HomeMy WebLinkAboutCT 05-10; Poinsettia Properties The Tides; Storm Water Management Plan; 2011-04-05STORM WATER MANAGEMENT PLAN
FOR
POINSETTIA PROPERTIES
(THE TIDES)
(FINAL ENGINEERING)
Job Number 14826-C
September 20,2010
Revised: November 17,2010
Revised: January 26,2011
Revised: Aprils,2011
SWMP # 10-15
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CO
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RICK
ENGINEERIN^OMMNY
rickengineering.com
STORM WATER MANAGEMENT PLAN
FOR
POINSETTIA PROPERTIES
(THE TIDES)
(FINAL ENGINEERING)
Job Number 14826-C
SWMP # 10-15
a-Timba
#70649
Exp. 06/11
Prepared For:
K. Hovnanian at Carlsbad, LLC
1500 S. Haven Avenue, Suite 100
Ontario, California 91761
Prepared By:
Rick Engineering Company
5620 Friars Road
San Diego, California 92110-2596
(619)291-0707
September 20,2010
Revised: November 17,2010
Revised: January 26,2011
Revised: April 5,2011
TABLE OF CONTENTS
Revision Page, dated April 5, 2011 i
Revision Page, dated January 26, 2011 ii
Revision Page, dated November 17, 2010 iv
1.0 Introduction 1
2.0 Identification of Pollutants and Conditions of Concern 4
3.0 Selection of Treatment Control BMPs 8
4.0 Hydromodification Study and Findings 9
5.0 Drainage Study 11
6.0 Integrated Low Impact Development Design Strategies 12
7.0 Documentation of Drainage Design 16
8.0 Source Control Measures 17
9.0 Operation and Maintenance 18
10.0 SWMP Certification Statements 24
Tables:
Table 2-1: Anticipated and Potential Pollutants Generated by Land Use Type 5
Table 6-1: Grouping of Potential Pollutants of Concern by Fate during Storm water Treatment .14
Table 6-2: Groups of Pollutants and Relative Effectiveness of Treatment Facilities 14
Table 8-1: Permanent and Operational Source Control Measures 17
Table 9-1: Summary Table of Inspection and Maintenance Frequency 23
Prepared By: JJT:NM:vs/Repor1/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Re vised: 04-05-11
Appendices;
Appendix A: City of Carlsbad Storm Water Standards Questionnaire (SWSQ)
Appendix B: Hydrologic Unit Map
Appendix C: Water Quality Treatment Calculations
Appendix D: Details for Cistern with Bioretention Facility (Including Bayseparator,
StormTrap, and Bioretention)
Appendix E: Supplemental Letter by Geotechnical Engineer
Appendix F: Biological Evaluation
Map Pockets;
Map Pocket 1: DMA/IMP Exhibit for Poinsettia Properties (The Tides)
Map Pocket 2: Single-sheet BMP Exhibit for Poinsettia Properties (The Tides)
Map Pocket 3: Excerpts from the City of Carlsbad Master Drainage Plan for Reference to HMP
Exemption
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
STORM WATER MANAGEMENT PLAN
FOR
POINSETTIA PROPERTIES
(THE TIDES)
REVISION PAGE
April 5, 2011
This storm water management plan presents a revision to the January 26, 2010 report pursuant to
plan check comments.
The following summarizes the plan check comments and how/if they have been addressed:
• Pg 9 & 10 - The text has been updated to include a brief summary of the biological
evaluation results for the project and make reference to the copy of the biological
evaluation letter, located in Appendix F of this report.
• App F - A copy of the biological evaluation letter, prepared by a biologist/wetland
specialist (Glenn Lukos Associates, Inc.) to address the plancheck comments.
Revisions pursuant to the plan check comments are included within this revised SWMP.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division i 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
STORM WATER MANAGEMENT PLAN
FOR
POINSETTIA PROPERTIES
(THE TIDES)
REVISION PAGE
January 26, 2011
This storm water management plan presents a revision to the November 17, 2010 report pursuant
to plan check comments and a revised site plan layout.
The following summarizes the plan check comments and how/if they have been addressed:
• Title Page - The project title has been updated to "Poinsettia Properties (The Tides)."
The text has been updated to reflect the change.
• Pg 1 - The text has been updated to address minor comments to reference the updated
City of Carlsbad SUSMP date, January 14, 2011.
• Pg 9 - The text has been updated and elaborated to include additional description per the
plancheck comments and to explain how the project meets hydromodification exemption
from the final hydromodification management plan (HMP) requirement per the City of
Carlsbad SUSMP, dated January 14, 2011, and final HMP, dated January 13, 2011.
• Pg 10 - The text has been updated to address minor comments.
• Pg 14 - The geotechnical supplemental letter has been revised by the geotechnical
engineer (Earth-Strata, Inc.) to address the plancheck comments. A copy of the revised
supplemental letter, prepared by the geotechnical engineer (Earth-Strata, Inc.), dated
January 25, 2011, has been included in Appendix E of this report. The text has been
revised to reference the revised date.
• Pg 24 - The Owner's Certification has been signed and dated.
• App A — The Applicant Information and Signature Box has been completed.
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Rick Engineering Company - Water Resources Division iii 9-20-10
Revised: 11-17-10
Revised: 01-26-11
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• App E - A copy of the revised supplemental letter, prepared by the geotechnical engineer
(Earth-Strata, Inc.), dated January 25, 2011, has been included.
• Map Pocket 1 - The exhibit has been updated accordingly based on the redline comments
and a revised site plan layout.
• Map Pocket 2 - The exhibit has been updated accordingly based on the redline comments
and a revised site plan layout.
• Map Pocket 3 - A copy of Master Drainage Plan exhibit (Sheet 3 of 4) in the City of
Carlsbad "Master Drainage and Storm Water Quality Management Plan," dated March
1994, has been included.
The plan check comments and revisions pursuant to the revised site plan are included within this
revised SWMP.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division iii 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
STORM WATER MANAGEMENT PLAN
FOR
POINSETTIA PROPERTIES
(THE TIDES)
REVISION PAGE
November 17, 2010
This storm water management plan presents a revision to the September 20, 2010 report pursuant
to first plan check comments and a revised site plan layout.
The following summarizes the plan check comments and how/if they have been addressed:
• Title Page — The project title has been updated to "La Marea" in lieu of "Carlsbad Tract
CT 05-10." The text has been updated to reflect the change.
• Pg 1 — Page 1 of the report has been included to address project setting.
• Pg 9 — An explanation has been included to address how the project will be exempt from
Hydromodification Criteria. Based on the as-built drawings, the project discharges into
underground storm drains and directly discharges to Batiquitos Lagoon, which is located
approximately 4000 feet south of the project.
• Pg 12 - The text has been updated to address minor comments.
• Pg 14 - A supplemental letter prepared by the geotechnical engineer (Earth-Strata, Inc.),
dated November 11, 2010, explains that storm water is controlled and not allowed to
infiltrate throughout the site. Therefore, infiltration approach was not utilized for the
project. A copy of the supplemental letter has been included in Appendix E of this
report. The text has been revised to include the explanation.
• Pg 15 - A brief description of the cistern with bioretention sizing has been included.
• Pg 18 - There will be two access points (i.e. inlet and outlet locations) for maintenance.
An explanation has been included.
• Pg 24 - The owner's certification statement has been included. The signed certification
sheet will be provided upon approval of the SWMP.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division in 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
• App C - Due to the revised detention system (i.e. StormTrap), the IMP sizing
calculations, rating curve, and HEC-1 analyses have been updated accordingly. A hand
written backup calculation is provided on the IMP sizing calculation sheet to verify that
the required water quality volume for cistern is correct.
• App D - In addition to the Cistern with Bioretention Facility details, the StormTrap detail
also has been included in the Appendix.
• Map Pocket 1 - The exhibit has been updated accordingly based on the redline comments
and a revised site plan layout.
• Map Pocket 2 - The exhibit has been updated accordingly based on the redline comments
and a revised site plan layout.
The plan check comments and revisions pursuant to the revised site plan are included within this
revised SWMP.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division iii 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
1.0 INTRODUCTION
This Storm Water Management Plan (SWMP) summarizes the post-construction storm water
requirements for the Poinsettia Properties (The Tides) project (herein referred to as "the project")
in support of final engineering. The project is located east of Interstate 5, at the southwest
intersection of Poinsettia Lane and Lowder Lane in the City of Carlsbad. Please see the Vicinity
Map at the end of Section 1.0 for the location of the project. The planned development consists
of converting a vacant parcel that has been previously graded into a 31-lot development with
roadway and utility improvements.
For the purposes of post-construction storm water quality management, the project will follow
the guidelines and requirements set forth in the City of Carlsbad's "Standard Urban Storm Water
Management Plan (SUSMP)," adopted January 14, 2011 (herein "SUSMP"). Based on the City
of Carlsbad Storm Water Standards Questionnaire, the project is a "Priority Development
Project." The following Priority Development Project category applies to the project: "Housing
subdivisions of 10 or more dwelling units," "Streets, roads, highways, and freeways," and "More
than 1-acre of disturbance." A copy of the City of Carlsbad Storm Water Standards
Questionnaire for the project is located in Appendix A of this SWMP.
In the pre-project condition, storm water runoff from the site is conveyed in a westerly direction
to an existing storm drain system under Interstate 5. As similar to the pre-project condition
hydrologic characteristics, storm water runoff from the proposed site will be directed towards the
northwest corner of the site prior to discharging to the existing storm drain system within
Interstate 5 (1-5). The existing storm drain travels approximately 4000 feet south of the project
site, where it ultimately discharges to Batiquitos Lagoon.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 1 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Constraints and opportunities for site design and selection of treatment and flow-control facilities
have been identified for the project. Constraints to locating vegetated drainage facilities include
a steep slope from east to west across the project site and slopes and walls along the front and
sides of a majority of lots. Opportunities include utilizing non-contiguous sidewalks, landscaping
within lots, and incorporating landscape/vegetated areas in the northwest corner lot that is
proposed as a residential park for the project. This northwest park location provides a great
opportunity as it is the lowest point of the project site and adjacent to the project discharge point.
An integrated Low Impact Development (LID) approach will be utilized to provide a long-term
solution to water quality at the project site. This SWMP is also intended to ensure the
effectiveness of the BMPs or IMPs through proper maintenance that is based on long-term fiscal
planning.
Please refer to the DMA/IMP exhibit located in Map Pocket 1 of this report for locations of the
drainage facilities and storm water LID/IMP facilities, including tributary drainage areas and
flow patterns for the site. In addition, a copy of the Single-sheet BMP exhibit for the project has
been provided in Map Pocket 2, which is intended for City use to verify construction and
maintenance of the storm water facilities.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 2 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
VICINITY MAP
CITY OF QCEANSiDE
HIGHWAY
NOT TO
SCALE
CITY OF VISTA
PACIFIC
OCEAN
CITY OF
SAN
MAJRCOS
CITY OF ENCIN1TAS
VICINITY MAP
NO SCALE
Prepared By:
Rick Engineering Company - Water Resources Division
JJT:NM:vs/Report/14826-C.004
9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
2.0 IDENTIFICATION OF POLLUTANTS & CONDITIONS OF CONCERN
Section 2 of the City of Carlsbad's SUSMP outlines the procedure for the selection of
stormwater treatment facilities. The procedure begins with identification of pollutants with type
of project/use, followed by identification of watershed and hydrologic unit basin number and
receiving waters, list of impaired water bodies per the latest 303(d) List, and summary of
primary pollutants of concern.
2.1 Identify Pollutants from the Project Area
Table 2-1 of the SUSMP, "Anticipated and Potential Pollutants Generated by Land Use Type"
identifies general pollutant categories that are either anticipated or potential pollutants for
general project categories. The following general project categories listed in Table 2-1 apply to
the project: "Detached Residential Development" and "Streets, Highways & Freeways"
categories shall be used to describe the anticipated or potential pollutants for the project. Table
2-1 of the SUSMP is reproduced on the following page, with the Priority Development Project
categories applicable to the project highlighted.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 4 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Table 2-1. Anticipated and Potential Pollutants Generated by Land Use Type
Priority
Project
Categories
Detached
Residential
Development
Attached
Residential
Development
Commercial
Development
> 100,000 ft2
Heavy
Industry
/Industrial
Development
Automotive
Repair Shops
Restaurants
Steep
Hillside
Development
>5,000 ft2
Parking Lots
Retail
Gasoline
Outlets
Streets,
Highways &
Freeways
General Pollutant Categories
Sediments
X
X
p(i)
X
X
p(l)
X
Nutrients
X
X
p(l)
X
p(l)
p(l)
Heavy
Metals
X
X
X
X
X
Organic
Compounds
p(2)
X
X(4)(5)
X
x(4)
Trash
&
Debris
X
X
X
X
X
X
X
X
X
X
Oxygen
Demanding
Substances
X
p(0
p(5)
X
X
X
p(l>
X
pl5)
Oil&
Grease
X
p(2)
X
X
X
X
X
X
X
X
Bacteria
&
Viruses
X
pd)
p(3)
X
Pesticides
X
X
p(5)
X
p(l)
X = anticipated
P = potential
(1) A potential pollutant if landscaping exists on-site.
(2) A potential pollutant if the project includes uncovered parking areas.
(3) A potential pollutant if land use involves food or animal waste products.
(4) Including petroleum hydrocarbons.
(5) Including solvents.
Source: City of Carlsbad Standard Urban Storm Water Mitigation Plan, 2010.
Based on the highlighted rows, the anticipated pollutants from the project include sediments,
nutrients, heavy metals, organic compounds, trash & debris, oxygen demanding substances, oil
and grease, bacteria and viruses, and pesticides.
Prepared By:
Rick Engineering Company - Water Resources Division 5
TJT:NM:vs/Report/14826-C.004
9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-II
2.2 Identify Pollutants of Concern in Receiving Waters
Based on Section 2 of the SUSMP, to identify pollutants of concern in receiving waters, the
following analysis shall be conducted and reported in the project's SWMP: (1) for each of the
proposed project discharge points, identify the receiving water(s), including hydrologic unit
basin number(s), as identified in the most recent version of the "Water Quality Control Plan for
the San Diego Basin," prepared by the SDRWQCB; and (2) identify any receiving waters, into
which the developed area would discharge to, included in the "2006 CWA Section 303(d) List of
Water Quality Limited Segments" approved by the SWRCB on October 25, 2006. List any and
all pollutants for which the receiving waters are impaired.
Identification of Receiving Waters
According to the "Water Quality Control Plan for the San Diego Basin," dated September 8,
1994, prepared by the SDRWQCB, the project is located in the following hydrologic unit basin:
Batiquitos Subarea in the San Marcos Hydrologic Area within the Carlsbad Hydrologic Unit.
The corresponding hydrologic unit basin number designation is 904.51 (Region '9', Hydrologic
Unit '04', Hydrologic Area '5', and Hydrologic Subarea '!'). An exhibit has been provided in
Appendix B of this report titled, "Hydrologic Unit for Poinsettia Properties (The Tides)" which
shows the project location within Hydrologic Unit 904.51. Project runoff discharges to an
existing storm drain system in the 1-5 corridor and ultimately discharges into Batiquitos Lagoon.
Identification of Receiving Water Impairments
On October 25, 2006, the SWRCB adopted the "2006 CWA Section 303(d) List of Water
Quality Limited Segments" (2006 303(d) List). According to the 2006 303(d) List, several
creeks within HU 904.51 are identified as an impaired water body, however, each is upstream of
Batiquitos Lagoon and not a receiving water for this particular project. The Pacific Ocean
Shoreline, specifically at Moonlight State Beach is listed for indicator bacteria.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 6 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Pollutants of Concern for the Project
Based on Table 2 and the 2006 CWA Section 303(d) List of Water Quality Limited Segments,
the following are the project's pollutants of concern: sediments, nutrients, heavy metals, organic
compounds, trash and debris, oxygen demanding substances, oil and grease, bacteria and viruses,
and pesticides. The Integrated Low Impact Development (LID) design approach and source
control BMPs will be utilized to treat these pollutants to the maximum extent practicable (MEP).
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 7 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
3.0 SELECTION OF TREATMENT CONTROL BMPs
Treatment control BMPs are designed to remove pollutants contained in storm water runoff.
Methods of pollutant removal include sedimentation settling, filtration, plant uptake, ion
exchange, adsorption, and bacterial decomposition. Treatment control facilities may need to be
used in series as a "Treatment Train" to achieve the desired level of pollutant removal for
different pollutants.
In order to achieve compliance with the criteria in the SUSMP, the integrated Low Impact
Development (LID) design approach has been selected for this project to size Integrated
Management Practices (IMPs). Therefore, selection of treatment control BMPs is not required.
The integrated LID design strategies are discussed in Section 6.0 of this report.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 8 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
4.0 HYDROMODIFICATION STUDY AND FINDINGS
In accordance with the Municipal Permit and final hydromodification management plan (HMP),
Section 2 of the SUSMP states that projects subject to Priority Development Project
requirements might be required to implement measures so that post-development runoff rates and
durations do not exceed pre-project conditions (hydromodification controls). The following
methods may be used to meet HMP mitigation requirements: Design BMPs pursuant to standard
sizing and specification criteria detailed in the SUSMP and the HMP/LID Sizing Calculator, use
the automated sizing calculator (San Diego Sizing Calculator) that will allow project applicants
to select and size IMP treatment devices or flow control basins, use a continuous simulation
model to compare pre-project and mitigated post-project runoff and durations until compliance to
flow control standards can be demonstrated, or identify a specified exemption defined in the
SUSMP and final HMP.
The project discharges to a stabilized conveyance system that extends to a tidally-influenced area
(Section 6.1- Node 7 & 8 of the final Hydromodification Management Plan of San Diego
County). Specifically, the project discharges into an existing storm drain system that ultimately
discharges to Batiquitos Lagoon, located approximately 4000 feet south of the project site.
According to Section 6.1 of the final HMP, the project may be exempt from HMP criteria if the
proposed project discharges to a hardened conveyance system that extends to the Pacific Ocean,
San Diego Bay, a tidally-influenced area, an exempt river reach or reservoir. In order to qualify
for this exemption (per Nodes 7 and 8), the SUSMP states that the existing hardened or
rehabilitated conveyance system must continue uninterrupted to the exempt system. To help
define the criteria, the final Hydromodification Management Plan (HMP) was referenced since
Page 29 of the SUSMP states that the final HMP be referenced when more detailed information
is needed. The alignment and continuation of the existing storm drain system was verified based
on the City of Carlsbad Master Drainage Plan, titled "Master Drainage and Storm Water Quality
Management Plan," dated March 1994. A copy of the exhibit from the Master Drainage Plan is
included in Map Pocket 3 of this report for reference purposes.
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Rick Engineering Company - Water Resources Division 9 9-20-10
Revised: 11-17-10
Revised: 01-26-11
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In order to meet the exemption criteria per Node 7 and 8, the project proponent must demonstrate
that the hardened or rehabilitated conveyance system has capacity to convey the 10-year ultimate
condition flow through the conveyance system. According to Chapter 3 of the Master Drainage
Plan, all existing storm drain lines were analyzed with respect to this criteria and
recommendation made accordingly. Excerpts from the Master Drainage Plan are also included
in Map Pocket 3 of this report for reference. As shown on the MDP Exhibit, the downstream
system for this project was not identified as requiring improvements.
In addition to the exemption criteria for Node 7 and 8, the City of Carlsbad has requested that the
project also meet the exemption criteria per Node 6. Therefore, a biological evaluation letter,
titled "Biological Evaluation of Potential Effects to Biological Resources in Batiquitos Lagoon
Associated with Increase in Stormwater Discharge to a Tributary Upstream of Batiquitos Lagoon
Originating with the Carlsbad 27 project, Located in the City of Carlsbad; San Diego,
California," dated April 1, 2011, was prepared by Glenn Lukos Associates, Inc. to identify and
analyze any potential biological effects of the projects. The copy of the letter is included in
Appendix F of this report. Based on the letter, it was determined that the increase in urban
runoff leaving the project site will not have detrimental effect upon, or result in habitat
conversion of, the receiving water body, Batiquitos Lagoon. Therefore, the project will be
exempt from the final Hydromodification Management Criteria.
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Rick Engineering Company - Water Resources Division 10 9-20-10
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5.0 DRAINAGE STUDY
Pursuant to the Storm Water Management Plan (SWMP) Requirements Checklist, a drainage
study is not required to compare pre-and post-development runoff rates since the project
incorporates the integrated LID approach to meet the criteria in the SUSMP. However, a
drainage study was prepared to compute storm water runoff from the project area and size
proposed storm drains. A drainage study, titled "Drainage Study for Poinsettia Properties (The
Tides)," dated January 26, 2011 or any revision thereafter (prepared by Rick Engineering
Company, Job No. 14826-C), presents hydrologic and hydraulic analyses for the project.
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Rick Engineering Company - Water Resources Division 11 9-20-10
Revised: 11-17-10
Revised: 01-26-11
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6.0 INTEGRATED LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES
The following discussion addresses requirements of Section 4 of the SUSMP. As listed in the
section, projects subject to Priority Development Project requirements, at minimum, must
implement an integrated low impact development (LID) approach to develop and size Integrated
Management Practices (IMPs) or "Alternatives to LID Design," which requires you to show how
you satisfy each stormwater objective separately.
The project will implement an integrated LID approach to meet criteria described in the SUSMP.
As an approach to Integrated LID design, the following sections will discuss LID strategies for
managing runoff from the project.
6.1 Optimization of Site Layout
The project is located on the previously mass-graded lot and there are no creeks, wetlands and
riparian habitats that the project needs to be set back from. Therefore, the project is not
disturbing natural areas.
Wherever feasible, landscape and vegetated areas will be utilized to minimize directly connected
impervious areas. In order to maximize canopy interception and water conservation, the project
will provide native or drought tolerant vegetation for proposed landscape areas and include trees
for canopy interception.
6.2 Use of Pervious Surfaces
The access road in the northwest corner of the project will utilize a pervious surface, specifically
Grass Pave 2 (or equivalent).
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6.3 Dispersal of Runoff to Pervious Areas
Where feasible, the project site incorporates landscaping areas on the site that collect runoff from
impervious surfaces prior to collection into the storm drain system. Portions of roof top runoff
will be discharged to the adjacent landscaping area before getting into the storm drain system.
Also, the sidewalk is designed as non-contiguous, thereby allowing sidewalk runoff to flow
across the vegetated parkway prior to conveyance within the street.
6.4 Use of Integrated Management Practices
The term "Integrated Management Practice" (IMP) refers to a facility that provides small-scale
treatment, retention, and/or detention and is integrated into site layout, landscaping and drainage
design. Following tables of the City SUSMP have been evaluated to determine appropriate IMPs
for treatment of runoff potentially containing most pollutants of concern. The tables are renamed
as Table 6-1 and 6-2 and reproduced below.
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Table 6-1. Grouping of Potential Pollutants of Concern by Fate during Stormwater
Treatment
Pollutants of
Concern
Coarse
Sediment and
Trash
Pollutants
that tend to
associate with
fine particles
during
treatment
Pollutants
that tend to
be dissolved
following
treatment
*Bioretention
Facilities
(LID)
High
High
Medium
Settling
Basins
(Dry Ponds)
High
High
Low
Wet Ponds
and Wetlands
High
High
Medium
Infiltration
Facilities or
Practices
(LID)
High
High
High
Media
Filters
High
High
Low
High-rate
biofilters
High
Medium
Low
High-rate
media
filters
*High
*Medium
*Low
Trash
Racks &
Hydro-
dynamic
Devices
High
Low
Low
Source: City of Carlsbad Standard Urban Storm Water Mitigation Plan, 2010.
Table 6-2. Groups of Pollutants and Relative Effectiveness of Treatment Facilities
Pollutant
Sediment
Nutrients
Heavy Metals
Organic Compounds
Trash & Debris
Oxygen Demanding
Bacteria
Oil & Grease
Pesticides
Coarse Sediment and
Trash
X
X
Pollutants that tend to
associate with fine particles
during treatment
X
X
X
X
X
X
X
X
Pollutants that tend to be
dissolved following
treatment
X
Source: City of Carlsbad Standard Urban Storm Water Mitigation Plan, 2010.
Prepared By:
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JJT:NM:vs/Report/14826-C.004
9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Following Integrated Management Practices (IMPs) are considered appropriate for treatment of
runoff potentially containing most pollutants of concern and listed in Section 4 of the SUSMP:
• Bioretention facilities, which can be configured as swales, free-form areas, or planters to
integrate with your landscape design - Not Selected
• Flow-through planters, which can be used near building foundations and other locations
where infiltration to native soils is not desired - Not Selected
• Dry wells, which can be used only where soils are permeable - Not Selected
• Cisterns, in combination with a bioretention facility - SELECTED
In order to determine the most appropriate IMP (or combination thereof) for the project, several
design alternatives were considered, including locating bioretention areas within each lot and
within the parkway for the street; utilizing pervious pavement within the street; and utilizing the
northwest corner of the project as a combined park and IMP location. The grades from east to
west are steep and slopes along the front and side of the majority of lots made bioretention on
each lot difficult to achieve. The street slopes allowed for pervious pavement along the north-
south private driveway, however, a supplemental letter prepared by the geotechnical engineer
(Earth-Strata, Inc.), dated January 25, 2011, explains that storm water should be controlled and
not allowed to infiltrate throughout the site. A copy of the supplemental letter is included in
Appendix E of this report. The northwest location is the low point for the project, therefore, it
was determined as the most practical location for an IMP. The project layout required sump
locations and did not allow for surface runoff of the entire 5-acre site to reach the park. As a
result, an onsite storm drain system was needed, resulting in the selected IMP approach to utilize
an underground cistern below the park, with an adjacent bioretention facility to treat the water
quality storm event over approximately 24-hours of drawdown from the cistern.
Pursuant to the above descriptions of each category of IMPs, along with the constraints and
opportunities that were evaluated with the project design, cistern with bioretention facility is
the most suitable IMP for the project.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 15 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
7.0 DOCUMENTATION OF DRAINAGE DESIGN
As stated in Section 4 of the SUSMP, the design documentation procedures begin with
delineation of Drainage Management Areas (DMAs) prior to sizing each Integrated Management
Practice (IMP). A brief description of the cistern with bioretention facility sizing is discussed
below. For additional documentation of Drainage Management Areas (DMAs) and Integrated
Management Practices (IMPs), please refer to the IMP sizing calculations in Appendix C and
DMA/IMP exhibit in Map Pocket 1 of this report. A copy of the Single-sheet BMP exhibit has
been included in Map Pocket 2 of this report for reference purposes.
Cistern with Bioretention Facility
• The cistern includes an orifice design at the outlet to restrict flow to provide a 24-hour
drawdown time.
• Based on an orifice opening of 1.50 inches, the maximum discharge rate from the orifice is
approximately 0.126 cfs.
• The minimum area of the bioretention facility is provided to treat the maximum discharge
rate from the orifice based on a percolation rate of 5" per hour through the engineered soil.
• The outlet pipe from the cistern to the bioretention facility is 6" in diameter, which is greater
than the minimum 2" requirement based on page 93 of the City SUSMP.
• The bioretention portion of the facility includes a perforated PVC underdrain and a 12"xl2"
atrium drain to adequately convey the maximum discharge rate entering the bioretention
area.
• Since an orifice opening of 1.50 inches can be prone to clogging due to debris, several design
features are included:
pre-treatment device upstream of cistern facility to help collect trash and debris
two (2) access points at the inlet and outlet locations of the cistern
a bypass system that ensures low-flows are conveyed to the cistern with
bioretention facility; however, allows overflow and larger storm events to bypass
directly to the downstream storm drain system.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 16 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
8.0 SOURCE CONTROL BMPs
The term "source control BMP" refers to land use or site planning practices, or structures that
aim to prevent urban runoff pollution by reducing the potential for contamination at the source of
pollution. Source control BMPs minimize the contact between pollutants and urban runoff. The
following discussion identifies the source control BMPs for the project.
Table 8-1. Permanent and Operational Source Control Measures
Potential source of
runoff pollutants Permanent source control BMPs Operation source control BMPs
On-site storm drain
inlets
Mark all inlets with the words "No
Dumping! Flows to Bay" or similar
(i.e. Lagoon/Ocean)
Maintain and periodically repaint or
replace inlet markings.
Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.
See applicable operation BMPs in Fact
Sheet SC-44, "Drainage System
Maintenance in the CASQA
Stormwater Quality Handbooks at
www. cabmphandbooks .com
Landscape / Outdoor
Pesticide Use
Design landscaping to minimize
irrigation and runoff, to promote
surface infiltration where appropriate,
and to minimize the use of fertilizers
and pesticides.
Consider using pest-resistant plants.
To insure successful establishment,
select plants appropriate to site soils,
slopes, climate, sun, wind, rain, land
use, air movement, ecological
consistency, and plant interactions.
Maintain landscaping using minimum
or no pesticides.
See applicable operation BMPs in Fact
Sheet SC-41, "Building and Grounds
Maintenance," in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
Provide IPM information to new
owners, lessees and operators.
Prepared By:
Rick Engineering Company - Water Resources Division 17
JJT:NM:vs/Report/14826-C.004
9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
9.0 OPERATION AND MAINTENANCE
The owner will ensure the ongoing maintenance for the permanent stormwater facilities proposed
for the project. The owner will be responsible for properly disposing of waste material from
their assumed areas within the project site, maintaining landscaping throughout those areas in a
manner that will prevent soil erosion and minimize sediment transport, and maintaining drainage
facilities located throughout the project area in a clean manner and in good repair. In addition,
the owner will be responsible for maintaining all stormwater facilities
Typical Maintenance Procedures for Stormwater Facilities
The following stormwater facilities require permanent maintenance: pre-treatment facility (i.e.
BaySeparator 4x4 System), underground detention facility as cistern (i.e. StormTrap -
SingleTrap), and bioretention facility. The discussions below provide inspection criteria,
maintenance indicators, and maintenance activities for the stormwater facilities.
Pre-treatment Facility (Le. BaySeparator FS 4x4 Low-flow System)
The pre-treatment facility is intended only as pre-treatment purposes such as collecting
sediments and large debris. The pre-treatment facility should require inspection, general
maintenance and cleaning so it can remain free of litter, debris and sediment.
The following are typical maintenance activities for pre-treatment facility:
• Remove accumulated sediment, trash and debris from the vault. Remove any accumulated
material obstructing inlet or outlet facilities.
• Inspect inlet and outlet facilities and/or other internal parts as applicable for structural
integrity, and repair or replace if necessary.
• Refer to the manufacturer's specifications for maintenance procedures.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 18 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Underground Detention Facility (Le. StormTrap — SingleTrap)
The underground detention facility is not intended as a treatment facility, however it will require
maintenance. The underground detention system should require inspection, general maintenance
and cleaning so it can remain free of litter, debris and sediment.
The following are typical maintenance activities for underground detention facility:
• Remove accumulated sediment, trash and debris from the vault. The vault can be accessed
using two access points: at the inflow and outflow locations. Remove any accumulated
material obstructing inlet or outlet facilities.
• Inspect inlet and outlet facilities and/or other internal parts as applicable for structural
integrity, and repair or replace if necessary. This includes the restrictor plate located in the
downstream cleanout structure of the detention system.
• For manufactured modular detention products, adhere to the manufacturer's specifications
for maintenance procedures.
Refer to StormTrap for more information on maintenance activities.
Bioretention Facility
• Inspect bioretention areas at least twice annually for erosion, damage to vegetation, and
sediment and debris accumulation, preferably at the start and end of the wet season to be sure
the area is ready for winter and to schedule follow-up maintenance, if necessary. Inspection
should also occur after periods of heavy runoff to ensure continued functionality of each
system (i.e. - 0.5 inch storm events or greater).
• Grass height and mowing frequency (if appropriate) may not have a large impact on pollutant
removal. Consequently, mowing may only be necessary once or twice a year for safety or
aesthetics or to suppress weeds and woody vegetation.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 19 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
• Trash tends to accumulate in bioretention areas. The need for litter removal is determined
through periodic inspection, but litter should always be removed prior to mowing.
• Sediment accumulating in bioretention areas should be removed when it builds up to 75 mm
(3 in.) at any spot, or covers vegetation.
• Regularly inspect bioretention areas for pools of standing water. Bioretention areas can
become a nuisance and promote mosquito breeding in standing water if obstructions develop
(e.g. debris accumulation, invasive vegetation) and/or if proper drainage is not implemented
and maintained.
• Outfall locations that enter or exit facilities should be checked for erosion, ponding,
trash/debris, and other structural damage.
In addition to the stormwater facilities intended as part of the IMP design, the following
identifies additional LID and source control BMPs that required routine inspection and
maintenance:
Landscaped Areas
Inspection and maintenance of the vegetated areas may be performed by the landscape
maintenance contractor.
During inspection, the inspector shall check for the maintenance indicators given below:
• Erosion in the form of rills or gullies
• Ponding water
• Bare areas or less than 70% vegetation cover
• Animal burrows, holes, or mounds
• Trash
Routine maintenance of vegetated areas shall include mowing and trimming vegetation, and
removal and proper disposal of trash.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 20 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
If erosion, ponding water, bare areas, poor vegetation establishment, or disturbance by animals
are identified during the inspection, additional (non-routine) maintenance will be required to
correct the problem. For ponding water or erosion, see also inspection and maintenance
measures for irrigation systems. In the event that any non-routine maintenance issues are
persistently encountered such as poor vegetation establishment, erosion in the form of rills or
gullies, or ponding water, the party responsible to ensure that maintenance is performed in
perpetuity shall consult a licensed landscape architect or engineer as applicable.
As applicable, IPM procedures must be incorporated in any corrective measures that are
implemented in response to damage by pests. This may include using physical barriers to keep
pests out of landscaping; physical pest elimination techniques, such as, weeding, squashing,
trapping, washing, or pruning out pests; relying on natural enemies to eat pests; or proper use of
pesticides as a last line of defense. More information can be obtained at the UC Davis website
(http ://www. ipm.ucdavis. edu/WATER/U/index.html).
Concrete Stamping
Inspection/maintenance of the concrete stamping may be performed by the building/facilities
maintenance contractor or other employees of the project owner, as applicable. In addition, there
may be storm drain maintenance contractors who will perform this service for a fee.
During inspection, the inspectors) shall check for the maintenance indicators given below:
• Faded, vandalized, or otherwise unreadable concrete stamping
There are no routine maintenance activities for the concrete stamping. If inspection indicates the
concrete stamping is intact, no action is required.
If inspection indicates the concrete stamping is not legible, the concrete stamping shall be
repaired or replaced as applicable.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 21 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Irrigation Systems
mm
ma Inspection and maintenance of the irrigation system may be performed by the landscape
*** maintenance contractor.
<MH
*" During inspection, the inspector shall check for the maintenance indicators given below:
«H
*" • Eroded areas due to concentrated flow
• Ponding water
• Refer to proprietary product information for the irrigation system for other maintenance
indicators, as applicable
Refer to proprietary product information for the irrigation system for routine maintenance
activities for the irrigation system, as applicable. If none of the maintenance indicators listed
*** above are identified during inspection of the irrigation system, no other action is required.
*"' If any of the maintenance indicators listed above are identified during the inspection, additional
(non-routine) maintenance will be required to restore the irrigation system to an operable
condition. If inspection indicates breaks or leaks in the irrigation lines or individual sprinkler
heads, the affected portion of the irrigation system shall be repaired. If inspection indicates
'* eroded areas due to concentrated flow from the irrigation system, the eroded areas shall be
repaired and the irrigation system shall be adjusted or repaired as applicable to prevent further
*"* erosion. If inspection indicates ponding water resulting from the irrigation system, the irrigation
system operator shall identify the cause of the ponded water and adjust or repair the irrigation
*"' system as applicable to prevent ponding water. Refer to proprietary product information for the
•- irrigation system for other non-routine maintenance activities as applicable.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 22 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Inspection and Maintenance Frequency
Typically, maintenance requirements are site and product specific, and will depend on the
particular land use activities and the amount of gross pollutants and sediment generated within
the drainage areas. If it is determined during the regularly scheduled inspection and routine
maintenance that the BMPs/IMPs require more frequent maintenance to remove accumulated
sediment, trash or debris, it may be necessary to increase the frequency of inspection and routine
maintenance.
The Table below lists the stormwater facilities to be inspected and maintained and the minimum
frequency of inspection and maintenance activities.
Table 9-1. Summary Table of Inspection and Maintenance Frequency (Minimum)
BMP / IMP
Pre-treatment Facility (i.e.
BaySeparator FS 4x4 Low-
flow System)
Underground Detention
Facility (i.e. StormTrap -
SingleTrap)
Bioretention Facility
Landscaped Areas
Concrete Stamping
Irrigation Systems
Inspection
Frequency
Twice a year,
and after major
storm events
Twice a year,
and after major
storm events
Twice a year,
and after major
storm events
Monthly
Annual
Monthly
Maintenance Frequency
Routine maintenance to remove accumulated materials such as trash
and debris: twice a year, on or before September 30th
As-needed maintenance based on maintenance indicators in this
section
Routine maintenance to remove accumulated materials such as trash
and debris: twice a year, on or before September 30th
As-needed maintenance based on maintenance indicators in this
section
Routine maintenance to remove accumulated materials such as trash
and debris: twice a year, on or before September 30th As-needed
maintenance based on maintenance indicators in this section
Routine mowing and trimming and trash removal: monthly
Non-routine maintenance as-needed based on maintenance indicators
in this section
As-needed based on maintenance indicators in this section
As-needed based on maintenance indicators in this section
Prepared By:
Rick Engineering Company - Water Resources Division 23
JJT:NM:vs/Report/14826-C.004
9-20-10
Revised: 11-17-10
Re vised: 01-26-11
Revised: 04-05-11
Qualifications of Maintenance Personnel
The LID and treatment control BMPs or IMPs are features that are integrated into site layout,
landscaping and drainage design. The typical maintenance activities for landscaped areas and
bioretention facility can generally be accomplished by typical landscape maintenance personnel.
However, maintenance of the pre-treatment device and underground detention facility (i.e.
StormTrap SingleTrap) may involve handing of potentially hazardous material; therefore, the
maintenance operator must be trained in handling and disposing of hazardous waste. The
contracting of additional services may be necessary if non-routine cleaning, disposal or repair is
required for any of the project's stormwater facilities.
If evidence of illegal dumping of hazardous materials is identified in a stormwater facility, the
illegally dumped materials shall be cleaned up and property disposed of. Specialized clean up
and disposal of illegally dumped hazardous materials may be outside of the owner expertise. In
this event, the owner shall contract for additional cleaning and disposal services as necessary if
non-routine cleaning and disposal is required.
Record Keeping Requirements
The owner is responsible to ensure implementation and funding of maintenance of permanent
BMPs and shall maintain records documenting the inspection and maintenance activities. Parties
responsible for the operation and maintenacne shall retain records for at least 5 years.
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 24 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
10.0 SWMP CERTIFICATION STATEMENTS
Preparer's Certification
The selection, sizing, and preliminary design of stormwater treatment and other control measures
in this plan meet the requirements of Regional Water Quality Control Board Order R9-2007-
0001 and subsequent amendments.
s Jap<
E#7C
-dl
/ / Date
R.C.E#V0649,'Exp. 06/1
Jajfiia-T^riba/~ f Datei\
Owner's Certification
I certify that, as owner of the property described herein, I have read and understand the
requirements of this Storm Water Management Plan (SWMP) and that I am responsible for
ensuring that all storm water treatment measures described within said SWMP will be properly
implemented, monitored and maintained.
L)
Darren Bolton Date
1500 S. Haven Avenue, Suite 100
Ontario, CA 91761
(909) 937-3270
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 25 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
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APPENDIX A
City of Carlsbad
Storm Water Standards Questionnaire
Prepared By: JJT:NM:vs/Report/14826-C.004
•j Rick Engineering Company - Water Resources Division 9-20-10
• Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
I
t
^ CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
INSTRUCTIONS:
To address post-development pollutants that may be generated from development projects, the City requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BWIP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To
view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards.
Initially this questionnaire must be completed by the applicant in advance of submitting for a development application
(subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of
storm water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria
called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the
storm water standards applied to a project.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts.
City staff has responsibility for making the final assessment after submission of the development application. If staff
determines that the questionnaire was incorrectly fitted out and is subject to more stringent storm water standards than
initially assessed by you, this will result in the return of the development application as incomplete. In this case, please
make the changes to the questionnaire and resubmit to the City.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A separate completed and signed questionnaire must be submitted for each new development application submission.
Only one completed and signed questionnaire is required when multiple development applications for the same project
are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat
Assessment Form with construction permits for the project.
Please start by completing Section 1 and follow the instructions. When completed, sign the form at the end and submit
this with your application to the tity. •
SECTION 1 l\IEWOSVEL£f*M!NT
Does your project meet one or more of the following criteria:
1. Houslna subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes,
condominium and apartments
2. Commercial -greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals;
laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial
nurseries; muttf-apartrnent buildings; car wash facilities; mini-mails and other business complexes; shopping malls;
hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities.
3. Weavy Industrial J Industry- Greater titan 1 acre, Examples: manufacturina plants, food processina plants, metal
Working facilities, printing plants, arid fleet storage areas (bus, truck, etc.).
4. Automotive repair shop. A facility categorized In any one of Standard Industrial Classification (SIC) codes 5013,
5014, 5541, 7532-7534, and 7536-7539
5, Restaurants. Any facility that sells prepared foods and drinks for consumption. Including stationary lunch counters
and refreshment stands selling prepared foods and drinks for Immediate consurnpaon (SIC code 5812), where the
land area for development is greater than 5,000 square feet. Restaurants where land development Is less than 5,000
square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria
requirements and hydro-modification requirements.
YES
y
NO
/
/
V
/
E-34 Page 1 of 3 REV 1/14/11
C If Y OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Develoamen t Services
Land Development Engineering
1635 Faraday Avenue
766-602-2750
www.carlsbadca.gov
Hillside development, Any development thai: creates more than 5,000 square feet of impervious surface and is
located in an area With khdwn erosive soil conditions, where the development Will grade on any natural slope that is
twenty-five percent (25%) or flfeater.
7. Environmentally Sensitive Area (ESA)\ All development located within or directly adjacenr to or discharging
directly3 to an ESA (wher<9 discharges from the development or redevelopment will enter receiving waters within the
ESiA), which either creates 2,500 square feet or more of impervious surface on a proposes! project site or increases
the area of Impervlousness of a proposed project site 10% or more of Its naturally occurring condition.
8. Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban
runoff
9. Streets, roads, highways, and freeways. Any paved surface that is 5,000 square feet or greater used for the
transportation of automobiles, trucks, motorcycles, and other vehicles
10, Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet Z.
11. Coasfaf Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than
2500 square feet of impervious surface or (2) increases impervious surface on property by more than 10%,
12. Mom than 1-acre of disturbance. Project results in the disturbance of 1-acre or more of land and is considered a
Pollutant-generatihg Development Project*
1 Environmentally Sensitive Areas Include but are not limited lo all Clean Water Act Section 303(d) Impaired water bodies; areas designated as Areas of Special
Biologloal Slgnlfioanise by the Siate Water Resources Contra! Board (Water Quality Control Plan for the San Piago Basin (19S4) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Wator Quality Control Plan for the San Diego Basin (1994) and amendments);
areas: designated as preserves or their equivalent under the Mulli Species Conservation Program Within the Cities and County Of San Diego; and any other equivalent
environmentally sensitive areas which have been Identified by the Copermltlees.
2 "Directly adjacent'1 means situated within 200 feet of the Environmentally Sensitive Area.
3 "Discharging directly to* means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and
not commingled With flow from adjacent lands.
4 Pollutant-generating Development projects are those projects that generate pollutants at levels greater than background levels. In general, these Include all projects
that contribute to an exceedance to an Impaired Water body or which create new Impervious surfaces greater than 50DO square feet and/or Introduce new landscaping
areas that require routine use of fertilizers and pesticides. In most Cases linear pathway projects that are for Infrequent vehicle use, such as emergency or maintenance
access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or If they sheet flow to
surrounding pervious surfaces.
INSTRUCTIONS:,
Section 1 Results:
If you answered YES to ANY of the questions above, your project is subject to Priority Development Project requirements. Skip Section 2 and
please proceed to Section 3. Check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. Additional storm water
requirements will apply per the SUSMP.
If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the Instructions.
E-34 Page 2 of 3 REV 1/14/11
CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Deyelapment Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
SIGNIFICANT REDEVELOPMENT
INSTRUCTIONS: Complete the questions below regarding your project YES NO
1. Project results iti the disturbance of 1 -acre or more of land and is considered a Pollutant-generating Development
Project *?
INSTRUCTIONS: If you answered NO, please proceed to question 2.
If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT
requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements' box In Section 3 below.
2, Is the project redeveloping an existing priorily project type? (Priority projects are defined in Section 1)
INSTRUCTIONS: If you answered YES, please proceed to question 3.
If you answered NO, then you ARE NOT a significant redevelopment gnd your project is subject to STANDARD STQRMWATER
REQUIREM ENTS. Please check the 'does not meet POP requirements" box in Section 3 below,
3. Is the work limited to trenching and resurfacing associated with utility work; resurfacing and reconfiguring surface
parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged
pavement such as pothole repair? Resurfacing/reconfiguring parking lots Is where the work does not expose underlying soil
during construction.
INSTRUCTIONS: tf you answered NO, then proceed to question 4.
If you answered YES; then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the 'does not meet POP requirements" box in Section 3 below. .
4. Will your redevelopment project createj replace, or add at least 5,000 square feet of impervious surfaces on existing
developed properly or will your project be located within 200 feet of the Pacific Ocean and (1) create 2500 square feet or
more of Impervious surface or (2) increases impervious surface on the property fay more than 10%? Replacement of
existing impervious surfaces includes any activity that is not part of routine maintenance where impervious material(s) are
removed, exposing underlying soil during construction.
INSTRUCTIONS: If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT
PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Review
SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site.
If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet POP requirements" box in Section 3 below.
*for definition see Footnote 4 on page 2
SECTION 3 QUESTIONNAIRE RESULTS
rf
a
My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria
per the SUSMP and I understand! must prepare a Storm Water Managerneht Plan for submittal at timeof application. I understand
flow control (hydromodficatlon)requiremehts may apply to niy project Refer to SUSMP for details.
My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the
SUSMP. As part of these requirements, I will Incorporate low impact development strategies throughout my project.
Applicant Information and Signature Box Th&Boxtar City U«a Only
Address:
Applicant Name:
T^C^wl$LE.O CxalT-^A
Applicant Signature:
\>^>N.
Assessor's Parcel Numbers):
2.14-4-1 t -53
Applicant Title:
Date:
City Concurrence:
By:
YES NO
Dale:
Project ID;
E-34 Page 3 of 3 REV 1/14/11
APPENDIX B
Hydrologic Unit Map
Prepared By; JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
FREEWAYS
HIGHWAYS
MAJOR ROADS
STREAMS
HYDROLOGIC BASINS
RICK 1 inch equals 6,000 feet
ENGTNEERINGCOMMNY ° 3'000 6'000 12'000
™"™I^f^^ff^T?^^"111 EXHIBIT DATE: 1/26/2011 REC JN: 14826-C
GIS SERVICES DIVISION R:\14826\GIS\xl4826C_HydrologicUnitBaseMap.mxd
HYDROLOGIC UNIT FOR
POINSETTIA PROPERTIES
(THE TIDES)
THIS PROJECT LOCATED WITHIN
THE CITY OF CARLSBAD
APPENDIX C
Water Quality Treatment Calculations
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
I j 1 i I l I i l i I 1 I i i ( f i r r i i i i i i i i i
J-14826-C
Poinsettia Properties (The Tides)January 26.2011
Integrated Management Practice (IMP) Sizing Calculations
Cistern with Bioretention Facility
DMA Name
A-1
A-2
Total
DMA
(ft2)
112603
92129
204732
Surface Type
Impervious Area
(55%) - Roof,
Sidewalk, Street
Pervious Area (45%) -
Landscaped/Vegetate
d Area, Grasscrete,
Park
Runoff Factor
1.0
0.1
Area X Weighted
Runoff Factor
112603
9213
121816
85th Percentile Rainfall
(Inches)
0.60
Required WQ Volume for
Cistern
(«')
6091
Discharge Orifice
Opening Size per
HEC-1 Analyses
(inches)
1.50
Maximum Outflow Qmu
from the Orifice
(cfs ')
0.126
Minimum Size2
(ft2)
1089
Size Planned
(ft2)
1115
Note:
1. "cfs" = cubic feet per second
2. The calculation assumes areas from the northwest comer of the project (Lot 6) to drain to the IMP; however, in reality, runoff from this area will be collected by the downstream cleanout location.
Therefore, this area will be considered as "self-treating" area. Areas from Lot 12 and 31 are also "self-treating" areas, but not considered in the sizing calculation.
Note: 121816ft2x0.60inx(1 ft/12 in) = 6091 ft3
J-14826-C
Poinsettia Properties (The Tides)
January 26, 2011
Rating Curve - Backup
"d" of orifice opening (in):
Orifice Coefficient:
Basin Floor Elevation, h (ft):
1.5
0.6
0.0
SE
(feet)
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
sv
(ft3)
0
532
1202
1870
2536
3204
3870
4540
5209
5877
6542
SV
(acres)
0.000
0.012
0.028
0.043
0.058
0.074
0.089
0.104
0.120
0.135
0.150
SQ
(cfs)
0.000
0.039
0.057
0.071
0.082
0.092
0.101
0.110
0.117
0.124
0.131
Note:
Orifice Equation: CA(2gh)A(1/2)
i i t i I i I i i i i i , i , i i * , t
®
PRECAST CONCRETE MODUUR STORM WATER DETENTION
P.O. BOX 782 - MORRIS IL • 87-STORMTRAP • WWW.STORMTRAP.COM
Novembers, 2010
Page 1 of 2
CARLSBAD TRACT CT 05-10 - CARLSBAD, CA
STAGE STORAGE BREAKDOWN
5'- 0" SINGLETRAP
TOTAL VOLUME: 6542 (C.F.)
.5' Storage 1' Storage 1.5' Storage
Nobuya Murakami
Rick Engineering Company
5620 Friars Road
San Diego, CA 92110
2' Storage
I ypo rr
1
2
3
4&5
6
7
36.00 x
16.00 x
38.00 x
17.00 x
40.50 x
18.50 x
Total Storage @
6
6
4
4
0
0
.5' of Depth:
216
96
152
68
0
0
532
2.5' Storage
Type*
1
2
3
4&5
6
7
Total
Volume x
220.50 x
103.50 x
214.50 x
100.50 x
208.50 x
97.50 x
Quantity =
6
6
4 =
4
0
0
Storage @ 2.5' of Depth:
Subtotal
1323
621
858
402
0
0
3204
1 82.00 x 6
2 38.00 x 6
3 82.50 x 4
4&5 38.00 x 4
6 82.50 x 0
7 38.00 x 0
Total Storage @ 1' of Depth:
3' Storage
Type* Volume x Quantity =
1 267.00 x 6
2 125.00 x 6
3 258.50 x 4
4&5 121.00 x 4
6 250.50 x 0
7 117.00 x 0
Total Storage @ 3' of Depth:
4.5' Storage
Type # Volume x Quantity =
1 405.50 x 6
2 191.00 x 6
3 391.00 x 4
4&5 183.50 x 4
6 376.50 x 0
7 176.50 x 0
Total Storage @ 4.5' of Depth:
492
228
330
152
0
0
1202
Subtotal
1602
750
1034
484
0
0
3870
Subtotal
2433
1146
1564
734
0
0
5877
1 128.50 x 6
2 59.50 x 6
3 126.50 x 4
4&5 59.00 x 4
6 124.50 x 0
7 58.00 x 0
Total Storage @ 1.5' of Depth:
3.5' Storage
Type* Volume x Quantity =
1 313.00 x 6
2 147.00 x 6
3 303.00 x 4
4&5 142.00 x 4
6 292.50 x 0
7 137.00 x 0
Total Storage @ 3.5' of Depth:
5' Storage
Type # Volume x Quantity =
1 451.50 x 6
2 212.50 x 6
3 435.00 x 4
4&5 204.50 x 4
6 418.50 x 0
7 196.00 x 0
Total Storage @ 5' of Depth:
771
357
506
236
0
0
1870
lypcir
1
2
3
4&5
6
7
174.50 x
81.50 x
170.50 x
79.50 x
166.50 x
77.50 x
6
6
4 =
4 =
0
0
Total Storage @ 2' of Depth:
1047
489
682
318
0
0
2536
4' Storage
Subtotal
1878
882
1212
568
0
0
4540
Subtotal
2709
1275
1740
818
0
0
6542
Type*
1
2
3
4&5
6
7
Volume x
359.50 x
169.00 x
347.00 x
162.50 x
334.50 x
156.50 x
Quantity =
6
6
4
4
0
0
Total Storage @ 4' of Depth:
Subtotal
2157
1014
1388
650
0
0
5209
SINGLETBAP GET THE PRECAST ADVANTAGE!DOUBLETRAPmasratiacnmouAtstm maisKwrnau
J-14826-C
Poinsettia Properties
January 26, 2011
Drawdown Time Calculations
Note: Following data were obtained from TAPE 21 as resulted from HEC-1 analyses.
Each ordinate = 10 minutes
WQV
(acre-feet)
Ordinate
0
100
200
300
400
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
1800
1900
2000
2100
2200
2300
2400
2500
2600
2700
2800
2900
3000
3100
3200
3300
3400
3500
3600
3700
3800
3900
0.140
1st
0
0.081
0.474
0.707
0.128
0.12
0.113
0.105
0.096
0.089
0.081
0.073
0.065
0.057
0.049
0.042
0.031
0.02
0.013
0.008
0.005
0.003
0.002
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
@
2nd
0.008
0.086
2.073
0.594
0.127]
0.119
0.112
0.104
0.096
0.088
0.08
0.073
0.064
0.057
0.048
0.041
0.03
0.019
0.012
0.008
0.005
0.003
0.002
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
WSEL
(ft)
3rd
0.024
0.09
1.401
0.574
0.126|
0.118
0.111
0.103
0.095
0.087
0.08
0.072
0.064
0.056
0.048
0.041
0.028
0.018
0.012
0.007
0.005
0.003
0.002
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4.67 .
4th
0.04
0.095
2.791
0.5
0.125
0.118
0.111
0.102
0.094
0.086
0.079
0.071
0.063
0.055
0.047
0.04
0.027
0.017
0.011
0.007
0.005
0.003
0.002
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
>
5th
0.047
0.1
6.752
0.5
0.125
0.117
0.11
0.101
0.093
0.086
0.078
0.07
0.062
0.054
0.046
0.04
0.026
0.017
0.011
0.007
0.004
0.003
0.002
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
^out, max
(cfs)
6th
0.054
0.105
7.92
0.44
0.124
0.116
0.109
0.101
0.093
0.085
0.077
0.07
0.061
0.053
0.045
0.039
0.025
0.016
0.01 1
0.006
0.004
0.003
0.002
0.001
0.001
0
0
0
0
0
0
0
0
.0
0
0
0
0
0
0
0.126
7th
0.06
0.11
1.656
0.131
0.123
0.116
0.108
0.1
0.092 .
0.084
0.076
0.069
0.06
0.052
0.045
0.037
0.024
0.015
0.01 1
0.006
0.004
0.003
0.002
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8th
0.066
0.115
1.165
0.13
0.122
0.115
0.107
0.099
0.091
0.083
0.076
0.068
0.06
0.051
0.044
0.036
0.023
0.015
0.009
0.006
0.004
0.002
0.002
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9th
0.071
0.12
0.948
0.13
0.121
0.114
0.107
0.098
0.09
0.083
0.075
0.067
0.059
0.051
0.043
0.034
0.022
0.014
0.009
0.006
0.004
0.002
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10th
0.076
0.126
0.791
0.129
0.121
0.113
0.106
0.097
0.089
0.082
0.074
0.066
0.058
0.05
0.043
0.032
0.021
0.013
0.008
0.005
0.003
0.002
0.001
0.001
0.001
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Drawdown Time (hours):24.0 (Measured = 0.01 cfs) (OK)
' * FLOOD HYDROGRAPH PACKAGE (HEC-1)
( * JUN 1998
* VERSION 4.1
* RUN DATE 18JAN11 TIME 13:42:08
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
ASA LOU PLOW
X XXXXXXX XXXXXX
XXX XX
XXX X
XXXXXXX XXXX X
X XX X
XXX XX
X X XXXXXXX XXXXX
XXXXX
X
XX
X
X
X
X
XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE: GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT . PAGE
LINE ID 1 2 3 4 5 6 7 8 9 10
*DIAGRAM
FREE ***
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
ID
ID
ID
ID
IT
10
KK
KO
KM
KM
KM
KM
KM
KM
KM
KM
BA
IN
QI
QI
QI
QI
QI
QI
KK
KO
RS
SV
SV
SQ
SQ
SE
SE
ZZ
J-14826-C; POINSETTIA PROPERTIES (THE TIDES)
INTEGRATED MANAGEMENT PRACTICE - CISTERN WITH BIORETENTION FACILITY
THE PURPOSE OF THIS ANALYSES IS TO DETERMINE A DRAWDOWN TIME - STORM TRAP
JANUARY 18, 2011 FILE NAME: CTPLF.HC1
10 01JAN90 1200 400
50
CTPLF
2 2 0 0 21
RUN DATE 9/16/2010
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001, RICK ENGINEERING COMPANY
6HR RAINFALL IS 2.5 INCHES
RATIONAL METHOD RUNOFF COEFFICIENT IS 0.6
RATIONAL METHOD TIME OF CONCENTRATION IS 9 MIN.
FOR THIS DATA TO RUN PROPERLY THIS IT CARD MUST BE ADDED TO YOUR HEC-1
IT 2 01JAN90 1200 200
0.0073
9 01JAN90 1153
0 0 0.4 0.4 0.5 0.5 0.5 0.5 0.5
0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8
0.9 1 1.1 1.2 1.5 1.7 2.5 2.4 13.9
1.4 1.1 0.9 0.8 0.7 0.6 0.6 0.5 0.5
0.4 00000000
0 0
DETAIN
2 2 0 0 21
1 STOR - 1
0 0.012 0.028 0.043 0.058 0.074 0.089 0.104 0.120 0.
0.150 0.165
0 0.039 0.057 0.071 0.082 0.092 0.101 0.110 0.117 0.
0.131 20.0
0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
5.0 5.5
0.5
0.8
2
0.5
.0
135
124
4.5
SCHEMATIC DIAGRAM OP STREAM NETWORK
INPUT
LINE
NO.
25
(»»*)
(V) ROUTING
(.) CONNECTOR
CTPLF
V
V
DETAIN
ALSO COMPUTED AT THIS LOCATION
(--->) DIVERSION OR PUMP PLOW
(<---) RETURN OP DIVERTED OR PUMPED FLOW
<m
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
RUN DATE 18JAN11 TIME 13:42:08
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
J-14826-C; POINSETTIA PROPERTIES (THE TIDES)
INTEGRATED MANAGEMENT PRACTICE - CISTERN WITH BIORETENTION FACILITY
THE PURPOSE OF THIS ANALYSES IS TO DETERMINE A DRAWDOWN TIME - STORM TRAP
JANUARY 18, 2011 FILE NAME: CTPLF.HC1
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NMIN 10 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
NQ 400 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 4JAN90 ENDING DATE
NDTIME 0630 ENDING TIME
I CENT 19 CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
.17 HOURS
66.50 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
7 KK CTPLF
8 KO OUTPUT CONTROL VARIABLES
IPRNT 2 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH
I OUT
ISAV1
ISAV2
TIMINT
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
400 LAST ORDINATE PUNCHED OR SAVED
.167 TIME INTERVAL IN HOURS
RUN DATE 9/16/2010
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001, RICK ENGINEERING COMPANY
6HR RAINFALL IS 2.5 INCHES
RATIONAL METHOD RUNOFF COEFFICIENT IS 0.6
RATIONAL METHOD TIME OF CONCENTRATION IS 9 MIN.
FOR THIS DATA TO RUN PROPERLY THIS IT CARD MUST BE ADDED TO YOUR HEC-1
IT 2 01JAN90 1200 200
18 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 9 TIME INTERVAL IN MINUTES
JXDATE 1JAN90 STARTING DATE
JXTIME 1153 STARTING TIME
SUBBASIN RUNOFF DATA
17 BA SUBBASIN CHARACTERISTICS
TAREA . 01 SUBBASIN AREA
HYDROGRAPH AT STATION
DA MON
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
. 1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
HRMN
1200
1210
1220
1230
1240
1250
1300
1310
1320
1330
1340
1350
1400
1410
1420
1430
1440
1450
1500
1510
1520
1530
1540
1550
1600
ORD
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
*
FLOW *
0. *
0. *
0. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. *
1. . *
2. *
2. *
2. *
8. *
DA
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
MON
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
HRMN
0440
0450
0500
0510
0520
0530
0540
0550
0600
0610
0620
0630
0640
0650
0700
0710
0720
0730
0740
0750
0800
0810
OB20
0830
0840
ORD
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
*
FLOW *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
DA
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
3
3
3
3
CTPLF
MON
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
HRMN
2120
2130
2140
2150
2200
2210
2220
2230
2240
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
ORD
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
*
FLOW *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
DA
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
MON
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
HRMN
1400
1410
1420
1430
1440
1450.
1500
1510
1520
1530
1540
1550
1600
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
ORD
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
.FLOW
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
I JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
1810
1820
1830
1840
1850
1900
1910
1920
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
2110
2120
2130
2140
2150
2200
2210
2220
2230
2240
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
0130
0140
0150
0200
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48 .
49
50
51
52
53
54
55
56
57
SB
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
7.
2.
1.
1.
1.
1.
1.
1.
1.
1.
0.
0.
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2
2
2
2
2
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2
2
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2
2
2
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2
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
0850
0900
0910
0920
0930
0940
0950
1000
1010
1020
1030
1040
1050
1100
1110
1120
1130
1140
1150
1200
1210
1220
1230
1240
1250
1300
1310
1320
1330
1340
1350
1400
1410
1420
1430
1440
1450
1500
1510
1520
1530
1540
1550
1600
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
1810
1820
1830
1840
126
127
. 128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
0.
0.
0.
0.
0.
0.
0.
0.
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3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
.3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
0130
0140
0150
0200
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
0410
0420
0430
0440
0450
0500
0510
0520
0530
0540
0550
0600
0610
0620
0630
0640
0650
0700
0710
0720
0730
0740
0750
0800
0810
0820
0830
0840
0850
090O
0910
0920
0930
0940
0950
1000
1010
1020
1030
1040
1050
1100
1110
1120
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
0.
0.
0.
0.
0.
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3
3
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3
3
3
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3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
.JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
1810
1820
1830
1840
1850
1900
1910
1920
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
2110
2120
2130
2140
2150
2200
2210
2220
2230
2240
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
0130
0140
0150
0200
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
367
368
369
370
371
372
373
374
375
376
377
378
379
380
381
382
383
384
385
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
0410
0420
0430
PEAK FLOW
(CFS)
B.
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
TIME
(HR)
4.00
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
*
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
1850
1900
1910
1920
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
2110
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
0. *
*
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
3 JAN
1130
1140
1150
1200
1210
1220
1230
1240
1250
1300
1310
1320
1330
1340
1350
286
287
288
289
290
291
292
293
294
295
296
297
298
299
300
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
* 4
*
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
0410
0420
0430
0440
0450
0500
0510
0520
0530
0540
0550
0600
0610
0620
0630
386
387
388
389
390
391
392
393
394
395
39S
397
398
399
400
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
MAXIMUM AVERAGE FLOW
(CFS)
(INCHES)
(AC-FT)
6-HR
1.
1.476
1.
24-HR
0.
1.477
1.
72 -HR
0.
1.477
1.
66.50-HR
0.
1.477
1.
CUMULATIVE AREA .01 SQ MI
STATION CTPLF
0.
DAHRMN PER
11200 1O-
11210
11220
11230
11240
11250
11300
11310
11320
11330
11340 11.
11350 12.
11400 13.
11410 14.
11420 15.
11430 16.
11440 17.
11450 18.
11500 19.
11510 20.
11520 21.
11530 22.
11540 23.
11550 24.
11600 25.
11610 26.
11620 27.
11630 28.
11640 29.
11650 30.
11700 31.
11710 32.
11720 33.
11730 34.
11740
11750
11800 37.0
11810 380
11820
11830
11840 41O
11850 42O
11900 430
11910 440
11920 450
11930 460
11940 47O
11950 4BO
12000 490
12010 SOO
12020 51O
12030 52O
12040 S3O
12050 540
12100 550
(0) OUTFLOW
2. 3.5.6.0.0.
2.
3.
4.
5.
6.
7.
8.
9.
10.
O
O
O
O
O
O
O
O
O.
O
.0
O.
35.
36.
39O
40O
O
O
O
O
12110 560
12120 57O
12130 58O
12140 590
12150 60O
12200 61O
12210 620
12220 63O
12230 640
12240 650
12250 66O
12300 670
12310 680
12320 69O
12330 700
12340 710
12350 720
20000 73O
20010 74O
20020 75O
20030 760
20040 77O
20050 780
20100 79O
20110 800
20120 810
20130 820
20140 830
20150 840
20200 85O
20210 86O
20220 870
20230 880
20240 89O
20250 90O
20300 910
20310 92O
20320 930
20330 940
20340 950
20350 960
20400 97O
20410 980
20420 99O
20430 1000
20440 1010
20450 102O
20500 103O
20510 104O
20520 1050
20530 106O
20540 1070
20550 108O
20600 1090
20610 1100
20620 111O
20630 112O
20640 1130
20650 114O
20700 115O
20710 116O
20720 117O
20730 118O
20740 1190
20750 1200
20800 1210
20810 1220
20820 123O
20830 1240
20840 125O
20850 1260
20900 1270
20910 128O
20920 1290
20930 130O
20940 1310
20950 1320
21000 133O
21010 1340
21020 1350
21030 136O
21040 1370
21050 1380
21100 1390
21110 1400
21120 141O
21130 1420
21140 143O
21150 144O
21200 145O
21210 146O
21220 1470
21230 1480
21240 1490
21250 150O
21300 1510
21310 152O
21320 1530
21330 154O
21340 1550
21350 1560
21400 157O
21410 158O
21420 159O
21430 160O
21440 161O
21450 162O
21500 163O
21510 1640
21520 165O
21530 1660
2154"0 1670
21550 168O
21600 169O
21610 170O
21620 1710
21630 1720
21640 1730
21650 174O
21700 1750
21710 1760
21720 1770
21730 1780
21740 179O
21750 1800
21800 1810
21810 1820
21820 1830
21830 184O
21840 1850
21850 I860
21900 187O
21910 1880
21920 1890
21930 190O
21940 1910
21950 192O
22000 1930
22010 194O
22020 1950
22030 I960
22040 197O
22050 198O
22100 1990
22110 2000
22120 2010
22130 202O
22140 2030
22150 204O
22200 205O
22210 206O
22220 2070
22230 208O
22240 2090
22250 2100
22300 2110
22310 2120
22320 213O
22330 214O
22340 215O
22350 2160
30000 2170
30010 218O
30020 2190
30030 2200
30040 221O
30050 222O
30100 223O
30110 224O
30120 225O
30130 2260
30140 227O
30150 2280
30200 2290
30210 2300
30220 231O
30230 232O
30240 2330
30250 2340
30300 2350
30310 236O
30320 237O
30330 238O
30340 239O
30350 2400
30400 2410
30410 2420
30420 2430
30430 2440
30440 2450
30450 246O
30500 247O
30510 248O
30520 249O
30530 250O
30540 251O
30550 2520
30600 253O
30610 2540
30620 2550
30630 256O
30640 2570
30650 258O
30700 259O
30710 2600
30720 261O
30730 262O
30740 263O
30750 264O
30800 265O
30810 2660
30820 2670
30830 2680
30840 2690
30850 2700
30900 271O
30910 272O
30920 273O
30930 2740
30940 275O
30950 276O
31000 277O
31010 2780
31020 279O
31030 280O
31040 281O
31050 2820
31100 283O
31110 284O
31120 285O
31130 2860
31140 2870
31150 288O
31200 289O
31210 2900
31220 2910
31230 2920
31240 293O
31250 2940
31300 29SO
31310 2960
31320 297O
31330 298O
31340 299O
31350 300O
31400 3010
31410 3020
31420 303O
31430 304O
31440 305O
31450 306O
31500 307O
31510 308O
31520 309O
31530 3100
31540 311O
31550 312O
31600 3130
31610 3140
31620 3150
31630 316O
31640 317O
31650 3180
31700 3190
31710 320O
31720 321O
31730 3220
31740 3230
31750 3240
31800 3250
31810 3260
31820 327O
31830 328O
31840 3290
31850 3300
31900 3310
31910 332O
31920 3330
31930 3340
31940 3350
31950 336O
32000 337O
32010 3380
32020 3390
32030 3400
32040 3410
32050 3420
32100 3430
32110 344O
32120 3450
32130 3460
32140 3470
32150 348O
32200 349O
32210 3500
32220 351O
32230 352O
32240 3530
32250 3540
32300 3550
32310 3560
32320 357O
32330 3580
32340 3590
32350 3600
40000 361O
40010 3620
40020 3630
40030 364O
40040 365O
40050 3660
40100 3670
40110 368O
40120 3690
40130 3700
40140 371O
40150 3720
40200 3730
40210 374O
40220 375O
40230 376O
40240 3770
40250 3780
40300 3790
40310 380O
40320 3810
40330 3820
40340 383O
40350 384O
40400 385O
40410 386O
40420 3870
40430 3880
40440 3890
40450 3900
40500 391O
40510 3920
40520 3930
40530 3940
40540 3950
40550 396O
40600 3970
40610 398O
40620 399O
40630 4000-
25 KK DETAIN *
26 KO OUTPUT CONTROL VARIABLES
IPRNT
I PLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
2 PRINT CONTROL
2 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
400 LAST ORDINATE PUNCHED OR SAVED
. 167 TIME INTERVAL IN HOURS
HYDROGRAPH ROUTING DATA
27 RS
28 SV
30 SQ
32 SE
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
STORAGE
DISCHARGE
ELEVATION
1 NUMBER OF SUBREACHES
STOR TYPE OF
-1.00 INITIAL
INITIAL CONDITION
CONDITION
.00 WORKING R AND D COEFFICIENT
.0 .0
.2 .2
0. 0.
0. 20.
.00 .50
5.00 5.50
.0 .0
0. 0.
1.00 1.50
0.
.1
0.
.1
0.
2.00 2.50 3.00
.1
0.
3.50 4.00
0.
*** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 20.
THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
HYDROGRAPH AT STATION DETAIN
DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA MON HRMN ORD OUTFLOW STORAGE STAGE * DA WON HRMN ORD OUTFLOW STORAGE STAGE
1 JAN 1200
1 JAN 1210
1 JAN 1220
1 JAN 1230
1 JAN 1240
1
2
3
4
5
0.
0.
0.
0.
0.
.0
.0
.0
.0
.0
.0 * 2 JAN 1020 135 0.
.1*2 JAN 1030 136 0.
.3*2 JAN 1040 137 0.
.5 * 2 JAN 1050 138 0.
.7*2 JAN 1100 139 0.
.9*3 JAN 0840 269
.9 * 3 JAN 0850 270
.9 * 3 JAN 0900 271
.8 * 3 JAN 0910 272
.8 * 3 JAN 0920 273
.0
.0
.0
.0
.0
t.t
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
1250
1300
1310
1320
1330
1340
1350
1400
1410
1420
1430
1440
1450
1500
1510
1520
1530
1540
1550
1600
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
1810
1820
1830
1840
1850
1900
1910
1920
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
2110
2120
2130
2140
2150
2200
2210
2220
2230
2240
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
2.
1.
3.
7.
8.
2.
1.
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1.
1.
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4
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4
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4
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4.
4.
4.
3.
3.
3.
3.
3.
3,
3.
3.
3
3.
9 *
1 *
3 *
.5 *
.7 *
.0 *
2 *
.4 *
.7 *
.9 *
2 *
.5 *
.8 *
.2 *
.6 *
.0 *
.0 *
.0 *
.1 *
,2 *
.2 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.0 *
.9 *
.8 *
.8 *
.7 *
.7 *
.6 *
.5 *
.5 *
.4 *
.4 *
.3 *
.3 *
.2 *
.2 *
.1 *
.0 *
.0 *
.9 *
.9 *
.8 *
.8 *
.7 *
,7 *
.6 *
.6 *
.6 *
.5 *
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
1110
1120
1130
1140
1150
1200
1210
1220
1230
1240
1250
1300
1310
1320
1330
1340
1350
1400
1410
1420
1430
1440
1450
1500
1510
1520
1530
1540
1550
1600
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
1810
1820
1830
1840
1850
1900
1910
1920
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.8
.8
.8
.7
.7
.7
.7
.7
.6
.6
.6
.6
.6
.6
.5
.5
.5
.5
.5
.4
.4
.4
.4
.4
.3
.3
.3
.3
.3
.3
.3
.3
.2
.2
.2
.2
.2
.2
.2
.2
.2
.2
.2
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
.1
*
*
*
*
*
*
*
*
*
*
*
1c
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
#
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
If
*
*
*
*
1t
1r
*
1c
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
.3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
0930
0940
0950
1000
1010
1020
1030
1040
1050
1100
1110
1120
1130
1140
1150
1200
1210
1220
1230
1240
1250
1300
1310
1320
1330
1340
1350
1400
1410
1420
1430
1440
1450
1500
1510
1520
1530
1540
1550
1600
1610
1620
1630
1640
1650
1700
1710
1720
1730
1740
1750
1800
1810
1820
1830
1840
1850
1900
1910
1920
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
o..
0.
0.
0.
0.
0.
0.
0.
0.
0..
0.
0.
0.
0.
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0.
0.
0.
0.
0.
0.
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0.
0.
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0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
,0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
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.0
.0
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.0
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.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
**t/
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
1 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2 JAN
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
0130
0140
0150
0200
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
0410
0420
0430
0440
0450
0500
0510
0520
0530
0540
0550
0600
0610
0620
0.630
0640
0650
0700
0710
0720
0730
0740
0750
0800
0810
0820
0830
0840
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
US
116
117
118
119
120
121
122
123
124
125
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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0.
0.
0.
.1
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. 1
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.0
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3.
3.
3.
3.
3 ,
3.
3 ,
3.
3.
3.
3
2.
2.
2.
2.
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1.
1
1
1
1
1
1
.5 *
.4 *
.4 *
.3 *
.3 *
.2 *
.2 *
.1 *
.1 *
.0 *
.0 *
.9 *
.9 *
.8 *
.8 *
.7 *
.7 *
.7 *
.6 *
.6 *
.5 *
.5 *
.4 *
.4 *
.4 *
.3 *
.3 *
.3 *
.2 *
.2 *
.1 *
.1 *
.1 *
.0 *
.0 *
.0 *
.9 *
.9 *
.9 *
.8 *
.8 *
.7 *
.7 *
.7 *
.6 *
.6 *
.6 *
.5 *
.5 *
.5 *
.4 *
.4 *
.4 *
.4 *
.3 *
.3 *
.3 *
.2 *
.2 *
.2 *
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
2110
2120
2130
2140
2150
2200
2210
2220
2230
2240
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
0130
0140
0150
0200
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
0410
0420
0430
0440
0450
0500
0510
0520
0530
0540
0550
0600
0610
0620
0630
0640
0650
0700
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
0.
0.
0.
0.
0.
0.
0.
0.
0.
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3
3
3
3
3
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4
4
4
4
4
4
4
4
4
4
4
4
4
4
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4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
1930
1940
1950
2000
2010
2020
2030
2040
2050
2100
2110
2120
2130
2140
2150
2200
2210
2220
2230
2240
2250
2300
2310
2320
2330
2340
2350
0000
0010
0020
0030
0040
0050
0100
0110
0120
0130
0140
0150
0200
0210
0220
0230
0240
0250
0300
0310
0320
0330
0340
0350
0400
0410
0420
0430
0440
0450
0500
0510
0520
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
367
368
369
370
371
372
373
374
375
376
377
378
379
380
381
382
383
384
385
386
387
388
389
390
391
392
393
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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0.
0.
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0.
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2
2
2
2
2
2
2
2
2
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
0850
0900
0910
0920
0930
0940
0950
1000
1010
PEAK FLOW
(CFS)
8.
PEAK STORAGE
(AC-FT)
0.
126
127
128
129
130
131
132
133
134
TIME
(HR)
4.17
TIME
(HR)
4.00
0. .0 1.1
0. .0 1.1
0. .0 1.1
0. .0 1.1
0. .0 1.0
0. .0 1.0
0. .0 1.0
0. .0 1.0
0. .0 .9
6-HR
(CFS) 1.
(INCHES) 1.124
(AC-FT) 0.
6-HR
0.
* 3
* 3
* 3
* 3
* 3
* 3
* 3
* 3
* 3
*
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
JAN
0710
0720
0730
0740
0750
0800
0810
0820
0830
260 0.
261 0.
262 0.
263 0.
264 .0.
265 0.
266 0.
267 0.
268 0.
MAXIMUM AVERAGE FLOW
24-HR 72-HR
0. 0.
1.433 1.477
1. 1.
MAXIMUM AVERAGE STORAGE
24-HR 72-HR
0. 0.
.0 .0*4 JAN 0530 394 0.
.0 .0*4 JAN 0540 395 0.
.0 .0*4 JAN 0550 396 0.
.0 .0*4 JAN 0600 397 0.
.0 .0*4 JAN 0610 398 0.
.0 .0*4 JAN 0620 399 0.
.0 .0*4 JAN 0630 400 0.
.0.0*
.0 .0 *
*
66.50-HR
0.
1.477
1.
66.50-HR
0.
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
PEAK STAGE TIME
(FEET) (HR)
5.20 4.17
MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 66.50-HR
4.74 2.74 1.03 1.03
CUMULATIVE AREA .01 SQ MI
STATION DETAIN
DAHRMN
11200
11210
11220
11230
11240
11250
11300
11310
11320
11330
11340
11350
11400
11410
11420
11430
11440
11450
11500
11510
11520
11530
11540
11550
11600
11610
11620
11630
11640
11650
11700
11710
11720
11730
11740
11750
11800
11810
11820
11830
11840
11850
11900
11910
11920
11930
11940
11950
12000
12010
12020
12030
12040
.00
PER
II-
.00
(I) INFLOW, (O) OUTFLOW
2. 3. 4.
.00 .00 .00 .00
6.
.00
7. 8.
(S) STORAGE
.04 .08 .12 .16
2O
3O
40
50
6.0
7.0
8.0
9.0
10.0
S
S .
S.
.S
. S
11.0.
12.0
13.0
14 .O
15.0
16.0
17.0
18.0
19.0
20.0
I
.1
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
.O
O .
O .
O.
IO
I.
31.
32.
33.
34.
35.
36.
37.1
3810
39IO
40IO
41IO.
42IO
43IO
44IO
45IO
46IO
47IO
48IO
49IO
50IO
51IO.
5210
53IO
- S
. S
. S
.S
.S
.00 .0
12050
12100
12110
12120
12130
12140
12150
12200
12210
12220
12230
12240
12250
12300
12310
12320
12330
12340
12350
20000
20010
20020
20030
20040
20050
20100
20110
20120
20130
20140
20150
20200
20210
20220
20230
20240
20250
20300
20310
20320
20330
20340
20350
20400
20410
20420
20430
20440
20450
20500
20510
20520
20530
20540
20550
20600
20610
20620
20630
20640
54IO
5510
56IO
57IO
58IO
59IO
60IO
61IO.
6210
63IO
64IO
65IO
6610
6710
68IO
S9IO
70IO
71IO.
7210
7310
7410
75IO
76IO
77IO
7BIO
7910
80IO
81IO.
82IO
83IO
84IO
85IO
86IO
8710
88IO
89IO
90IO
91IO.
9210
9310
9410
9510
96IO
9710
9810
99IO
100IO
101IO.
10210
10310
10410
10510
106IO
107IO
108IO
109IO
110IO
11110.
11210
11310
S
S
S
S.
S.
S .
S .
S .
. S
. S
. S
.S
.S
.S
. S .
S
S
S.
S.
S.
S .
S .
S .
. S
. S
. S
. S
.S
.S
20650 114IO ....-• -s
20700 11510 . . • • • • -S
20710 11610 ....-• S
20720 117IO . . • • • S
20730 118IO ..-.-• s
20740 119IO ...-•• s
20750 12010 ...-•• s-
20800 12110 S- •
20810 12210 ...-•• s-
20820 12310 ..-••• s-
20830 12410 . • • • . S.
20840 12510 . . - - • . S .
20850 12610 . . • • • . S .
20900 12710 S .
20910 12810 . . • • . S .
20920 12910 . . - • • . • S .
20930 130IO . . - - - . S .
20940 13110 s- •
20950 13210 . . • • • . S .
21000 13310 . . . • • . S .
21010 13410 . . - • • . S .
21020 13510 . . . • • . S .
21030 13610 . . . - - . S .
21040 137IO . - - • . S .
21050 138IO . . . - • . S .
21100 139IO . . . • • . S .
21110 1401 . . . • • . S .
21120 1411 S. . .
21130 1421 . . . • • . S .
21140 1431 . . - • • . S .
21150 1441 . . . • • . S .
21200 1451 . . • • • . S .
21210 1461 . . . • • . S .
21220 1471 . . . • • . S .
21230 1481 . . - • • . S .
21240 1491 . . • • • . S .
21250 1501 . . - • • . S .
21300 1511 S . . .
21310 1521 . . . • • . S .
21320 1531 . . • • . S .
21330 1541 ... . • • . S .
21340 1551 . . . • • . S .
21350 1561 . . . • • . S .
21400 1571 . . . • • . S .
21410 1581 . . . • • . S .
21420 1591 . - . • • . . S .
21430 1601 . . . • • . S .
21440 1611 S . . . .
21450 1621 . . - • • . S .
21500 1631 . - - - . . S .
21510 1641 . . . • • . S .
21520 1651 . . • • • . S .
21530 1661 . . • • • . S .
21540 1671 . - • • • . S .
21550 1681 . . . • • . S .
21600 1691 . . ,. • • . S .
21610 1701 . . . • • . S .
21620 1711 S . . . .
21630 1721 -S
21640 1731 .S
21650 1741 . . . . • -S
21700 1751 . . • - - -s
21710 1761 . . • • -s
21720 1771 -s
21730 1781 -s
21740 1791 ..... -S
21750 1801 ..... -S
21800 1811 s-
21810 1821 -s
21820 1831 ..... -S
21830 1841 . . • • • -S
21840 1851 ..... -S
21850 1861 ..... -S
21900 1871 ..... .S
21910 1881 ..... -S
21920 1891 ....-• -S
21930 1901 . . • • . .S
21940 1911 S.
21950 1921 . . . • • -S
22000 1931 ..... .S
22010 1941 ..... .S
22020 1951 ..... .S
22030 1961 ..... S
22040 1971 ..... S
22050 1981 ..... S
22100 1991 ..... S
22110 2001 ..... S
22120 2011 • S .
22130 2021 ..... S
22140 2031 ..... S
22150 2041 . . . . - S
22200 2051 ..... S
22210 2061 ..... S
22220 2071 ..... S
22230 2081 ..... S
22240 2091 . . . . S
22250 2101 ..... S
22300 2111 S .
22310 2121 ..... S
22320 2131 . . - - - S
22330 2141 ..... S
22340 2151 ..... S
22350 2161 . . . - - S
30000 2171 . . . . - S
30010 2181 ..... S
30020 2191 . . . . . S
30030 2201 ..... S
30040 2211 S .
30050 2221 ..... S
30100 2231 ..... S
30110 2241 ..... S
30120 2251 ..... S
30130 2261 . . • • • S
30140 2271 ..... S
30150 2281 . . . • • S
30200 2291 ..... S
30210 2301 ..... S
30220 2311 S .
30230 2321 ..... S
30240 2331 ..... S
30250 2341 . . . . . S
30300 2351 ..... S
30310 2361 ..... S
30320 2371 ..... S
30330 2381 ..... S
30340 2391 ..... S
30350 2401 ..... S
30400 2411 S
30410 2421 ..... S
30420 2431 ..... S
30430 2441 ..... S
30440 2451 ..... S
30450 2461 ..... S
30500 2471 ..... S
30510 2481 . . . . . S
30520 2491 ..... S
30530 2501 ..... S
30540 2511 S
30550 2521 ..... S
30600 2S3I . . . . - S
30610 2541 ..... S
30620 2551 ..... S
30630 2561 . . . . S
30640 2571 ..... S
30650 2581 . . . . . S
30700 2591 ..... S
30710 2601 ..... S
30720 2611 S
30730 2621 ..... S
30740 2631 ..... S
30750 2641 ..... S
30800 2651 ..... S
30810 2661 ..... S
30820 2671 ..... S
30830 2681 ..... S
30840 2691 . . . . . S
30850 2701 ..... S
30900 2711 S
30910 2721 ..... S
30920 2731 ..... S
30930 2741 ..... S
30940 2751 . . . . . S
30950 2761 ..... S
31000 2771 . . . . S
31010 2781 ..... S
31020 2791 ..... S
31030 2801 . . . . S
31040 2811 S
31050 2821 • . . . . . S
31100 2831 . . . . . S
31110 2841 ..... S
31120 2851 ..... S
31130 2861 ..... S
31140 2871 ..... S
31150 2881 ..... S
31200 2891 ..... S
31210 2901 ..... S
31220 2911 S
31230 2921 ..... S
31240 2931 ..... S
"~ 31250 2941 ..... S
31300 2951 ..... S
""* 31310 2961 ..... S
Mg 31320 2971 ..... S
31330 2981 ..... S
«*» 31340 2991 . . . . . S
31350 3001 . . . . • S
31400 3011 S
31410 3021 ..... S
31420 3031 . . . . • S
<•* 31430 3041 S
31440 3051 .'.... S
* 31450 3061 ..... S
^ 31500 3071 ..... S
31510 3081 ..... S
„,,, 31520 3091 ..... S
31530 3101 . . . . S
31540 3111 S
31550 3121 ..... S
31600 3131 . . . . - S
M 31610 3141 ..... S
31620 3151 ..... S
*"•" 31630 3161 ..... S
31640 3171 ..... S
31650 3181 ..... S
«.„ 31700 3191 ...... S
31710 3201 ..... S
"** 31720 3211 S
31730 3221 ..... S
31740 3231 . . . . • S
bfc, 31750 3241 ..... S
31800 3251 ..... S
"-' 31810 3261 ..... S
31820 3271 . . . . . S
31830 3281 . . . . . S
31840 3291 ..... S
31850 3301 ..... S
*» 31900 3311 S
31910 3321 ..... S
31920 3331 ..... S
tmt. 31930 3341 ..... S
31940 3351 ..... S
,-, 31950 3361 ..... S
32000 3371 . . . . . - S
***' 32010 3381 ..... S
32020 3391 ..... Smih
32030 3401 ..... S
tHt 32040 3411 S
32050 3421 ..... S
""" 32100 3431 . . . . . S
32110 3441 ..... S
32120 3451 ..... S
^n. 32130 3461 ..... S
32140 3471 ..... S
"* 32150 3481 . . . . . S
32200 3491 ..... S
**" 32210 3501 ..... S
1|BB( 32220 3511 S
32230 3521 ..... S
<«•- 32240 3531 ..... S
«t* 32250 3541 ..... S
32300 3551 ..... S
"* 32310 3561 ..... S
32320 3571 . . . . . S«*
32330 3581 ..... S
„„ 32340 3591 ...... S
32350 3601 ..... S
** 40000 3611 S
40010 3621 ..... S
40020 3631 ..... S
£tf 40030 3641 ..... S
40040 3651 ..... S
*•» 40050 3661 . . . - . S
40100 3671 ..... S
40110 3681 ..... S
__^ 40120 3691 ..... S
40130 3701 ..... S
** 40140 3711 S
40150 3721 . . . . . S
*™ 40200 3731 . . . . . S
—^ 40210 3741 ..... S
40220 3751 ..... S
—• 40230 3761 ..... S
40240 3771 ..... S
*"* 40250 3781 ..... S
40300 3791 ..... S
40310 3801 . . . . . S
•w 40320 3811 S
40330 3821 ..... S
40340 3831 ..... S
40350 3841 ..... S
40400 3851 ..... S
40410 3861 ..... S
40420 3871 ..... S
""* 40430 3881 ..... S
40440 3891 ..... S
40450 3901 . . . . . S
^ 40500 3911 S
40510 3921 ..... S
••' 40520 3931 ..... S
40530 3941 ..... S
40540 3951 . . . . S
40550 3961 ..... S
40600 3971 ..... S
I""* 40610 3981 . . . . . S
40620 3991 ..... S
"""" 40630 4001 . . . . . S-
I *.*
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE PLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE
HYDROGRAPH AT CTPLF 8. 4.00 1. 0'. 0. .01
ROUTED TO DETAIN 8. 4.17 1. 0. 0. .01 5.20 4.17
NORMAL END OF HEC-1 ***
f i I i I i 1 i 1 I 1 1 I I I i
CTPLF 101200
.000
.600
1.200
.689
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
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.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
DETAIN 101200
.000
.081
.474
.707
.128
.120
.113
.105
.096
.089
.081
.073
1JAN90 Oil 400 .007
.356 .400 .500
.600 .611 .700
1.522 1.878 2.467
.600 .567 .500
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 ..000
.000 .000 .000
.000 .000 .000
1JAN90 Oil 400 .007
.008 .024 .040
.086 .090 .095
2.073 1.401 2.791
.594 .574 .500
.127 .126 .125
.119 .118 .118
.112 .111 .111
.104 .103 .102
.096 .095 .094
.088 .087 .086
.080 .080 .079
.073 .072 .071
.500
.700
7.511
.500
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
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.000
.000
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.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.047
.100
6.752
.500
.125
.117
.110
.101
.093
.086
.078
.070
.500
.744
7.289
.433
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
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.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.054
.105
7.920
.440
.124
.116.
.109
.101
.093
.085
.077
.070
.500
.800
1.600
.089
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.060
.110
1.656
.131
.123
.116
.108
.100
.092
.084
.076
.069
.500
.867
1.167
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
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.083
.076
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.000
.000
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.000
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.000
.000
.000
.000
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.114
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.098
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.083
.075
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.578
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. .001
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.000
.000
.000
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.000
.000
.000
.000
APPENDIX D
Details
for
Cistern with Bioretention Facility
(Including Bayseparator, StormTrap, and Bioretention)
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
SECTION 4: LID DESIGN GUIDE
A cistern in series with a bioretention facility can meet
treatment requirements where space is limited. In this
configuration, the cistern is equipped with a flow-control orifice
and the bioretention facility is sized to treat a trickle outflow
from the cistern.
»• CRITERIA
Cistern. The cistern must detain the volume calculated by
Equation 4-8 and must include an orifice or other device
designed for a 24-hour drawdown time.
Bioretention facility. See the design sheet for bioretention
facilities. The area of the bioretention facility must be sized to
treat the maximum discharge flow, assuming a percolation rate
of 5" per hour through the engineered soil.
Use with sand filter. A cistern in series with a sand filter can
meet treatment requirements. See the discussion of treatment
facility selection in Section 2 and the design guidance for sand
filters in Section 4.
»• DETAILS
Flow-control orifice. The cistern must be equipped with an
orifice plate or other device to limit flow to the bioretention
area.
Best Uses
• In series with a
bioretention facility
to meet treatment
requirement in
limited space.
• Management of roof
runoff
• Dense urban areas
Advantages
• Storage volume can
be in any
configuration
Limitations
• Somewhat complex
to design, build, and
operate
• Requires head for
both cistern and
bioretention facility
Preventing mosquito harborage. Cisterns should be designed to drain completely, leaving no
standing water. Drains should be located flush with the bottom of the cistern. Alternatively—or
in addition—all entry and exit points, should be provided with traps or sealed or screened to
prevent mosquito entry. Note mosquitoes can enter through openings l/u" or larger and will fly
for many feet through pipes as small as %".
Exclude debris. Provide leaf guards and/or screens to prevent debris from accumulating in the
cistern.
Ensure access for maintenance. Design the cistern to allow for cleanout. Avoid creating the
need for maintenance workers to enter a confined space. Ensure the outlet orifice can be easily
accessed for cleaning and maintenance.
102 City of Carlsbad SUSMP— January 14, 2011
SECTION 4: LID DESIGN GUIDE
»• APPLICATIONS
Shallow ponding on a flat roof. The "cistern" storage volume can be designed in any
configuration, including simply storing rainfall on the roof where it falls and draining it away
slowly. See the County of San Diego's 85th percentile isopluvial diagrams for required average
depths.
Cistern attached to a building and draining to a planter. This arrangement allows a planter
box to be constructed with a smaller area.
Vault with pumped discharge to bioretention facility. In this arrangement, runoff from a
parking lot and/or building roofs can be captured and detained underground and then pumped
to a bioretention facility on the surface. Alternatively, treatment can be accomplished with a
sand filter. See the discussion of selection of stormwater treatment facilities in Section 2.
Water harvesting or graywater reuse. It may be possible to create a site-specific design that
uses cisterns to achieve stormwater flow control, stormwater treatment, and rainwater reuse for
irrigation or indoor uses (water harvesting). Facilities must meet criteria for capturing and
treating the volume specified by Equation 4-8. This volume must be allowed to empty within 24
hours so runoff from additional storms, which may follow, is also captured and treated.
Additional volume may be required if the system also stores runoff for longer periods for reuse.
Indoor uses of non-potable water may be restricted or prohibited. Check with municipal staff.
Design Checklist for Cistern
D Volume meets or exceeds minimum.
D Outlet with orifice or other flow-control device restricts flow and is designed to provide a
24-hour drawdown time.
O Outlet is piped to a bioretention facility designed to treat the maximum discharge from the
cistern orifice.
D Cistern is designed to drain completely and/or sealed to prevent mosquito harborage.
O Design provides for exclusion of debris and accessibility for maintenance.
n Overflow connected to a downstream storm drain or approved discharge point.
D Emergency spillage will be safely conveyed overland.
103 City of Carlsbad SUSMP— January 14, 2011
I
SECTION 4: LID DESIGN GUIDE
TREATMENT IMP
DISCHARGE TO APPROVED
' LOCATION (GUTTER,
STORM DRAIN. ETC.)
OUTLET. 2'0 MIN
fro TREATMENT IMP)
CISTERN
NOTES:
1. DESIGNER SHALL ACCOUNT FOR
AND ACCOMODATE FOR
POSSIBLE OVERFLOW.
2. OVERFLOW OUTLET CAPACtTY
SHALL EQUAL OR EXCEED
POTENTIAL RUNOFT VOLUME AND
RATE.
3. CISTERN PROVIDES FLOW
CONTROL ONLY. USE IN
COMBINATION WITH TREATMENT
IMP.
*. PROVIDE ACCESS FOR CLEAN
OUT OF OUTLET ORIFICE. SEE
aOW-THROUGH PLANTER
OUTLET DETAJL.
5. PREVENT MOSQUITO BREEDING
BY SEALING OR SCREENING ALL
OPENINGS TO THE WATER
SURFACE AND/OR ENSURE
COMPLETE DRAINAGE.
UTILITY BOX
ACCESS TO DRY WELL
CLEAN UNIFORMLY
RAPED FILL (TYP.)
4" LONG
SWEEPING ELL 0.5' (TYP)
DRY WELL
104 City of Carlsbad SUSMP— January 14, 2011
t 1
<2> 30' FRAME
AND COVERS
(SEALED/BOLTED)
AT 116.70'
18' HOPE OUTLET
TO VQ
DETENTION
AT 105,55'
A
INLET PIPE INVERT'
INLET PIPE ID AND MATERIAL'
OUTLET PIPE INVERTr
OUTLET PIPE ID AND MATERIAL'
RIM ELEVATIONi
105.97'
24' RCP
105.97'
24' RCP
116,70'
24' HDPE STUB
OUTLET PIPE
AT 105.97'
GENFRAL KIOTESi
1. SEE BAYSAVER SPECIFICATIONS AND INSTALLATION
INSTRUCTIONS FOR FURTHER DETAIL.
2. USE NDN-SHRINK GROUT TD SEAL THE INLET AND
OUTLET PIPE IN TD THE VAULT STRUCTURE.
3. PROTECTED BY US PATENT ND. 5,746,911INTERNATIONAL PATENTS AND PATENTS PENDING.
<2> 30' FRAME AND COVERS
'"(SEALED/BOLTED)
AT 116.70'
12' HDPE OUTLET TO WQ
DETENTION AT 105.55'
OUTLET CONTROL WEIR
AT 106.70'
24' INLET/OUTLET
PIPES AT 105.97'
REV DESCRIPTION DATEAPPR NOTES:
1. MAX. TREATMENT CAPACITY 2.93 CFS
2. MAX. PEAK CAPACITY 16.04 CFS
3. 24" HDPE STUB OUTLET TO CONNECT
TO RCP PIPE OUTSIDE VAULT.
4. 12" HDPE STUB OUTLET TO CONNECT
TO RCP PIPE OUTSIDE VAULT.
BAYSAVER
TECHNOLOGIES, INC.
Engineering Stormwater Solutions__.--_^
DESIGNED: TEP
DRAWN:PR
CHECKED:EKH
DATE: 1/24/11
SCALE: N.T.S.
DWG NO: SV-FSA
POINSETTIA PROPERTIES-THE TIDES
BAYSEPARATOR FS 4X4 (LOW FLOW)
SUBMITTAL DETAIL
t i I i i i I I i I ! i i i i i i
PATENTED
PRECAST CONCRETE MODULAR STORM WATER MANAGEMENTS/STEMS
24?5 WEST BUNGALOW ROAD
MORRIS, IL 60450
P:S15-?4M663F: 815-416-1100
ENGINEER INFORMATION:
THE TIDES
CARLSBAD, CA
Exp.06-30-11
SHEET INDEX
PAGE
i
2
2.1
2.2
22
3
3.1
4
5
6
7
e
DESCRIPTION
COVER SHEET
SINGLETRAP INSTALLATION SPECIFICATIONS
SINGLETRAP INSTALLATION SPECIFICATIONS
SINGLETRAP INSTALLATION SPECIFICATIONS
STORM UNER INSTALLATION SPECIFICATIONS
LAYOUT DETAIL
SINGLE TRAP INSTALLATION SPECIFICATIONS
STANDARD- 5'-0' SINGLETRAP
STANDARD • 5M>- SINGLETRAP
STANDARD - S-V SINGLETRAP
STANDARD- ff-0" SINGLETRAP
STANDARD- 5-V SINGLETRAP
TYPEI
TYPE II
TYPE III
TYPE IV
TYPEV
REV.
1
2
2
RICK ENGINEERING COMPANY
5620 FRIARS ROAD
SAN DIEGO, CA 92110
Phone: 619-291-0707
Fax: 619-291-4165
PROJECT INFORMATION:
i^THE TIDES")
CARLSBAD, CA
TK-5268-CA-10
CURRENT ISSUE DATE:
18-JAN-2011
JOB SITE INFORMATION
DESCRIPTION
JOB NAME:
JOB ADDRESS:
ENGINEERING CO:
CONTACT NAME:
CONTACT PHONE:
CONTACT FAX:
STORM TRAP SUPPLIER:
CONTACT NAME:CONTACT PHONE:
CONTACT FAX:
WATER STORAGE REDD:
WATER STORAGE PROV:
UNIT HEADROOM:
UNIT QUANTITY:
THE TIDES
CARLSBAD, CA
RICK ENGINEERING COMPANY
NOBUYA MURAKAMI
619-291-0707
619-291-4165
STOHMTRAP
TYLER KEEGAN
815-941-4663
B15-416-1100
6,091.00 CUBIC FEET
6,542.00 CUBIC FEET
S'-O- SINGLETRAP
20 UNITS - 20 TOTAL PIECES
REV. SBMTL
A
1
IB^IAN-ZOIl
2*OEC40IO
ISSUED FOR
REV. SBMTL
ISSUED FORSUBMfTTAL
TK
TK
COVER SHEET
SHEET NUMBER:
01
T£ MT i 0 tJ P0 KT j 0 SECTION 4: LID DESIGN GUIDE
18" mm. son<VcoiTf>ost mbc
doss 2 perm, 12' depth typ:
and perforated pipe. ' .
Use si/MMj factor fo dctdmne in•iiuntui Oreo
Bioretention facility configured for treatment-only requirements. Bioretention facilities
can rectangular, linear, or nearly any shape.
Bioretention detains runoff in a surface reservoir, filters it through
plant roots and a biologically active soil mix, and then infiltrates it
into the ground. Where native soils are less permeable, an
underdrain conveys treated runoff to storm drain or surface
drainage.
Bioretention facilities can be configured in nearly any shape. When
configured as linear swales, they can convey high flows while
percolating and treating lower flows.
Bioretention facilities can be configured as in-ground or above-
ground planter boxes, with the bottom open to allow infiltration
to native soils underneath. If infiltration cannot be allowed, use
the sizing factors and criteria for the Flow-Through Planter.
>- CRITERIA
For development projects subject only to runoff treatment
requirements, the following criteria apply:
Best Uses
• Commercial areas
• Residential
subdivisions
• Industrial
developments
• Roadways
• Parking lots
• Fit in setbacks,
medians, and other
landscaped areas
Advantages
• Can be any shape
• Low maintenance
• Can be landscaped
Limitations
• Require 4% of
tributary impervious
square footage
• Typically requires 3-4
feet of head
• Irrigation typically
required
Parameter
Soil mix depth
Soil mix minimum percolation rate
Soil mix surface area
Criterion
18 inches minimum
5 inches per hour minimum sustained
(10 inches per hour initial rate
recommended)
0.04 times tributary impervious area (or
equivalent)
85 City of Carlsbad SUSMP— January 14, 2011
SECTION 4: LID DESIGN GUIDE
Parameter
Surface reservok depth
Underdrain
Criterion
6 inches minimum; may be sloped to 4
inches where adjoining walkways.
Required in Group "C" and "D" soils.
Perforated pipe embedded in gravel
("Class 2 permeable" recommended),
connected to storm drain or other
accepted discharge point.
DETAILS
Plan. On the surface, a bioretention facility should be one level, shallow basin—or a series of
basins. As runoff enters each basin, it should flood and fill throughout before runoff overflows
to the outlet or to the next downstream basin. This will help prevent movement of surface
mulch and soil mix.
Use check dams for linear bioretention facilities
(swales) on a slope.
In a linear swale, check dams should be placed so that the lip of each dam is at least as high as
the toe of the next upstream dam. A similar principle applies to bioretention facilities built as
terraced roadway shoulders.
Inlets. Paved areas draining to the facility should be graded, and inlets should be pkced, so that
runoff remains as sheet flow or as dispersed as possible. Curb cuts should be wide (12" is
recommended) to avoid clogging with leaves or debris. Allow for a minimum reveal of 4"-6"
between the inlet and soil mix elevations to ensure turf or mulch buildup does not block the
inlet. In addition, pkce an apron of stone or concrete, a foot square or larger, inside each inlet to
prevent vegetation from growing up and blocking the inlet.
86 City of Carlsbad SUSMP— January 14, 2011
SECTION 4: LID DESIGN GUIDE
Recommended design details for bioretention facility inlets (see text).
Where runoff is collected in pipes or gutters and conveyed to the facility, protect the landscaping
from high-velocity flows with energy-dissipating rocks. In larger installations, provide cobble-
lined channels to better distribute flows throughout the facility.
Upturned pipe outlets can be used to dissipate energy when runoff is piped from roofs and
upgradient paved areas.
Soil mix. The required soil mix is similar to a loamy sand. It must maintain a minimum
percolation rate of 5" per hour throughout the life of the facility, and it must be suitable for
maintaining plant life. Typically, on-site soils will not be suitable due to clay content.
Storage and drainage layer. "Class 2 permeable," Caltrans specification 68-1.025, is
recommended. Open-graded crushed rock, washed, may be used, but requires 4"-6" washed pea
gravel be substituted at the top of the crushed rock gravel layers. Do not use filter fabric to
separate the soil mix from the gravel drainage layer or the gravel drainage layer from the native
soil.
87 City of Carlsbad SUSMP— January 14, 2011
SECTION 4: LID DESIGN GUIDE
Underdrains. No underdrain is required where native soils beneath the facility are Hydrologic
Soil Group A or B. For treatment-only facilities where native soils are Group C or D, a
perforated pipe must be bedded in the gravel layer and must terminate at a storm drain or other
approved discharge point.
Outlets. In treatment-only facilities, outlets must be set high enough to ensure the surface
reservoir fills and the entire surface area of soil mix is flooded before the outlet elevation is
reached. In swales, this can be achieved with appropriately placed check dams.
The outlet should be designed to exclude floating mulch and debris.
Vaults, utility boxes and light standards. It is best to locate utilities outside the bioretention
facility—in adjacent walkways or in a separate area set aside for this purpose. If utility structures
are to be placed within the facility, the locations should be anticipated and adjustments made to
ensure the minimum bioretention surface area and volumes are achieved. Leaving the final
locations to each individual utility can produce a haphazard, unaesthetic appearance and make
the bioretention facility more difficult to maintain.
Emergency overflow. The site grading (construction) plan shall include details that demonstrate
the bioretention basin can handle larger (up to 100-year) storm events and address potential
clogging of the overflow and route emergency overflows safely.
Trees. Bioretention areas can accommodate small or large trees. There is no need to subtract the
area taken up by roots from the effective area of the facility. Extensive tree roots maintain soil
permeability and help retain runoff. Normal maintenance of a bioretention facility should not
affect tree lifespan.
The bioretention facility can be integrated with a tree pit of the required depth and filled with
structural soil. If a root barrier is used, it can be located to allow tree roots to spread throughout
the bioretention facility while protecting adjacent pavement. Locations and planting elevations
should be selected to avoid blocking the facility's inlets and outlets.
ROOT BARRIER
Bioretention facility configured as a tree well
The root barrier is optional
88 City of Carlsbad SUSMP— January 14, 2011
APPENDIX E
Supplemental Letter
by
Geotechnical Engineer
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
Geotechnical, Environmental and Materials Testing Consultants
BETTER PEOPLE . BETTER SERVICE • BETTER RESULTS
January 25, 2011 Project No. 10707-10B
Mr. John Norum, P.E.
' K. HOVNANIAN HOMES
1500 South Haven Avenue, Suite 100
Ontario, CA 91761
Subject: Revised Geotechnical Evaluation of Storm Water Management and
Recommendations for Side Yard Drainage for the Proposed 31-Lot Residential
Development, Located on the Southwest Corner of Poinsettia Lane and Pasceo Del
Norte, City of Carlsbad, San Diego County, California
'<•*
^ Pursuant to your request, Earth-Strata has reviewed the storm water management plan for the subject
property. The review consisted of evaluating the plans for the single cistern/bio-retention concept
" within Lot 6 and Sheets No. 1 through 8, for the "Storm Trap Precast Concrete Modular Storm Water
„ Management Systems" dated September 29,2010. The design utilizes the concept that the majority of the
storm water should only be allowed to infiltrate in designated areas.
„. We recommend that the minimum distance from the proposed house to the flow line of the adjacent
swale as indicated in the Typical Side Yard w/ Retaining Wall Detail be increased from 3 to 4 feet.
f-m
* In addition, it is our opinion that the proposed infiltration system in the revised plans noted above should
not be detrimental to the long term stability of the proposed slopes and appurtenant structures.
Additionally, any substantial alterations to the plans to include infiltration throughout the site is not
*• recommended. As noted within the referenced geotechnical reports, we are concerned from a
geotechnical point of view if storm water is not controlled and allowed to infiltrate throughout the site.
After the site is rough graded geological contacts will exist between the native earth materials and the
* various artificial fill materials. If water is encouraged to infiltrate at numerous locations throughout the
, site, the groundwater could be considerably detrimental to the long term stability of the slopes and
appurtenant structures.•
, We hope that this further clarifies the need for controlling and limiting areas where infiltration is
permitted.
•EARTH - STRATA, INC • 26047 JEFFERSON AVEMJF., SUITE f., MURRIETA, CA 92562 • OFFiC.t '95Vi 461-4028 <• FAX (951! 461-4058 - WWW.EARTH-STRATA.COM
RPTTPR PFriPI F « RFTTFR SFRVfCE - BETTER RESULTS
The opportunity to be of service is appreciated. Should you have any questions or require further
clarification, please notify our office at your earliest convenience.
Respectfully submitted,
EARTH-STRATA, INC. ,/:•
E. Welke, PG, CEG, PE
Principal Geologist/Engineer
Stephen M. Poole, PE, GE
Principal Engineer
CW/SMP/am
Attachment: APPENDIX A - Referen ar of Text]
Distribution: (2) Addressee
(3) Mr. Craig Kahlen - Rick Engineering
APPENDIX A
REFERENCES
APPENDIX A
JMt
w(l References
** Earth-Strata, Inc., 2010, Interpretive Report for Infiltration System, Proposed 29-Lot Residential
imt Development, Located on the Southwest Corner of Poinsettia Lane and Lowder Lane City of
Carlsbad, San Diego County, California, dated May 6.
«. , 2010a, Preliminary Geotechnical Interpretive Report, Proposed 29-Lot Residential Development,
Located on the Southwest Corner of Poinsettia Lane and Lowder Lane City of Carlsbad, San
Diego County, California, dated May 11.
mm , 2010b, Geotechnical Review of Draft Retaining Wall Alternative Analysis Report, Proposed 29-Lot
Residential Development, Located on the Southwest Corner of Poinsettia Lane and Lowder
"~ Lane City of Carlsbad, San Diego County, California, dated May 25.
, 2010, Preliminary Turf Block Recommendation Letter, Proposed Residential Development,
"" Located on the Southwest Corner of Poinsettia Lane and Lowder Lane, City of Carlsbad, San
•* Diego County, California, dated September 14.
, 2010, Geotechnical Review of Foundation Plans for the Proposed 25-Lot Residential Development,
— Located on the Southwest Corner of Poinsettia Lane and Pasceo Del None, City of Carlsbad,
San Diego County, California, dated October 20.
*• , 2010, Supplemental Geotechnical Retaining Wall Design Recommendations, Proposed Poinsettia
m Residential Development, Located on the Southwest Corner of Poinsettia Lane and Lowder
Lane City of Carlsbad, San Diego County, California, dated October 20.
_, 2010, Update Geotechnical Retaining Wall Design Recommendations, Proposed La Marea
Residential Development, Located on the Southwest Corner of Poinsettia Lane and Lowder
Lane City of Carlsbad, San Diego County, California, dated November 11.
_, 2010, Geotechnical Evaluation of Storm Water Management for the Proposed 2 5-Lot Residential
Development, Located on the Southwest Corner of Poinsettia Lane and Pasceo Del Norte, City
of Carlsbad, San Diego County, California, dated November 11.
APPENDIX F
Biological Evaluation
Prepared By: JJT:NM:vs/Report/14826-C.004
Rick Engineering Company - Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
GLENN LUKOS ASSOCIATE
Regulatory Services
April 1, 2011
Mr. Christopher Courtney
K. Hovnanian Companies. Inc.
1500 South Haven Avenue
Suite 100
Ontario, California 91761
SUBJECT: Biological Evaluation of Potential Effects to Biological Resources in Batiquitos
Lagoon Associated with Increase in Stormwater Discharge to a Tributary Upstream
of Batiquitos Lagoon Originating with the Carlsbad 27 Project, Located in the City
of Carlsbad; San Diego County, California.
Dear Mr. Courtney:
A biologist from Glenn Lukos Associates. Inc. (GLA) visited the above mentioned tributary and
adjacent areas of Batiquitos Lagoon on March 28.2011 to identify and analyze any potential
biological effects of the proposed Carlsbad 27 Project (also known as The Tides) [Project] relevant
to the new Standard Urban Storm Water Management Plan (SUSMP). During several telephone
calls with Martin Rasnick during the past two weeks. K. Hovnanian companies (KHOV) has
requested that GLA prepare a letter report documenting the potential effect that the Project will
have upon the Lagoon and its habitat. Based upon the information provided by KHOV, GLA
conducted a one-day biological site review of the proposed discharge point extending from the
discharge point to where the discharge would enter .the Lagoon. This site review documents
existing biological conditions beginning at the discharge point, extending to the lagoon.
Exhibit 1 is a site location map and Exhibit 2 depicts the proposed Carlsbad 27 Project area.
Exhibit 3 consists of site photographs documenting the current biological conditions at the Study
Area of the proposed discharge.
I. PROJECT DESCRIPTION
K. Hovnanian Companies, Inc. (KHOV) is processing a grading permit for the Carlsbad 27 Project
(also known as The Tides) [Project] located in the City of Carlsbad (City); San Diego County,
California. The Tides property consists of approximately 5.12 acres and is located offsite to the
subject tributary, and is bounded by Interstate 5 to the west, Poinsettia Lane to the north, Lowder
Lane to the east, and existing residential development to the south. The storm drain where
29 Orchard • Lake Forest • California 92630-8300
Telephone: (949) 837-0404 Facsimile: (949) 837-5834
Mr. Christopher Courtney
K. Hovnanian Companies, Inc.
April .1,2011
Paae2
stormwater originating on the Tides project site would discharge is located at the uppermost reach
of a tributary of Batiquitos Lagoon, which is also located in the City of Carlsbad (City): San Diego
County. California. The tributary to Batiquitos Lagoon includes areas of willow riparian habitat
along with freshwater marsh which, combined cover approximately 1.79 acres. The slopes above
the tributary are vegetated with a mosaic of native scrub and ornamental vegetation, which is
bounded by existing residential development to the north, east, and west, and open salt marsh
associated with Batiquitos Lagoon to the south (Exhibits 1 and 2). The tributary to the Batiquitos
Lagoon extends from the outfall structure to the south and carries the discharge downstream for
approximately 843 linear feet to where it exists the tributary and enters the saltwater marsh in the
Batiquitos Lagoon.
Under existing conditions, freshwater discharge from the tributary drainage's watershed into
Batiquitos Lagoon during a 100-year storm event totals 197 cfs. The Tides project site currently
contributes 12.65 cfs of this 197 cfs total under existing conditions. With construction of the
Tides project, the amount of fresh water discharge into the tributary during a 100-year storm
event would be increased by approximately 1.37 cfs, or only a 0.7 percent (less than one percent)
increase. As discussed below, this increase would not have a measurable impact on the
biological resources within Batiquitos Lagoon.
Project Design Standards
The City has recently adopted a new Standard Urban Storm Water Management Plan (SUSMP) and
will not issue a grading permit for the Project until it has been documented that the urban runoff
originating on the Tides project site will not have a detrimental effect upon, or result in habitat
conversion of. the receiving water body. Batiquitos Lagoon,
The Project Engineer, Rick Engineering (Rick), and KHOV have provided the hydrological data to
assist GLA with the preparation of this letter report. Pre-project hydrologic calculations for the
5.12-acre project location indicate that currently, the site would generate approximately 12.65 cfs of
freshwater"discharge during a 100-year event. Post-project hydrologic calculations for discharge
collection are estimated to increase by 1.37 cfs, for a combined total of 14.02 cfs at the proposed
discharge location. Rick's information confirms that the Project will only add flows of 1.37 cfs, or
0.7 percent (less than one percent) to Batiquitos Lagoon during a 100-year event.
II. METHODOLOGY
In order to evaluate the potential impacts of the increased storm water discharge, GLA Senior
Biologist Tony Bomkamp visited the site on March 28, 2011 to evaluate the conditions within
Mr. Christopher Courtney
K. Hovnanian Companies. Inc.
April 1,2011
Page 3
the tributary, which discharges into Batiquitos Lagoon as well as the conditions in the lagoon at
the tributary/lagoon confluence. Exhibit 2 depicts the relationship of the outfall location,
tributary, and Batiquitos Lagoon.
Upon arriving on site, the upper reach of the tributary was examined on foot, beginning at the
outfall and moving downstream, past a channelized portion of the drainage, and into the lower
area of southern arroyo willow forest. Because of the density of the willow, it was not possible
to reach the area of dense cattails that dominates the lower 300+ feet of the tributary. These
areas as well as the adjacent portions of Batiquitos Lagoon were evaluated from the adjacent
slopes.
In order to conduct the evaluation, the wetland/riparian vegetation communities within the
tributary were mapped as well as the adjacent areas of the Lagoon as depicted on Exhibit 2.
III. RESULTS
Site Conditions Between Existing Outfall Structure and Lagoon
As mentioned above, the field investigation focused on the characteristics of the tributary, which
would receive discharge from the Tides project that would be co-mingled with other sources of
discharge from surrounding areas. The tributary supports approximately 1.49 acres of freshwater
riparian and wetland habitats dominated by willow forest and cattail marsh. From the discharge
point of the outfall structure, the tributary extends for approximately 843 linear feet to where it
discharges to Batiquitos Lagoon. The proposed Tides project will discharge storm flows and
nuisance water to a storm drain that ultimately discharges to a tributary of Batiquitos Lagoon.
The outfall leaving the storm drain originates from adjacent housing development and fresh
water storm flow. Discharge observed along the tributary bottom consists of fresh water habitat.
The most common plant species observed within 150 feet downstream from the outfall include
previously maintained giant reed (Arundo donax), white water cress (Rorippa nasturtium-
aqualicum). and prickly sow thistle (Sonchus asper).
Immediately downstream of the area where the giant reed has been cut, the understory appears
sparse from storm scour, while the canopy remains lush with arroyo willow (Salix lasiolepis) as
the dominant species. Additional vegetation within the channel area includes non-native African
umbrella sedge (Cyperus involucratus), and southern cattail (Typho domingensls). Below the
first stand of willows, occurs a second stand that is much more dense and includes a dense
understory. Downstream of the lower stand of willows is dense stands of southern cattail, which
Mr. Christopher Courtney
K. Hovnanian Companies, Inc.
April 1,2011
Page 4
extend to where there is an abrupt transition to salt marsh habitat within Batiquitos Lagoon. As
noted, all of the vegetation observed within 843 linear feet downstream from the outfall, is
freshwater species and is depicted on Exhibit 4.
The transition from freshwater habitat to saltwater habitat is observed at approximately 843
linear feet south of the drainage outfall. Salt marsh vegetation observed at the confluence is
dominated by cord grass (Spartina foliosd) within the lower elevations and common pickleweed
(Salicornia virgimca) and other salt marsh species, such as salt grass (Distichlis spicata), at the
higher elevations. It is noteworthy that the dominant vegetation at the transition from cattail
marsh to salt marsh is the cord grass, which is highly tolerant of inundation but not tolerant of
high salt contents (i.e., above the 35 parts per thousand) which is typical of seawater.
Conversely, common pickleweed is tolerant of higher salinity concentrations, typical of salt
marsh areas that do not receive regular tidal flushing or freshwater storm discharge (though
pickleweed does need freshwater for germination).
Given that the tributary drainage contains 197 cfs of freshwater discharge during a 100-year
storm event and the change in hydrology from 12.65 cfs that currently reaches the site during a
100-year event as compared to the 14.02 cfs that would be contributed to the area in the post-
project 100-year storm event (0.7 percent of the total cfs, or less than one percent of the overall
flow), there would be no change either to the freshwater riparian and marsh species that currently
occupy the tributary or the salt marsh habitat at the confluence, given the dominance of cord
grass at the transition area.
In conclusion, after completion of the biological site review. GLA has determined that proposed
increase in urban fresh water runoff flows leaving the proposed Project site will not have a
detrimental effect upon, or result in habitat conversion of, the receiving water body. Batiquitos
Lagoon (Lagoon).
u <t Mr. Christopher Courtney
K. Hovnanian Companies. Inc.
April 1,2011
«*" Page 5
*"* Should you have any questions regarding this proposal please call Tony Borakamp (949) 837-0404.
"•»
Sincerelv.wtf
-, GLENN LUKOS ASSOCIATES, INC.
Tony Bomkamp
Senior Biologist/Wetland Specialist
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CARLSBAD 27 PROJECT
Vicinity Map
GLENN LUKOS ASSOCIATES
Exhibit 2
Photograph 1: Northern view depicting storm drain discharge point into
tributary of Batiquitos Lagoon
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Photograph 2: Southern view of tributary to Batiquitos Lagoon depicting
willow forest habitat and previously maintained giant reed
Photograph 3: Southern view depicting the confluence of the tributary and
Batiquitos Lagoon
Photograph 4: Southwesterrn view depicting the confluence of the tributary
and Batiquitos Lagoon
Legend
Offsite Study Area
Onsite Study Area
Arroyo Willow
Giant Reed
Salt Marsh/Musflat
Southern Cattail
Unvegetated Streambed
Discharge Location
N
A
100 GLENN LUKOS ASSOCIATES
X:\0363-THEREST\0558-16BATI\558-16_GIS\VegetationGIS\558-16ZVegetation.mxd
March 30. 2011
MAP POCKET 1
DMA/IMP Exhibit
for
Poinsettia Properties
(The Tides)
Prepared By: JJT:NM:vs/RePort/14826-C.004
Rick Engineenng Company-Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
MAP POCKET 2
Single-sheet BMP Exhibit
for
Poinsettia Properties
(TheTides)
Prepared By: WT:NM:vs/Report/14826-C.004
Ride Engineering Company-Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
MAP POCKET 3
Excerpts from the City of Carlsbad Master Drainage Plan
for Reference to HMP Exemption
Prepared By: JJT:NM:vs/Report/l4826-C.004
Rick Engineering Company — Water Resources Division 9-20-10
Revised: 11-17-10
Revised: 01-26-11
Revised: 04-05-11
11
fcr
Car
Depa
stance of ^
ecring, In
Associ
CHAPTERS
METHODOLOGY
i A. Study Approach
The approach of this project was to utilize previous hydrology studies for the major water courses and
1 to analyze tributary areas where storm drain deficiencies occur. Storm drain facilities are recommended
where existing facilities are inadequate or where projected development will require drainage facilities.
1 B. Hydrologlc Design Criteria
The design criteria, as found in the County of San Diego Department of Public Works Flood Control
Division Hydrology Manual, specifies the design runoff conditions within the San Diego County Flood
< Control District wUl be based on the 100 year storm frequency as follows:
1. Design for areas over 1 square mile will be based on the 100 year frequency storm.
•it
^ 2. For areas under 1 square mile -
a) The storm drain system shall be designed so that the combination of storm drain system capacity and
... overflowbothinsideandoutsidetherightofwaywiUbeableto
damaging adjacent existing buildings or potential building sites.
> b) The storm drain system shall be designed so that the combination of storm drain system capacity and
allowable street overflow will be able to carry the 50 year frequency storm within the street right-of-way.
•-• c) Where a storm drain is required under headings 1 or 2 above, then as a minimum, the storm drain shall
be designed to carry the 10 year frequency storm.
*" 3. Sump areas are to be designed for a sump capacity or outfall of a 100 year frequency storm.
-«*
For this study, existing drainage systems were analyzed with respect to the above criteria, and
** recommendations made accordingly. In undeveloped areas, where future street alignments and grades
_ are unknown, the recommended storm drain lines are sized for 100 year flow capacity, based on the grades
of existing flowlines. However, when these areas are developed the drainage system nay actually carry
the 10 year storm underground, the 50 year storm to top of curb, and the 100 year storm within the street
« right-of-way. Drains at sumps should convey 100 year storm flows.
The design flows were computed based on the following assumptions and data:
^ 1. Ground cover was derived from the Soil Conservation Service 1969 survey maps updated with ultimate
development data corresponding to the 1000 scale city of Carlsbad General Plan Map dated April 1987
and future land use densities projected in the City's Growth Management Program.
*"* Maatar Drainage and Storm Water Quality Management Plan ' Chapter 3
Carlsbad, California, March 1994 • • ' Page 11