficiat E�s�;s. 7�� ba�s �nc! es�i��-ies tt�� pl-{ s17aU not i7�; c�apresseti�
belo��� 7,4) ��c3r r-��is�d ��b��b-� 9.(1, in i�13a«cl surE'ace ���it�;rs thc: �I-I �IYaI[ 7����i (�e d�;press�d t�elos�v �i.5 �Yc�c
�•ais�r� a%uve 8.5.
R�clioac�tivit�- i�adi«�uciities sliali i�c�t [�c ��e�cr�t ii, conce�tt�atzizns dla� a.�•� c�eleteriou� t« t�uia�a��; x7lai�t, ani���al, fl�•
a<��.iatic life nar thz�t res��It i�� the �ccumuiatii�n t7f radio2���clide5 ic� t�ie food «�eh to acs extef�t that
z�a�ese�nts a i��z<����i to li��i��<���, pi�t�t> ai�i���<�I or 3qtiiatic S?fe, �
ent C'he suspendecf �ecli�ne.nt {Uad t�c�d suspencled seciiment discF�a�•g€- rttte of surfac€� ��+�ters slia(I riut be
�ltcretl i.z� sach a cn�.nn�;�� a.� tc� ca��se r�L�isai�ce. c�r aciv�rs�;ly aff�ct l�e��� {ic�iai uses.
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�oi�cls �i• E�.ci�ef•sel�- ;�f=fe�t� l�enef�ci�tI uses.
'i�c��icitv :�li �a�ater� shali 1�e ri��i��iriinut� free ai�tc�xie s��E�st�r7ees it� cc�nce��tt�atic>4�s tl�at a��e tox're t��, o�• tllat
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tl�is ohj�cti��e� �vill t��. ��;t�rminc;d by use of inciic,�to�• o�•ga3�ism �, :�naiyses o1'specries ��itirersity,
p��pulatioti �ensit�, g�•a��t1� anc����alifus, bioass���s af'ap��•��r�i��te ctc�rati�i}; or other a���rapriat€ n��tl�ods
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Water Quality Standards Inventory Database
Page 3 of 8
as ��ecired f�y the i2e�'rc}nal F3oa�•��. 'C'��e survival ot'aq�latic life in s�i�•f�ce 4valers sub,je�ted tc� a���tste
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in ��°e�ts unafifec�acl by� the �i•as�e ciisch���ge� c>r, ti��hen ��ecessary, tor othei� c oi�t�•c�l t��ater tbaf is ec�tisiste�rlt
�a�ith r��c�ui�•eruei�ts s�7eei�a� i�� I_1S rE��l, �iate l��atei• t�escrur�;es Cs�nTrol l3cs��rd. l�s � mininir�m,
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�cute, h>i��assay�. Ii� �ddific�a�; ef't7ue��t limi#s b�s�ci upon ac«��; I�ioassr�ys of et-l�lue�iGs ti��ill b�; ��rLsct•it�ed
wlxere a�pro�sriate, z�cictitiof���i rru�r�r;rical receirlu�g Fti�ater ��l�ject:i<<e.s lor sp�c:i(ic C�xican#s ��i(1 be
est�blislie:d as suft�ici�nt �at<� �ecot�te. a���tilal�le, ru�d sou��c;e cor�trc�l aftoxic. substa��ces ���ill be
'I'e�npei°atu�•e , 7'he ►1�atural �-ecc.iv�i���; ��r��t�,�- te�npel•a�u��e oC uitt•�<tate ���aters shall ��ot l�e �if�re�l uniess it �;��n b�
dcmo��5trated to tl�e satisiaGtick�t c�f'rl�e P�e�,ianal F�oai�ci. th3t suc}� alteration i�� temper�t�ire does i�at
adr�ersely .3ffec�t i�es�e�ic,iai zises. �'�t i�o ti�ne, cFr place sl�all d�e t�m�eratu�°e a�E any COLL3 ���tea• be,
u�cT•eased. rncsre t(tar� �F a1�a��e tlle ��atttral �•eceivit�� ti��at�;r te���peratur�,
�'<iste ����r1 C)dor \�Jat�,e•a, sil.�il i7ut cr}f�t��in taste as-c�cfz;rp�•c�ducin; sub�tan€�.es at ce�ncente��ions �•vJziah canse a nuisanc� c�r
�iive.rsel}� ai�fcct bc:i�f,f:�ci�l x���.as. 'I,i1e i�<�t���•�1 t�ste ,�nik c�i�t��� �f tisla> sheilfis{� ��r other F�e�i�7»ai r��ate,r
resc.>urccs ��se,d 1or (i�irixa�7 cc3z�si�E�l�tia�a �IiG�i1 not t�e i�����aired ii� inla�id surt<ice �uaters ��nc� b<�ys a�id
F'S1tl<{i'iuS,
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A ve� a�e
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http://endeavor.des.ucdavis.edu/wqsid/waterbody.asp?wb_flcey=3697 6/9/2004
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http://endeavor.des.ucda�is.edulwqsid/waterbody.asp?wb_flcey=3697 6/9/2004
Conway & Associates, Inc.
Civil Engineers/Surveyors/General-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carisbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
Storm Water Resource Standards - Section 1. Permanent Storm Water BMP Requirements:
Part A: Determine Priority Project Permanent Storm Water BNIP Requirements
Does the project meet ihe deiinition of one or more of the priority project categories? '� Yes No
1. Detacl�ed residentia] development of 10 or more units
2. Attached residentia] development of 10 or more units
3. Commercial development greater thaii 100,000 square feet
4. Automotive repair shop
5. Restaurant
6. Steep hillside development greater than S,OOOs square feet �'
7. Project discharging into Ireceiving waters within Environmentally Sensitive Areas �
8. Paj•king lots greater than or equal to 5000 ft or with at least 15 parlcing spaces, and potentially ,�
exposed to urban runoff
9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square ,�
feet or greater•
� Refer to the definitions section in the Storm Water Standards for expanded definitions of the priority project categories.
Limr.ted Exclusiof�: Trenching and resurfacing worlc associated with utility projects are not considered priority projects.
Parking lots, buildings and other structures associated with utility projects are priority projects if one or more of the criteria
in Pa��t A is met. If all answers to Part A are "No", continue to Part B.
Part B: Detennine Standard Permanent Storm Water Requirements.
Does the project meet the deiinition of one or more of the priority project categories? * Yes No
1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? �
2. New pervious landscape areas and irt•igation systems? �
3. Permanent structures within 100 feet of a natural water body? �
4, Trash storage areas?
5. Liquid or solid material loading and unloading areas?
6. Vehicle or equipment fueling, washing, or maintenance areas?
7, Require a General NPDES Permit for Storm Water Discharges Associated with Industrial ,�
Activities (eacept construction)?
8. Commercial or industrial waste handling or storage, excluding typical office or household waste? �
9. Any grading or ground disturbance during construction?
10. Any uew storm drains, or alteration to existing storm drains? (
* To find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges
Associated with Industcial Activities, visit the State Water Resources Control Board web site at
www.swrcb. ca.gov/stormwtr/industrial.html
p:\03-011 deleonardis\hydro\03-011_swappl.doc Page 1 of 2 Pages
Conway & Associates, Inc.
Civil Engineers/Surveyors/Generai-Engineering Contractors AB412412
2525 Pio Pico Drive • Suite 102 • Carisbad, CA 92008 • Telephone (760) 753-1453 • Fax (760) 635-0839
Storm Water Resource Standards - Section 2. Construction Storm Water SMP Requirements:
Part C: Determine Construction Phase Storm Water Requirements
Would the project meet any of these criteria during construction? Yes No
1. Is the project subject to Califonlia's statewide General NPDES Permit for Storm Water Discharges ,�
Associated With Construction Activities?
2. Does the project propose grading or soil disturbance? �
3. Would storm water or ut�ban runoff have the potential to contact any portion of the construction �
area, including washing and staging areas?
4. Would the project use any construction materials that could negatively affect water quality if �
discharged from the site (such as, paints, solvents, concrete, and stucco?
Part D: Determine Construction Site Priority
❑ A) Hig1� P�°iority
1) Projects where the site is 50 acres oi• more and grading will occur during the rainy season.
2) Proj ects 1 acre or more.
3) Projects 1 acre or more within or directly adjacent to or discharging directly to a coastal lagoon or
other receiving water within an environmentally sensitive area.
4) Projects, active or inactive, adjacent or tributaxy to sensitive water bodies
I�I� B) Medium Priority
1) Capital Improvement Projects where grading occurs, however a Storm Water Pollution Prevention
Plan (SWPPP) is not required under the State General Construction Permit (i.e., water and sewer
replacement projects, intersection and street re-alignments, widening, comfort stations, etc.)
2) Permit projects in the public right-of-way where grading occurs, such as installation of sidewalk,
substantial retaining walls, curb and gutter for an entire street frontage, etc. , however SWPPPs
are not required.
3) Permit projects on private property where grading permits are required, however, Notice Of
Intents (NOIs) and SWPPPs are not required.
❑ C) Low Prio�•ity
1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations,
street light installations, etc.
2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian
ramps, driveway additions, small retaining walls, etc.
3) Permit projects on private property where grading permits are not required, such as small
retaining walls, single-family homes, small tenant improvements, etc.
p:\03-011 deleonardis\hydro\03-011_swappl.doc
Page 2 of 2 Pages
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