HomeMy WebLinkAboutCT 11-04; QUARRY CREEK; PRELIMINARY STORM WATER MANAGEMENT PLAN; 2012-03-13PRELIMINARY
STORM WATER MANAGEMENT PLAN
FOR
QUARRY CREEK
(CT 11-04)
(VESTING TENTATIVE MAP)
Job Number 16483
October 19, 2011
Revised: December 20, 2011
Revised: March 13, 2012
CT
ENGINEERING COMPANY
IIT*P .com
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PRELIMINARY
STORM WATER MANAGEMENT PLAN
FOR
QUARRY CREEK
(CT 11-04)
t2wteJ
(VESTING TENTATIVE MAP)
Job Number 16483
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Dennis Bow '
R.C.E. #32
Exp. O'7T
OESSIO,l,
fOIN 16
1z NO. 32838
EXP. 06130/12
IVA
OF
Prepared For:
The Corky McMillin Companies
2750 Womble Road
San Diego. CA 92106
Mr. Don Mitchell
(619) 794-1252
Prepared By:
Rick Engineering Company
Water Resources Division
5620 Friars Road
San Diego, California 92110-2596
(619) 291-0707
October 19, 2011
Revised: December 20, 2011
Revised: March 13,2012 I
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I TABLE OF CONTENTS
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Plan Check Comments #2 ................................................................................................................. j
PlanCheck Comments #1 ............................................................................................................... .ii
1.0 Introduction ...............................................................................................................................1
1 2.0 Identification of Pollutants and Conditions of Concern ...................................................
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......... 9
3.0 Source Control Measures ......................................................................................................... 13 I 4.0 Integrated Low Impact Development Design Strategies.........................................................16
5.0 Hydromodification ..................................................................................................................... 20
6.0 of Documentation Storm Water Design..................................................................................25
7.0 Operation and Maintenance.....................................................................................................26 I 8.0 SWMP Certification Statements..............................................................................................32
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I Tables:
Table 2-1: Anticipated and Potential Pollutants Generated by Land Use Type ...........................10 ' Table 3-1: Permanent and Operational Source Control Measures................................................13
Table 4-1: Grouping of Potential Pollutants of Concern by Fate during Stormwater Treatment. 17
,I Table 4-2: Groups of Pollutants and Relative Effectiveness of Treatment Facilities...................18
Table 7-1: Summary Table of Inspection and Maintenance Frequency.......................................31
I Appendices:
I Appendix A: City of Carlsbad Storm Water Standards Questionnaire (SWSQ)
Appendix B: HIvIP Applicability Determination Matrix
I Appendix C: Water Quality Treatment Calculations & Support Materials
Appendix D: SDHM Output and Support Material
Appendix E: DMA/IMP/BMP Exhibit for Quarry Creek
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Rick Engineering Company
Response to City of Carlsbad plan check titled 3rd Review for Quarry Creek Master Plan
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GPA 11-09/ZC 11-04/MP 10-01/CT 11-04/SUP 11-04/lIMP 11-07/HDP 11-04" dated
January 31, 2012
—Plan Check Comments #2
March 13, 2012
Comment 25: Please provide a drainage basin map showing the locations of drainage basins 1
to 4 and its sub-basins mentioned in the SWMP report. The third paragraph on page 4 refers to
the exhibit in Appendix E for locations of drainage basins. However, the Storm Water
Management Exhibit found in Appendix E includes only the DMAs, IMPs/BMPs but not the
drainage basins.
Response: The Storm Water Management exhibit has been revised to more clearly
show the major drainage basins and sub-basins. The drainage basins are color coded and
labeled according to the POC to which it discharges.
I Comment 26: The SWMP exhibit in Appendix E must include a summary table that shows the
required sizes of each of the proposed IMPs/BMPs, including length, width, orifice diameter,
and details of the outlet structures, including mechanism to avoid orifice clogging. A full size
SWMP exhibit must be added to the tentative map/site plan.
Response: The SWMP exhibit has been revised to include a summary table showing
the required information as stated above. A full size SWMP exhibit has been included in
the tentative map/site plan.
Comment 27: The points of compliance (POCs) in the SWMP report do not match the POCs in
the SCCWRP analysis.
Response: The POCs in the SWMP have been renamed to better correlate to the
POCs in the SCCWRP analysis.
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I Rick Engineering Company
Response to City of Carlsbad plan check titled "2 d Review for Quarry Creek Master Plan
I GPA 11-09/ZC 11-04IMP 10-01/CT 11-04/SUP 11-04/lIMP 11-07/HDP 11-04" dated
November 28, 2011
Plan Check Comments #1
December 20, 2011
I Comment 35: The pre-project condition for this development must be based on the topography
shown on the approved reclamation grading plan DWG 470-5A. Please revise the statement on
Page 2 of the SWMP report, stating that the pre-project condition is based on the site
topography created from aerial photography dated 2006 by Project Design Consultants.
Response: Pursuant to a meeting with the City of Carlsbad on December 14, 2011, it
I was determined that specific to this project, the Hanson Reclamation Condition is a
manufactured condition, and not representative of the watershed runoff historically ' discharged to the downstream channels. In this instance, the pre-project condition is
more appropriate to be based on the site topography dated 2006. The Storm Water
Management Plan (SWMP) has been updated to include discussion as to the reason it is
I appropriate to use the historical topography for the pre-project hydromodification
analysis as opposed to the mass graded (reclamation) condition topography.
I Comment 36: The discharge point of the Lot 9 bio-retention basin (treatment BMP for portions
of Lot 4) appears to be downstream of POC2 (point of compliance 2) as shown on the SWMP
exhibits. Please revise location of point of compliance to include all runoffs from the eastern 1 portion of Lot 4.
I Response: The analysis and report have been revised to include an additional POC at
the location of the discharge point from the Lot 9 bio-retention basin, labeled EDB 2-4 on
the SWMP exhibit.
U Comment 37: On page 10, under identification of receiving waters, it is indicated that an exhibit
titled "Hydrologic Unit for Quarry Creek" has been provided in Appendix B. However, I Appendix B contains only the HMP applicability determination matrix.
Response: The SWMP has been revised to include the exhibit titled "Hydrologic Unit
for Quarry Creek" in Appendix B.
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I Comment 38: On page 18, the table showing treatment BMP sizing shows impervious areas for
each drainage management area (DMA). Please provide impervious area calculations. The
impervious area calculations must be based on the ultimate land use of each DMA.
Response: Please refer to Appendix D of the SWMP for impervious area calculations.
I The impervious area calculations are shown in the table titled "Land Use Combination
Parameters - Post-project" and are based on the ultimate land use of each DMA.
I Comment 39: The project uses a 0.5Q2 threshold for SDHM analysis to comply with
hydromodfIcation requirements. Page 22 of the SWMP report indicates that a SCCWRP report
I has been prepared by Chang Consultants to justify. the use of the lower flow threshold in the
continuous simulation analysis. The City did not receive the SCCWRP report during this
submittal. Please include in the next review submittal package.
Response: Per Chang Consultants, the SCCWRP will be submitted in the next review
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submittal package.
- Comment 40: The water quality drawdown time calculations were not provided in the SWMP
report. Please add drawdown time calculations for each proposed bio-retention basin in the
I revised SWMP report.
I Response: The SWMP has been revised to include drawdown time calculations for
each proposed bioretention extended detention facility. These calculations are included
in Appendix C of the revised report.
I Comment 41: Please complete the applicant information and signature block on page 3 of the
Storm Water Standard Questionnaire (Form E-34).
I Response: The SWMP has been revised to include a completed signature block on
page 3 of the Storm Water Standard Questionnaire (Form E-34).
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DCB:SL:vs/Reportl 16483.003
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1. INTRODUCTION
This Storm Water Management Plan (SWMP) summarizes the post-construction storm water
requirements for the Quarry Creek project (herein referred to as "the project"). The project is
located east of Interstate 5, south of Plaza Drive, and west of College Boulevard in the City of
Carlsbad, and boarders the City of Oceanside. See the Vicinity Map at the end of Section 1.0 for
the location of the project. The project proposes to prepare previously mass graded lots into
developable pads zoned for residential units consisting of medium and high density housing,
public use areas including a park and ride, a community facility site and nature education center,
and park and open space areas. The first phase of the project includes grading the pads,
construction of the major public roads and utilities, and grading of the Low Impact Development
(LID) facilities associated with construction of the major roads. This SWMP addresses post-
construction storm water management based on the land use zoning, however several of the lots
will ultimately be sold to future developers and it will be the responsibility of the future
developers to prepare site specific SWMPs.
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"). A copy of the City
of Carlsbad Storm Water Standards Questionnaire (SWSQ) for the project is located in Appendix
A of this SWMP. Based on the SWSQ, 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," "Commercial - greater than 1-acre", "Environmentally Sensitive
Area (ESA)", "Parking lot", "Streets, roads, highways, and freeways," and "More than 1-acre of
disturbance."
In accordance with the Municipal Permit and final hydromodification management plan (HMP)
dated March 2011, 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).
According to Figure 2-1, HMP Applicability Determination Matrix, in the SUSMP, the Quarry
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Creek project is subject to the final I-IMP. Therefore, a hydromodification management strategy
I has been developed for the project and is discussed in more detail in Section 5.0 of this report. A
copy of the HMP Applicability Determination Matrix is located in Appendix B.
R In the pre-project condition, storm water runoff from the site discharges to a tributary of Buena
I Vista Creek as well as directly to Buena Vista Creek and flows westerly to Buena Vista Lagoon
and ultimately discharges to the Pacific Ocean. The proposed site will maintain drainage
I patterns similar to the pre-project condition hydrologic characteristics, therefore storm water
runoff from the proposed site will discharge to Buena Vista Creek and flow westerly to Buena
Vista Lagoon and ultimately discharge to the Pacific Ocean.
I For the purposes of the SWMP the project is defined by five major drainage basins and Points of
Compliance (POC). Runoff from four of the drainage basins flows to Buena Vista Creek. Runoff
I from the fifth drainage basin flows to a tributary of Buena Vista Creek and confluences with
Buena Vista Creek downstream of the project. Buena Vista Creek travels in a westerly direction
to Buena Vista Lagoon and ultimately discharges to the Pacific Ocean.
The following provides a description of the drainage characteristics for the pre-project and post-
project conditions.
1.1 Pre-Project Condition
For the purposes of the SWMP, the pre-project condition is based on site topography created
from aerial photography dated September 2006 by Project Design Consultants. The Municipal
I Permit requires Priority Development Projects to manage increases in runoff discharge rates and
durations which are likely to cause erosion, sediment pollutant generation, or other impacts to
J beneficial uses and stream habitat. Historically, the channels to which the project discharges
have been responding to the natural watershed characteristics that existed prior to the site being
J mass graded. The mass graded condition (Hanson Reclamation Condition) is a manufactured
condition which does not accurately represent the watershed that formed the downstream
I channels. In order to comply with the intent of the Municipal Permit, the post-project condition
should be compared to the natural watershed characteristics to which the receiving channels have
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Rick Engineering Company - Water Resources Division 2 10-19-11
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I been responding. Therefore, in this case it is more appropriate to use the historical topography
I for the pre-project hydromodification analysis as opposed to the mass graded condition (Hanson
Reclamation Condition) topography.
POC-1
I Basin 1 consists of the northeastern portion of the project which drains in a southerly direction to
Buena Vista Creek. Refer to the exhibit titled "Quarry Creek Pre-Project Land Use Information"
I located in Appendix D for the location of each drainage basin and Point of Compliance. The
drainage basins are labeled according to the POC to which it discharges. Basin 1 discharges to
I POC 1. In the pre-project condition, Basin 1 is approximately 14.3 acres. Land uses in the basin
are comprised of a mining site which consists of undeveloped areas of dirt and grass. There is an
I existing storm drain that conveys offsite low-flows through Basin 1. The existing storm drain
currently includes a low-flow pipe and swale which provide a minor amount of water quality
treatment for runoff from an offsite watershed located north of the project.
I POC-3-2
Basin 3-2 consists of the northwestern portion of the project which drains in a southerly direction
to Buena Vista Creek. Basin 3-2 discharges to POC 3-2. In the pre-project condition, Basin 3-2
is approximately 13.2 acres. Land uses in the basin are comprised a mining site which consists
of undeveloped areas of dirt and grass.
I Basin 3-3 is in the southeastern portion of the project which drains in a northerly direction to
I Buena Vista Creek. Basin 3-3 discharges to POC 3-3. In the pre-project condition, Basin 3-3 is
approximately 6.6 acres. Land uses in the basin are comprised of a mining site which consists of
1 undeveloped areas of dirt and grass. There is an existing storm drain that conveys offsite low-
flows through Basin 3-3. The existing storm drain currently includes a low-flow pipe and swale
which provides a minor amount of water quality treatment for runoff from an offsite watershed
located south of the project.
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POC-3-7
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Basin 3-7 is in the southeastern portion of the project which drains in a northerly direction to ' Buena Vista Creek. Basin 3-7 discharges to POC 3-7. In the pre-project condition, Basin 3-7 is
approximately 2.0 acres. Land uses in the basin are comprised of a mining site which consists of
undeveloped areas of dirt and grass.
I POC-4
Basin 4 is in the southern central portion of the project which drains in a northerly direction to
J Buena Vista Creek. Basin 4 discharges to POC 4. In the pre-project condition, Basin 4 is
approximately 26.4 acres. Land uses in the basin are comprised of undeveloped areas of dirt and
grass.
I Basin 5 consists of the southwest portion of the project which drains in a southerly direction to
an existing open channel that flows westerly and confluences with Buena Vista Creek
downstream of the project site. Basin 5 discharges to POC 5. In the pre-project condition, Basin
f 5 is approximately 12.8 acres. Land uses in the basin are comprised of undeveloped areas of
grass.
- Please refer to the exhibit titled "Quarry Creek Pre-Project Land Use Information" located in
I Appendix D for the location of each drainage basin and Point of Compliance. The drainage
basins are labeled according to the POC to which it discharges.
I 1.2 Post-Project Condition
The first phase of the project includes grading the pads, construction of the major public roads
and utilities, and grading of the Low Impact Development (LID) facilities associated with major
roads being built as part of the first phase of construction. LID facilities have been preliminarily
sized for the ultimate condition but may not be constructed as part of the first phase. In the post-
project condition, drainage will be conveyed through a network of storm water management
features for Priority Development Project LID requirements, water quality treatment, and
$ hydromodification management prior to outletting to proposed storm drain outfalls.
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I Basin 1 is located in the northern area of the project and includes a small area of offsite runoff in
addition to runoff from Lot 1, part of Lot 6, portions of Haymar Drive and Private Drive "C".
I Runoff will be directed to a bioretention extended detention treatment basin which outlets to
POC 1. Basin 1 is approximately 14.3 acres. Land uses in the basin are comprised of high density
residential and major streets.
POC-3-2
Basin 3-2 is also located in the northern area of the project and includes runoff from Lot 2, part
of Lot 6, Lot 11 and Street "B". Runoff will be directed to a bioretention extended detention
treatment basin which outlets to POC 3-2. Basin 3-2 is approximately 13.2 acres. Land uses in
the basin are comprised of a park, high density residential and major streets.
i POC-3-3
Basin 3-3 is located in the southeastern area of the project and includes runoff from Lot 3.
I Runoff will be directed to a bioretention extended detention treatment basin located northwest of
the intersection of Street A and B which outlets to POC 3-3. Basin 3-3 is approximately 7.0
acres. Land uses in the basin are comprised of medium-high residential.
I Basin 3-7 is located in the southeastern area of the project and includes runoff from Lot 7.
I Runoff will be directed to a bioretention extended detention treatment basin located within Lot 7
which outlets to POC 3-7. Basin 3-7 is approximately 2.0 acres. Land use in the basin is
I comprised of a community facility site.
I Basin 4 is located in the southern central area of the project and includes runoff from the eastern
portion of Lot 4, Lot 8, Lot 9 and Street "A". Runoff will be directed to a bioretention extended
detention treatment basin which outlets to POC 4. Basin 4 is approximately 26.6 acres. Land uses
in the basin are comprised of medium-high residential and public use trails and parks.
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Basin 5 is located in the southwest area of the project and includes runoff from the western
portion of Lot 4, Lot 5, and Lot 10. Runoff will be directed to a bioretention extended detention
I treatment basin which outlets to POC 5. Basin 5 is approximately 12.1 acres. Land uses in the
basin are comprised of medium-high residential and a public use park.
Please refer to the Storm Water Management Plan exhibit located in Appendix E for the location
I of each drainage basin and Point of Compliance. The drainage basins are color coded and labeled
according to the POC to which it discharges.
- In the post-project condition, peak flow and duration controls will be provided so as not to
I exceed pre-project peak flows and durations as required by the Final HMP. There will be a
number of storm water management features working to provide peak flow rate and duration
I controls, including open channel swales and basins. The preliminary estimate of volumes
needed for hydromodificatioñ and water quality treatment for each drainage basin is provided in
I Attachment D.
I Constraints and opportunities for site design and selection of treatment and flow-control facilities
have been identified for the project. The majority of the project consists of type D soil which
I presents a constraint in the selection of IMPs. Opportunities include utilizing the 50-foot wide
building setback and 100-foot wide vegetated buffer zone, non-contiguous sidewalks, open space
areas and parks, and incorporating landscape/vegetated areas in the common public use areas of
the project. The 50 and 100-foot wide buffer zones present an opportunity as they provide
I adequate area for the bioretention extended detention facilities while optimizing the site layout.
An integrated 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.
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Please refer to the DMA/IMP/BMP exhibit located in Appendix E of this report for locations of
the drainage facilities and storm water LID facilities, including tributary drainage areas and flow
patterns for the site.
1.3 Offsite Runoff Treatment
Additional storm water treatment of offsite flows will be provided at two locations within the
project. The project will continue to provide water quality treatment from two existing low-flow
storm drain systems. Per the water quality treatment calculations performed by Chang
Consultants, the water quality treatment flow rate is 0.89 cubic feet per second (cfs) discharging
to POC-1 from an offsite watershed north of the project, and 0.63 cubic feet per second (cfs)
discharging to
Pe(20)
m an offsite watershed located south of the project. The project
proposes to ut9 Bio Clean Water Polisher Up Flow Media Filters to provide water
quality treat ent for low-flow stormwater runoff from the offsite basins. Details and
specification are located in Appendix C.
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MIRACOSTA
cOLLEGE
VICINITY MAP
NN
VICINITY MAP
NO SCALE
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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.
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Table 2-1. Anticipated and Potential Pollutants Generated by Land Use Type
General Pollutant Categories
Priority Trash Oxygen Bacteria
Project Heavy Organic & Demanding Oil & &
Categories Sediments Nutrients - Metals Compounds Debris Substances Grease Viruses Pesticides
Detached
Residential X X X X X X X
Development
Attached
Residential X X X p(l)p'2 P' x
Development
Commercial
Development p(') p() p(2) x p(S) x p(3) p(5)
>100,000 fl?
Heavy
Industry
/Industrial X X X X X X
Development
>One Acre
Automotive X 5 x x Repair Shops
Restaurants X X X X
Steep
Hillside
Development
>5,000 ft2
Parking Lots pfl) p(l) x x p' x
Retail
Gasoline X X X X X
Outlets
Streets, -
Highways & X P" X X'4' X P X
Freeways
X = anticipated
P = potential
A potential pollutant if landscaping exists on-site.
A potential pollutant if the project includes uncovered parking areas.
A potential pollutant if land use involves food or animal waste products.
Including petroleum hydrocarbons.
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.
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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
I 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
I 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
I 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:
El Salto Subarea in the Buena Vista Creek Hydrologic Area within the Carlsbad Hydrologic
Unit. The corresponding hydrologic unit basin number designation is 904.21 (Region '9',
Hydrologic Unit '04', Hydrologic Area '2', and Hydrologic Subarea '1'). An exhibit has been
I provided in Appendix B of this report titled, "Hydrologic Unit for Quarry Creek" which shows
the project location within Hydrologic Unit 904.21. Project runoff discharges to Buena Vista
I Creek and ultimately discharges into Buena Vista Lagoon.
I Identification of Receiving Water Impairments
On October 25, 2006, the SWRCB adopted the "2006 CWA Section 303(d) List of Water
I Quality Limited Segments" (2006 303(d) List). According to the 2006 303(d) List, Buena Vista
Creek and Buena Vista Lagoon within HIJ 904.21 are identified as an impaired water bodies.
I Buena Vista Creek is listed for Selenium and Sediment Toxicity and Buena Vista Lagoon is
listed for Indicator Bacteria, Nutrients and Sedimentation/Siltation.
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Beneficial Uses of Receiving Water
I According to the "Water Quality Control Plan for the San Diego Basin," dated September 8,
1994, prepared by the SDRWQCB the existing beneficial uses of the Buena Vista Creek and
I Buena Vista Lagoon are Agricultural Supply (AGR), Industrial Service Supply (IND), Contact
Water Recreation (REC1), Non-contact Water Recreation (REC2), Warm Freshwater Habitat
(WARM), Wildlife Habitat (WILD), Rare, Threatened or Endangered Species (RARE).
I Pollutants of Concern for the Project
Based on Table 2 and the 2006 CWA Section 303(d) List of Water Quality Limited Segments,
I 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,
I and pesticides. The LID design approach and source control BMPs will be utilized to treat these
pollutants to the maximum extent practicable (MEP).
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3.0 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 3-1. Permanent and Operational Source Control Measures
Potential Source
of Runoff Permanent Source Control BMPs Operational Source Control BMPs
Pollutants
On-site storm drain Mark all inlets with the words "No Maintain and periodically repaint or replace inlet markings.
inlets Dumping! Flows to Bay" or similar.
Provide stormwater pollution prevention information to
new site owners, lessees, or operators.
Maintain storm drain inlets per Fact Sheet SC-44, "Drainage
System Maintenance," in the CASQA Stormwater Quality
Handbooks at www.cabmphandbooks.com
Include the following in lease agreements: "Tenant shall not
allow anyone to discharge anything to storm drains or to
store or deposit materials so as to create a potential discharge
to storm drains."
Interior floor Interior floor drains and elevator shaft Inspect and maintain drains to prevent blockages and
drains and elevator sump pumps will be plumbed to overflow.
shaft sump pumps sanitary sewer.
Interior parking State that parking garage floor drains Inspect and maintain drains to prevent blockages
garages will be plumbed to the sanitary sewer. and overflow.
Need for future Note building design features that Provide Integrated Pest Management information indoor & structural discourage entry of pests. to owners lessees and operators. pest control.
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Potential Source
of Runoff Permanent Source Control BMPs
Pollutants
Operational Source Control BMPs
Landscape / Final landscape plans will accomplish Maintain landscaping using minimum or no pesticides.
Outdoor Pesticide all of the following:
Use Maintain buildings and common areas per Fact Sheet SC-41,
Preserve existing native trees, shrubs, "Building and Grounds Maintenance," in the CASQA
and ground cover to the maximum Stormwater Quality Handbooks at
extent possible. www.cabrnphandbooks.com
Design landscaping to minimize Provide IPM information to new owners, lessees and
irrigation and runoff, to promote operators
surface infiltration where
appropriate, and to minimize the
use of fertilizers and pesticides that
can contribute to stormwater
pollution.
Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated
soil conditions.
Consider using pest-resistant
plants, especially adjacent to
hardscape.
To insure successful establishment,
select plants appropriate to site
soils, slopes, climate, sun, wind,
rain, land use, air movement,
ecological consistency, and plant
interactions.
If the local municipality requires Maintain water features per Fact Sheet SC-72, "Fountain
Pools, spas, ponds, pools to be plumbed to the sanitary and Pool Maintenance," in the CASQA Stormwater
decorative sewer, place a note on the plans and Quality Handbooks at www.cabmphandbooks.com
fountains and other state in the narrative that this
water features connection will be made according to
local requirements.
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Potential Source
of Runoff Permanent Source Control BMPs Operational Source Control BMPs
Pollutants
Refuse areas Site refuse will be handled and The following will be implemented:
provide supporting detail to what is
shown on plans. Provide adequate number of receptacles. Inspect receptacles
State that signs will be posted on or regularly; repair or replace leaky receptacles. Keep
near dumpsters with the words "Do receptacles covered. Prohibit/prevent dumping of liquid or
not dump hazardous materials here" hazardous wastes. Post "no hazardous materials" signs.
or similar. Inspect and pick up litter daily and clean up spills
immediately. Keep spill control materials available on-site.
Handle and dispose of waste per Fact Sheet SC-34, "Waste
Handling and Disposal" in the CASQA Stormwater Quality
Handbooks at www.cabmphandbooks.com
Include a detailed description of
Outdoor storage of materials to be stored, storage areas, Store outdoor equipment and materials per Fact Sheets SC-
equipment or and structural features to prevent 31, "Outdoor Liquid Container Storage" and SC-3 3,
materials pollutants from entering storm "Outdoor Storage of Raw Materials" in the CASQA
drains. Stormwater Quality Handbooks at
www.cabmphandbooks.com
Where appropriate, reference
documentation of compliance with
the requirements of local Hazardous
Materials Programs for:
Hazardous Waste Generation
Hazardous Materials Release
Response and Inventory
California Accidental Release
(CalARP)
.. Aboveground Storage Tank
Uniform Fire Code Article 80
Section 103(b) & (c) 1991
Underground Storage Tank
Miscellaneous Avoid roofing, gutters, and trim
drain or wash made of copper or other unprotected
water: Roofing, metals that may leach into runoff.
gutters, and trim
Plazas sidewalks Plazas, sidewalks, and parking lots shall be swept regularly
and parking lots to prevent the accumulation of litter and debris. Debris from
pressure washing shall be collected to prevent entry into the
storm drain system. Washwater containing any cleaning
agent or degreaser shall be collected and discharged to the
sanitary sewer and not discharged to a storm drain.
Source. City of Carlsbad Standard Urban Storm Water Mitigation Plan, 2010.
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4.0 INTEGRATED LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES
The following discussion addresses requirements of Section 4 of the SUSMP. As listed in the
I section, projects subject to Priority Development Project requirements, at minimum, must
implement an integrated LID approach to develop and size IMPs or "Alternatives to LID
Design," which requires you to show how you satisfy each stormwater objective separately.
I 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
I managing runoff from the project.
I 4.1 Optimization of Site Layout
The project is proposing to grade lots and construct utilities and roads upon previously mass
I graded lots. The project is designed to provide a 50-foot building setback as well as a 100-foot
vegetated buffer area in between the development and Buena Vista Creek and the wetland
I preserve. Therefore, the project is building upon less sensitive areas of the site and is
minimizing disturbance of natural areas. The vegetated buffer will also provide an area where
drainage can be used as a design element to incorporate the proposed IMP facilities.
I 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
I will provide native or drought tolerant vegetation for proposed landscape areas and include trees
for canopy interception.
4.2 Use of Pervious Surfaces
I Where feasible future development within each of the lots within the project will incorporate
pervious surfaces throughout the project in accordance with City of Carlsbad requirements.
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4.3 Dispersal of Runoff to Pervious Areas
Where feasible, the project site shall incorporate landscaping areas on the site that collect runoff
from impervious surfaces prior to collection into the storm drain system. Sidewalks and
walkways may be designed as non-contiguous within the future lots, thereby allowing sidewalk
runoff to flow across vegetated areas prior to conveyance within the street.
4.4 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.
Table 4-1. Grouping of Potential Pollutants of Concern by Fate during Stormwater
Treatment
*Bioretcntion Infiltration Trash
Pollutants of Extended
Dtt&ntion
settling
Basins Wet Ponds Facilities or Media High-rate High-rate
media
Racks &
Hydro- Concern Facilities (Dry Ponds) and Wetlands Practices Filters biofilters filters dynamic
(LID) 1-ID' ' / Devices
Coarse
Sediment and High High High High High High *High High
Trash
Pollutants
that tend to
associate with
fine particles high High High High High Medium *MLdiulTi Low
during
treatment
Pollutants
that tend to
be dissolved Mediuñi Low Medium High Low Low *Low Low
following
treatment
Source: City of Carlsbad Standard Urban Storm Water Mitigation Plan, 2010.
Bioretention Extended Detention Facilities are proposed for treatment of onsite runoff from the
Quarry Creek project. However, offsite low-flows from two adjacent watersheds are proposed to
be treated using High-rate media filters.
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Table 4-2. Groups of Pollutants and Relative Effectiveness of Treatment Facilities
Pollutant Coarse Sediment and
Trash
Pollutants that tend to
associate with fine particles
during treatment
Pollutants that tend to be
dissolved following
treatment
Sediment X X
Nutrients X X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding X
Bacteria X
Oil & Grease X
Pesticides X
Source: City of Carlsbad Standard Urban Storm Water Mitigation Flan, IUI U.
The following IMPs are considered appropriate for treatment of runoff potentially containing
most pbllutants of concern:
Bioretention Extended Detention facilities, which can be configured as swales, free-form
areas, or planters to integrate with your landscape design - 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 - Not Selected
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In order to determine the most appropriate ilviP (or combination thereof) for the project, several
design alternatives were considered, including locating bioretention areas within the parkway for
the street and utilizing pervious pavement within the street and for the Park and Ride. The
necessary areas required to treat the runoff from the project made utilizing the parkway for
bioretention difficult to achieve. The most practical location for an IMP the 50-foot building
setback and 100-foot vegetated buffer areas previously discussed. These areas provide adequate
space and optimize the project site layout. Therefore bioretention extended detention basins in
these areas are the most suitable IMP for the project. A summary of the treatment basin surface
area as a ratio of the impervious area for each basin is provided in the table below. Refer to the
table titled "Land Use Combination Parameters - Post-project" in Appendix D for the
impervious area calculations.
Quarry Creek
Impervious Area vs Treatment Surface Area
Extended Treatment Ratio of Treatment Basin
POC Detention Impervious Basin Surface Area to Impervious
Basin Area (ac) Surface Area Area (ac)
POC 1 EDB 1 8.6 0.72 0.08
POC 3-2 EDB 3-2 9.6 0.66 0.07
POC 3-3 EDB 3-3 4.7 0.45 0.10
POC 3-7 EDB 3-7 0.7 0.03 0.04
POC 4 EDB 4 19.5 1.4 0.07
POC 5 EDB 5 9.3 0.66 0.07
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5.0 HYDROMODIFICATION
In accordance with the Municipal Permit and final hydromodification management plan (HIvIP)
dated March 2011, 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.
According to Figure 2-1, HMP Applicability Determination Matrix, in the SUSMP, the Quarry
Creek project is subject to the final HIvIP. Therefore, a hydromodification management strategy
has been developed for the project. The project will use a network of storm water management
features that have been sized based on IMP and BMP sizing approach for hydromodification
management. The continuous simulation model, the San Diego Hydrology Model (SDHM) from
Clear Creek Solutions was used to compare pre-project and mitigated post-project runoff and
durations to comply with flow control standards as defined in the final HMP.
5.1 MODELING METHODOLOGY
Based on the final HMP, a range of runoff flow rates was required to be determined to identify
the range for which Priority Development Project (PDP) post-project runoff flows and durations
shall not exceed pre-project runoff flows and durations. In order to meet this requirement,
results of a hydromodification management analysis must meet the following criteria:
. For flow rates between the pre-próject lower flow threshold and the pre-project 10-year
event, the post-project discharge rates and durations may not deviate above the pre-project
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rates and durations by more than 10% over more than 10% of the length of the flow duration
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curve.
. Lower flow thresholds may be determined using the HMP Decision Matrix along with a
I critical flow calculator and channel screening tools developed by the Southern California
Coastal Water research Project (SCCWRP). These methods identify lower flow thresholds
I for a range of channel conditions. The critical flow calculator recommends a lower flow
value of 0.1 Q2, 0.3Q2, or 0.5Q2 dependent on the receiving channel material and
I dimensions. This value will be compared to the channel susceptibility rating (High, Medium,
or Low) as determined from the SCCWRP screening tools to determine the final lower flow
1 threshold.
. The lower flow threshold may alternately be determined as 10 percent of the pre-project 2-
year runoff event, or 0.1 Q2. This approach, which is outlined in the HItvIP Decision Matrix,
is available if the project applicant chooses not to complete the channel screening analysis.
- The continuous simulation modeling for this project was performed using the San Diego
1 Hydrology Model (SDHM) from Clear Creek Solutions. The release date for the version of
SDHM utilized for the project is March 1, 2012. SDHM was used to analyze the proposed
I project for compliance with the Final Hydromodification Management Criteria. The software is
capable of modeling hydromodification management (flow control) facilities to mitigate the
I effects of increased runoff from the post-project land use changes that may cause negative
impacts (i.e. erosions) to downstream channels.
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Standards developed as part of the final HMP to control runoff peak flows and durations are
I based on a continuous simulation of runoff using local rainfall data. SDHM is based on actual
recorded precipitation data. The rainfall gauge selected for this project was the Oceanside gauge,
I which represents the project appropriately based on isopluvial and precipitation zone
characteristics and has hourly data for the period of record of 1949 to 2007.
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The program is a continuous simulation program accounting for all storm events, which differ
from typical methods of using the peak from a single storm event (i.e. 100-year). SDHM uses
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the Hydrologic Simulation Program Fortran (HSPF) software as its computational engine to run
rainfall-runoff algorithms.
I Partial Duration
The peak flow frequency statistics (i.e. Q2 and Q1O) estimates how often flow rates will exceed a
I given threshold. There. are two common methods to determine the frequency of recurrence of
flood data: annual maximum series, or partial duration series. The annual maximum series
I selects the highest peak discharge in one year. The partial duration series considers multiple
storm events in a given year. According to the Final HMP, the need for partial duration statistics
is more pronounced for control standards based on more frequent return intervals (such as the 2-
year runoff event) since the peak annual series does not perform as well in the estimation of such
I events. The use of a partial duration series is recommended for semi-arid climates similar to San
Diego County, where prolonged dry periods can skew peak flow frequency results determined by
a peak annual series for more frequent runoff events. The partial duration series provides better
resolution for assigning recurrence intervals to events that occur more frequently than once per
10 years, which are the events that are most important for the HMP. SDHM (November 11,
2011 version) defaults to compute peak flow frequency statistics by constructing a partial
I duration series. For the statistical analysis of the rainfall record, partial duration series events
have been separated into discrete rainfall events assuming the following criteria.
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To determine a discrete rainfall event, a lower flow limit was set to a very small value, equal
I to 0.002 cfs per acre of contributing drainage area.
A new discrete event is designated when the flow falls below 0.002 cfs per acre for a time
I period of 24 hours.
I Drawdown Time
The HMP and/or water quality (WQ) drawdown time is the time it takes for the basin to empty
the HMP and/or WQ volume. The SDHM program calculates the HMP drawdown time for the
maximum stage that occurs in the basins in continuous simulation. Preliminary Water Quality
I draw-down times were estimated using HEC-1. Copies of the draw-down calculations are
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included in Appendix C. Additional calculations will be required during final design to verify the
WQ draw down timing.
5.2 MODELING RESULTS
There are five (5) Points of Compliance (POC) for the project. Therefore, the SDHM analysis is
organized accordingly. Each drainage basin will employ similar strategies for compliance with
the HMP. Runoff from each basin will be directed to permanent storm water management
features in the form of bioretention extended detention facilities which will meet both
hydromodification and water quality treatment requirements.
Chang Consultants prepared a report titled, "Hydromodification Screening for Quarry Creek,"
dated December 2011, which summarized the results of a channel screening analysis and
determined that the lower flow threshold is 0.5Q2 is appropriate for the Quarry Creek project.
Therefore this lower flow threshold was used in the continuous simulation analysis.
Summary of Results and SDHM Output
The preliminary sizing for required HMP volumes for each drainage basin is summarized in the
table below.
Quarry Creek - HMP Mitigation Feature Summary Table
Extended Q Y 10- r Riser Orifice
POC Detention Threshold BL BW Volume Size Ht Diam
Basin (cfs) (ac-fl) x Diam (in) (ft x ft)
POC 1 EDB 1 0.5Q2 385 35 1.06 3 x 1.5 6
POC 3-2 EDB 3-2 0.5Q2 488 25 1.2 3 x 1.5 5.3
POC 3-3 EDB 3-3 0.5Q2 232 13 0.6 5 x 1.5 3.1
POC 3-7 EDB 3-7 0.5Q2 28 28 0.1 3 x 1.5 2
POC 4 EDB 4 0.5Q2 540 40 2.4 4 x 1.5 7.5
POC 5 EDB 5 0.5Q2 380 48 1.4 4 x 1.5 5.5
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Support material and individual SDHM output for each drainage basin are included in the SDHM
results, located in Appendix D of this report. Please refer Appendix D for summary tables and
supporting exhibits utilized in the SDHM analyses for post-project soil, slope, and land use.
These exhibits delineate the drainage basin and ID tributary to each point of compliance (POC).
The HMP Basins will have adequate volume to provide 85th percentile volume storm water
quality treatment for the tributary runoff from the roadways and lots. The preliminary sizing for
required water quality volume and flow rates are also included in Appendix C of this report.
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6.0 DOCUMENTATION OF STORM WATER DESIGN
Documentation of drainage basins and location of IMPs is located in Appendix D and on the
DMA/IMP/BMP Exhibit in Appendix E of this report.
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7.0 OPERATION AND MAINTENANCE
The owner of each IMP facility will ensure the ongoing maintenance for the permanent
stbrmwater 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: bioretention extended
detention facilities. The discussions below provide inspection criteria, maintenance indicators,
and maintenance activities for the storm water facilities.
Bioretention Extended Detention Facilities
. Inspect extended detention facilities 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.
. Trash tends to accumulate in extended detention facilities. The need for litter removal is
determined through periodic inspection, but litter should always be removed prior to
mowing.
Sediment accumulating in 'extended detention facilities should be removed when it builds up
to 75 mm (3 in.) at any spot, or covers vegetation.
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Regularly inspect extended detention facilities for pools of standing water. Extended
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detention facilities can become a nuisance and promote mosquito breeding in standing water
if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper
I .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.
' Bio Clean Water Polisher Up Flow Media Filter
Inspection/maintenance of the Bio Clean Water Polisher Up Flow Media Filter must be
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performed by properly trained personnel. Maintenance may involve handling of potentially
hazardous material. Therefore the maintenance operator may need to be properly trained in
J handling and disposal of hazardous waste. The party responsible to ensure implementation and
funding of maintenance of permanent BMPs will be responsible to select a maintenance
contractor for maintenance of the Bio Clean Water Polisher Up Flow Media Filter who meets
this requirement, and to contract for additional cleaning and disposal services as necessary if
I non-routine cleaning and disposal is required. There are several storm drain cleaning service
providers who are able to inspect and/or maintain this product.
During inspection, the inspector shall check for the maintenance indicators given below:
I • Accumulation of sediment, litter and/or debris.
Spent filter media cartridges. When the media is spent it is typically indicated by a I change in color of the material.
Damage to internal components within the product. I
Routine maintenance of the Bio Clean Water Polisher Up Flow Media Filter shall include I removal and proper disposal of accumulated materials (e.g., sediment, litter) from the product
and replacement of the media cartridges.
If inspection indicates that internal components within the product are damaged, additional non-
routine maintenance will be required to repair or replace the damaged parts as applicable. The
party responsible to ensure implementation and funding of maintenance of permanent BMPs
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shall contract for additional cleaning and disposal services as necessary if non-routine cleaning
and disposal is required.
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.
1 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.
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.
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As applicable, IPM procedures must be incorporated in any corrective measures that are
I 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,
I 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/WATERIU/index.html).
I Concrete Stamping
Inspection and maintenance of the concrete stamping may be performed by the building/facilities
I 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 inspector(s) shall check for the maintenance indicators given below:
I . Faded, vandalized, or otherwise unreadable concrete stamping
I 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.
1 Irrigation Systems
Inspection and maintenance of the irrigation system may be performed by the landscape
maintenance contractor.
1 During inspection, the inspector shall check for the maintenance indicators given below:
. Eroded areas due to concentrated flow
I . Ponding water
. Refer to proprietary product information for the irrigation system for other maintenance
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29 10-19-11
Revised: 12-20-11
Revised: 3-12-12
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.
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 on the following page lists the stormwater facilities to be inspected and maintained
and the minimum frequency of inspection and maintenance activities.
Prepared By: DCB:SL:vs/Report/16483.003
Rick Engineering Company - Water Resources Division 30 10-19-11
Revised: 12-20-11
Revised: 3-12-12
I
Table 7-1. Summary Table of Inspection and Maintenance Frequency (Minimum)
BMP I IMP Inspection Maintenance Frequency Frequency
Bioretention Extended Twice a year, Routine maintenance to remove accumulated materials such as trash
and after major and debris: twice a year, on or before September 30th As-needed Detention Facilities storm events maintenance based on maintenance indicators in this section
Bio Clean Water Polisher Twice a year, Routine maintenance to remove accumulated materials and replace
media cartridges: twice a year, on or before September 30th
Up Flow Media Filter and after major As-needed maintenance based on maintenance indicators in this (treatment control BMP) storm events section
Routine mowing and trimming and trash removal: monthly
Landscaped Areas Monthly Non-routine maintenance as-needed based on maintenance indicators
in this section
Concrete Stamping Annual As-needed based on maintenance indicators in this section
Irrigation Systems Monthly As-needed based on maintenance indicators in this section
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 extended detention facilities can generally be accomplished by typical landscape
maintenance personnel. The contracting of additional services may be necessary if non-routine
cleaning, disposal or repair is required for any of the project's storm water facilities.
If evidence of illegal dumping of hazardous materials is identified in a storm water facility, the
illegally dumped materials shall be cleaned up and disposed of properly. 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: DCB:SL:vs/Reportl16483.003
Rick Engineering Company - Water Resources Division 31 10-19-11
Revised: 12-20-11
Revised: 3-12-12
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8.0 SWMP CERTIFICATION STATEMENTS
Preparer's Certification
The selection, sizing, and preliminary design of storm water treatment and other control
measures in this plan meet the requirements of Regional Water Quality Control Board Order R9-
2007-0001 and subsequent amendments.
Dennis C. Bowling Date
R.C.E #32838, Exp. 06/12
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Future 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
1 implemented, monitored and maintained.
I TO BE COMPLETED BY P UTURE LOT OWNERS
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Company:
Address:
Address:
Phone No:
Date:
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Prepared By:
Rick Engineering Company - Water Resources Division
DCB:SL:vsfReportJ16483 .003
32 10-19-11
Revised: 12-20-11
Revised: 3-12-12
APPENDIX A
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City of Carlsbad
I Storm Water Standards Questionnaire
(SWSQ)
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Rick Engineering Company - Water Resources Division
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DCB:SL:vsfReport/16483 .003
10-19-11
Revised: 12-20-11
Revised: 3-12-12
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t:? \:
CITY OF
CAR"LSBAD
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 (BMP'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.govlstandards.
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 filled 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.
I 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.
I 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 city.
ISECTIONi , NEWPEVEORMENT
Does your project meet one or more of the following criteria: YES NO
Housing subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes,
condominium and apartments
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; multi-apartment buildings: car wash facilities; mini-malls and other business complexes: shopping malls;
hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities.
Heavy Industrial / Industry- greater than I acre. Examples: manufacturing plants, food processing plants, metal
working facilities, printing plants, and fleet storage areas (bus, truck, etc.).
Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013,
5014, 5541, 7532-7534, and 7536-7539
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 consumption (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 hydromodification requirements.
E-34 Page 1 of 3 REV 1/14/11
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~Cot 1 T Y OF
CAR LSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE -
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760.602-2750
www.carisbadca.gov
6. Hillside development. Any development that creates more than 5,000 square feet of Impervious surface and Is
located in an area with known erosive soil conditions, where the development will grade on any natural slope that Is
twenty-five percent (25%) or greater.
7.. Enviroymentaliv Sensitive Area (ESA)'. All development located within or directly adjgcenf to or discharging
directly4 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the
ESA); which either creates 2.500 square feet or more of Impervious surface on a proposed project site or Increases X
the area of imperviousness of a proposed project site 10% or more of Its naturally occurring condition.
B. Parking to Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban
runoff
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 ______
Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet
Coastal Deveiopn7ent 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%.
More than 1-acre of disturbance. Project results In the disturbance of 1-act e or more of land and is considered a
Pollutant-generating Development Project4. V
I Environmentally Sensitive Areas Include but are not Stalled to all Clean Water Act Section 3O3(0) IseParCO water bodies. areas UU5Wfl5IUQ as press
Biological Significance by the Sfale Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments);
areas designated as preserves or their equivalent under the Multi Spades Conservation Program within the Cities and County of San DIego; and any other equivalent
environmentally sensitive areas which have been Identified by the Copermitteec.
a Dliec41y adjacent' means situated wIthin 200 feeler the Environmentally Sensitive Arse. .
3'Discharging directly 10 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 Pouulanl-gencraling 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 impafred water body or whIch create new Impervious aurtacas greater than 5000 square lest aMVor Introduce new landscaping
area; that require routine use of fertilizers and peallr).das. In most cases linear pathway projects that are for Infrequent vehIcle use, such as emergency or maintenance
access, or for pbdestttan or bicycle use, are not considered Pollutant-ganeratlng Development Projects If they are built with pervious surfaces or If they sheet flow to
surrounding pervious surfaces.
INSTRUCTIONS:.
Section 1 Results:. S V 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 SLISMP. V
If you answered NO to ALL of the quesllona above, then please proceed to Section 2 and follow the Instructions.
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This Box lo,Oly Ore OW
Cit1 Concurrence: LYES J/ NO
LJ4JL
Dali
CITY OF
CAR LSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-02-2750
www.carlsbadca.gov
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INSTRUCTIONS; Complete the questions below regarding your project YES NO
Project results In the disturbance of 1.acre or more of land and is considered a Pollutarit-generaling Development
Project'?
INSTRUCTIONS: If you answered NO, please proceed to question 2.
It you answered YES, then you ARE a sIgnificant redoveiopmeAt and you ARE subject to PRIORITY DEVELOPMENT PROJECT
requirements. Please check the'meets PRIORITY DEVELOPMENT PROJECT requirements' box in Section 3 below.
Is the project redeveloping an existing priority project type? (Priority projects are defined In Section 1) I
INSTRUCTIONS: If you answered YES, please proceed to question 3.
It 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 PDP requirement? box in Section 3 below.
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: If 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 PDP requirement? box in Section 3 below. - Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on existing
developed property 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 by 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 underlyingsoiI 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 PDP requirements' box in Section 3 below.
,tor aeriniuon see t-oou,ote 4 on page z
Nr My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria
per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. i understand
flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details.
Li My project does not meet POP requirements and musl only cOmply with STANDARD STORMWATER REQUIREMENTS per the
SUSMP. As pad of these requirements, I will Incorporate low Impact development strategies throughout my project.
Applicant Information and Signature Sox
Address: ,myi 1,he Doi ve
Assessor's Parcel Number(s):
)(o7-c4tO117-1
-. Applicant Name: Applicant Title:
e#itieay Ci5/,JvEsrVk £J -
Applicant Sl I to: Date:
REV 1/14/11 E-34 Page 30f3
APPENDIX B
HMP Applicability Determination Matrix
Prepared By: DCB:SL:vs/Reporti16483.003
Rick Engineering Company - Water Resources Division 10-19-11
Revised: 12-20-11
Revised: 3-12-12
SECTION 2 IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
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FIGURE 2-1. HMP Applicability Determination*
*refer to expanded HMP exemption criteria below for justifications required on each node
30 City of Carlsbad SUSMP - January 14, 2011 [ii
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SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
1. Project using
-. ..... $CCWRP.
Screening Toots
HO
..-2. DoBMPs.
Include trililtr3tion....110
T Native Soils'
YES
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3. Has Geotech
Con1rmed rteer tnitration Rate?..'
YES
Flow Range of 010 to 0
F3USlI
LiDor BMP
&vrifV 110 . .DrawdownTirne,;,
gqwre pits
YES
End of Decision
Matrix
FIGURE 2-2. 2-2. Mitigation Criteria and Implementation I
38 City of Carlsbad SUSMP - January 14, 2011
1 APPENDIX C
I Water Quality Treatment Calculations
i and Support Materials
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I Prepared By:
Rick Engineering Company - Water Resources Division
1
DCB:SL:vsIReportJ16483.003
10-19-11
Revised: 12-20-11
Revised: 3-12-12
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I Quarry Creek
Water Quality Treatment Volume Summary Table
Provided
Extended 85th Weighted C
Water
Basin Drawdown
POC Detention percentile value Area (ac) Quality
Volume Time (hr)
Basin (in) Volumes
(ac-ft) (ac-ft)
POC 1 EDB 1 0.65 0.68 14.3 0.527 1.30 15.25
POC 3-2 EDB 3-2 0.65 0.75 13.2 0.536 1.51 22.25
POC 3-3 EDB 3-3 0.65 0.72 7.0 0.273 0.85 20.25
POC 3-7 EDB 3-7 0.65 0.55 2.0 0.060 3.40 11
POC4 EDB4 0.65 0.75 26.6 1.081 0.08 24.5
POC 5 EDB 5 0.65 0.77 12.1 0.505 1.48 21.5
J-16483
10-19-2011
Revised 12-20-2011
Revised 3-13-2012
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I Details and Specifications
I Bio Clean Water Polisher Up Flow Media Filter
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Rick Engineering Company - Water Resources Division
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DCB :SL:vsfReport/16483 .003
10-19-11
Revised: 12-20-11
Revised: 3-12-12
B10 CLEAN WATER POLISHER-UP FLOW MEDIA FILTER 5-10-84
OUTFLOW PIPE
MEDIA SURFAC
AREA
TOTAL =
38.33 SQ F)
FIN/SHED SURFACE
MANHOLE COVERS7
OW PIPES
GREEN
BIOMEDIA GREEN
TESTED REMOVAL
EFFICIENCIES
ToM Rvaxbd Saks 'Sü-Co--Si 106
me" moa,vs 707.
°Rw*,Ww 42%
Uw*a Copp 79%
987.
ohedZi,c 787.
71%
91%
PH 1007.
997.
Food Colfam 1 687.
OPTIONAL RISERS
HEIGHT MAY VARY
BibMedidGREEN IEIN
IT
7'-8" 2'-0 " TREATMENT FLOW RATE
5 '0" _O:12
—I.---
425 CPU or 0.95 CFS — 4)
BYPASS FLOW RATE
DEPENDENT OF PIPE SIZE VARIES
5'—.-] io—o 5"
I..'
CAPACITY
150 CUBIC FEET
NOTES:
CONCRETE 28 DAY COMPRESSIVE
STRENGTH fc=5,000 PSI. 5 YEAR MANUFACTURERS WARRANTY
REINFORCING: ASTM A-615. PATENTED BI CLEAN 0 ENVIRONMENTAL SERVICES. INC.
rinr ,, ALL F7LTER SCREENS ARE STAINLESS STEEL
J. SUPPORTS PARKWAY LOADING AS 81c, I
INDICATED BY A4SHTO. P0 Bo
JOINT SEALANT: BUTYL RUBBER rEL. 760-4:
SS—S-00210
ALL WALLS ARE 6 THICK, TOP AND WATER
BOTTOM ARE 8 THICK. DATE: 1 2,
8/0 CL&0 WILL SUPPLY LIDS 0 RA PTER
30 MANHOLE COVERS
8/0 CLEAN WATER POLISHER—UP FLOW MEDIA FILTER 4-8-84
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OUTFLOW PIPE
MEDIA SURF/i
AREA
TOTAL =
23.33 SQ F
6"
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CAPACITY
96 CUBIC FEET
NOTES:
CONCRETE 26 DAY COMPRESSIVE
STRENGTH fc=5,000 PSI.
REINFORCING: ASTM A-615,
GRADE 60.
J. SUPPORTS PARKWAY LOADING AS
INDICATED BY A4SHTO.
JO/NT SEALANT: BUTYL RUBBER
SS-S-00210
ALL WALLS ARE 6 THICK, TOP AND
BOTTOM ARE 8 THICK.
8/0 CLEAN WILL SUPPLY LIDS
2W PIPES•
BioMecaGREEN
BIOMEDIA GREEN
TESTED REMOVAL
EFFICIENCIES
Total SU37d9d SoE,h
'NJ—Co--Si 106 857.
row Pho*~ww 707.
Oft ftxpbow 427.
Aowiv.d Ccppr 79%
CodLicd 987.
78%
71%
91%
WH 1007.
997.
reca Ccãla,m 68%
BioMediaGREEN
FILTER MED14
OPTI0N4L RISERS
HE/C/-IT MAY VARY
7'-O" TREATMENT FLOW RATE
283 CPU or 0.63 CFS 4)
BYPASS FLOW RATE
DEPENDENT OF PIPE SIZE 'VARIES'
5 YEAR MANUFACTURERS WARRANTY
PATENTED •BI CLEAN®
ENVIRONMENTAL SERVICES. INC.
ALL FILTER SCREENS ARE STAINLESS STEEL
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DCB:SL:vsfReport/16483.003
10-19-11
Revised: 12-20-11
Revised: 3-12-12
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I * FLOOD }iYDROGHAPH PACKAGE (HEC1) *
* JUN 1998
* VERSION 4.1 *
I RUN DATE 12MAR12 TIME 09:06:00
* **** ** *** ** ** * *** ******** * ** *** **** ** ***
I
**************************************
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
Li
x x xxxxxxx xxxxx x
i x x x xx x x x x x
xxxxxxx xxxx x xxxxx x
x x x x
I x x
x x xxxxxxx xxxxx xxx
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THIS PROGE.AN 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 -AMSKX- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
I 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 ANPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
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ic
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***
NEC-i INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
-DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 1
IT 15 01JAN90 1200 500
10 5 1
KK BASIN1
KM SV-SE-SQ RELATIONSHIP FROM SD}{M OUTPUT
NO 0 0 0 0 21
RS 1 STOR .527
SV 0 .069 .214 .399 .544
SE 0 0.222 0.667 1.20 1.60
SQ 0 .45 .77 1.04 1.2
zz
PAGE 1
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SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
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NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYDROGRAPHS AVAILABLE TO ROUTE
i B BASIN1
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
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FLOOD HYDROGRAPH PACKAGE (HEC1) :
* JUN 1998 *
* VERSION 4.1 *
* RUN DATE 12MAR12 TIME 09:0600 *
** **** ******* * ** * * ** ** **** ** *** *
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
*
**************************************
I
QUARRY CREEK
I) 1 POST-PROJECT CONDITION
WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
I EXTENDED BIORETENTION BASIN 1
7 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
I IT HYDROGRAPH TIME DATA
NMIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE * ITIME 1200 STARTING TIME
NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NODATE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
I
TOTAL TIME BASE 124.75 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
I PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND ' STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **
**************
1 8 KR * BASIN1 *
10 KO OUTPUT CONTROL VARIABLES
IPP.NT 5 PRINT CONTROL
I IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
I PNCH 0 PUNCH COMPUTED HYDROGRAPH
lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
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OPERATION STATION
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ROUTED TO BASIN1
** NORMAL END OF NEC-i ***
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RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE
1. .00 1. 0. 0. .00 1.55 .00
I
BASIN1 151200 1JAN90 0 1 1 500 .000
1.181 1.155 1.129 1.103 1.078 1.054 1.027 .997 .967 .938
.910 .883 .857 .832 .807 .783 .755 .721 .689 .658
.629
.601 .574 .548 .524 .501 .478 .457 .412 .360
.314 .275 .240 .210 .183 .160 .140 .122 .107 .093
.082
.071 .062 .054 .048 .042 .036 .032 .028 .024
.021 .018 .016 .014 .012 .011 .009 .008 .007 .006
.005 .004 .004 .003 .003 .002 .002 .002 .002
.001 .001 .001 .001 .001 .001 .001 .001 .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
'1 .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 .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 .600 .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 .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
I
I
I *****************************************
* *
I
* FLOOD IjYDROGRAPH PACKAGE (NEC-1) *
* JUN 1998 *
* VERSION 4.1 *
I* *
* RUN DATE 12MAR12 TIME 09:10,21 *
**************************************
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
* *** *************** **** *** * **** ** * * * * *
x x xxxxxxx xxxxx x
x x x x x xx
x xx x x
xxxxxxx xxxx x xxxxx x
x xx x x
x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i KNOWN AS HEC1 (JAN 73), HEdGE, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -ANSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 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 AI4PT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
I
I
I
I
I
I
I
I
It
1
LINE
I i
2
3
4
I
5
FREE
10
11
12
13
14
NEC-i INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
*DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 3-2
IT 15 01JAN90 1200 500
10 5 1
KKBASIN3-2
1<0 0 0 0 0 21
RS 1 STOR .536
91,7 0 .142 .267 .400 .540
SE 0 .49 .89 1.29 1.69
SQ 0 .51 .69 .83 .95
zz
PAGE 1
Ii
SCHEMATIC DIAGRAM OF STREAM NETWORK I INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
I NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYOROGRAPHS AVAILABLE TO ROUTE
I 8 BASIN3-2
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
1
I
I
I
$
I
I
** ******** * * *** ** ********* *** **** *
J * FLOOD HYDROGRAPH PACKAGE (NEC-1) *
* JUN 1998 *
* VERSION 4.1 *
I*
*
* RUN DATE 12MAR12 TIME 09:10:21 *
I.
QUARRY CREEK
J-16483
POST-PROJECT CONDITION
MATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
EXTENDED BIORETENTION BASIN 3-2
7 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 15 MINUTES IN COMPUTATION INTERVAL
bATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
TOTAL TIME BASE 124.75 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **
* ********* * ** *
8 KK * BASIN3-2 *
**************
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
I
I
OPERATION STATION
ROUTED TO BASIN3-2
*** NORMAL END OF NEC-i
I
I
I
I
I
I.
I
I
I
'I
$
I
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE
1. .00 1. 0. 0. .00 1.68 .00
I
151200 1JAN90 0 1 1 500 .000
947 .930 .914 .898 .882 .866 .851 .836 .820 .802
785 .768 .751 .735 .719 .704 .688 .668 .648 .629
611 .593 .576 .559 .542 .527 .511 .476 .442 .410
381 .354 .329 .305 .283 .263 .244 .227 .210 .195
181 .168 .156 .145 .135 .125 .116 .108 .100 .093
086 .080 .074 .069 .064 .060 .055 .051 .048 .044
041 .038 .035 .033 .031 .028 .026 .024 .023 .021
020 .018 .017 .016 .015 .013 .013 .012 .011 .010
009 .009 .008 .007 .007 .006 .006 .006 .005 .005
004 .004 .004 .004 .003 .003 .003 .003 .002 .002
002 .002 .002 .002 .002 .001 .001 .001 .001 .001
001 .001 .001 .001 .001 .001 .001 .001 .001 .001
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 .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 .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 .•900 .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
I
I
I
I
[
*
I
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I
I
:***************************************:
I * FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998 *
* VERSION 4.1 *
,I*
*
* RUN DATE 12MAR12 TIME 09:13:01 *
* ** * * ** *** **** * ** ***** **** * *** * ***** **
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
*
**************************************
I
x x xxxxxxx xxxxx x
x x x x x xx
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx 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 RH-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 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
I
I
I
I,
I
I
I
I
I
I
I
LINE
{ ** FREE ***
$
I
10
11
I
12
13
14
I
$
1
I
$
I
I
I
I
I
$
I
EEC-i INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
*DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 3-3
IT 15 01JAN90 1200 500
10 5 1
KKBASIN3-3
KO 0 0 0 0 21
RS 1 STOR .273
SV 0 .055 .096 .197 .274
SE 0 .72 1.17 2.11 2.72
SQ 0 .21 .27 .37 .42
zz
PAGE 1
I
SCHEMATIC DIAGRAM OF STREAM NETWORK
I INPUT
LINE (v) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYDROGRAPHS AVAILABLE TO ROUTE
I 8 BASIN3-3
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
I
I
I
1
I
I
a
I
I
I
I
I
**************************************
I * FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998 *
* VERSION 4.1 *
'
TJJ DATE 12MAR12 TIME 09:13:01 *
I
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
*
QUARRY CREEK
J-16483
POST-PROJECT CONDITION
WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
EXTENDED BIORETENTION BASIN 3-3
7 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL
-, -
QSCAL 0. HYDROGRAPH PLOT. SCALE
IT HYDROGRAPH TIME DATA I NMIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
I NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NDOA TE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
I ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
TOTAL TIME BASE 124.75 HOURS
I ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES I LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET I .
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
I
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***. *** *** *** *** *** *** *** **
I
**************
8 KK
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
.
I PNCM 0 PUNCH COMPUTED HYDROGRAPH
I lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 . LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
Li
[1
I
I
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I
F]
I
ri
I
I
$
OPERATION STATION
I
ROUTED TO BASIN3-3
NORMAL END OF NEC-i ***
I
I
I
$
I
I .
I
I
I
I
I
I
1•
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAR TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR
0. .00 0. 0. 0.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
.00 2.71 .00
000
I
I EASIN3-3 151200 1JAN90 0 1 1 500
.419 .414 .408
.365 .358 .350 I .297 .291 .286
.230 .223 .217
.121 .112 .104
I .055 .051 .047
.025 .023 .021
.011 .011 .010
I .005 .005 .004
.002 .002 .002
.001 .001 .001
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000
I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000
.I .000 .000 .000
.000 .000 .000
.000 .000 .000
I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
- .000 .000 .000
.000 .000 .000
I .000 .000 .000
.000 .000 .000
.000 .000 .000
I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000
I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.poo .000 .000
.000 .000 .000
.000 .000 .000
$
I
.403 .397 .392 .387 .382 .377 .372
.343 .336 .329 .323 .316 .310 .304
.280 .274 .268 .260 .252 .245 .237
.210 .195 .180 .166 .154 .142 .131
.096 .088 .082 .076 .070 .065 .060
.043 .040 .037 .034 .032 .029 .027
.020 .018 .017 .016 .014 .013 .012
.009 .008 .008 .007 .007 .006 .006
.004 .004 .003 .003 .003 .003 .003
.002 .002 .002 .001 .001 .001 .001
.001 .001 .001 .001 .001 .001 .001
.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 .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 .0•00
.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 .000 .000 .000 .000
.000 .000 .000 .000 .000 .000 .000
1
I* FLOOD HYDROGRAPJ-1 PACKAGE (HEC-1) *
* JUN 1998 *
* VERSION 41 *
I* *
* RUN DATE 12MAR12 TIME 09:14:20 *
* **** * *** ** * ** **** * ** ****** ***** ******
I
**************************************
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
*
* ***** **** **** * * ********** ********* ** *
x x xxxxxxx xxxxx x
x x x xx I x
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
I
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEdGE, 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 RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DES: WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AI4PT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
I
I
1
I
I
I
$
PAGE 1 NEC-i INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
*DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 3-7
IT 15 01JAN90 1200 500
10 5 1
KKBASIN3 -7
KO 0 0 0 0 21
RS 1 STOR .06
SV 0 .024 .037 .052 .068
SE 0 1.16 1.64 2.18 2.67
SQ 0 .11 .14 .17 .49
zz
Li
I
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (v) ROUTING (--->) DIVERSION OR PUMP FLOW
I NO. (.) CONNECTOR (< --- ) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYDROGRAPHS AVAILABLE TO ROUTE
I 8 BASIN3-7
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
I
I
I
I
I
I
I
I
[1
.1
I.
I
I
1 **************************************
I
*
* *
FLOOD HYDROGRAPH PACKAGE (HEC-1) *
*
* U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * DAVIS, CALIFORNIA 95616 I *
* RUN DATE 12MAR12 TIME 09:14:20 *
*
*
*
(916) 756-1104
*
*****************************************
I
QUARRY CREEK
J-16483
POST-PROJECT CONDITION
WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
EXTENDED BIORETENTION BASIN 3-7
- 7 IC OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL I QSCAL. 0, HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA I NWIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
I NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
TOTAL TIME BASE 124.75 HOURS
- ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES I LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET I SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
I
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **
I
*** * ** * * ** *
8 KK
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
I lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
I
F1
I
I
F~
[]
I
I
El
I
'I
I
I
I
El
I
I
I
I OPERATION STATION
I ROUTED TO BASIN3-7
*** NORMAL END OF HEC-1
I
I
1
I
1
1
I
I
I
I
I
I
I
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR
0. .00 0. 0. 0.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
.00 2.42 .00
I
I
I BASIN3-7 151200 1JAN90 0 1 1 500
.330 .217 .167
.117 .112 .103 I .048 .044 .040
.019 .017 .015
I .007
.003
.007
.003
.006
.002
.001 .001 .001
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000 ' .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
.000 .000 .000
.000 .000 .000 I .000 .000 .000
.000 .000 .000
I .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 I .000 .000 .000
.000 .000 .000
.000
.000
.000
.000
.000
.000
160 .154 .147 .141 .135 .129 .123
094 .085 .077 .070 .064 .058 .053
036 .033 .030 .027 .025 .023 .021
014 .013 .012 .011 .010 .009 .008
005 .005 .005 .004 .004 .003 .003
002 .002 .002 .002 .001 .001 .001
001 .001 .001 .001 .001 .001 .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 .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 .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
I * FLOOD JiYDROGHAPH PACKAGE (HEC-1) *
* JUN 1998 *
* VERSION 4.1 *
I* *
* RUN DATE 12MAR12 TIME 09:15:52 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* (916) 756-1104
I
x x xxxxxxx xxxxx x
l x x x x x xx
x x x x
xxxxxxx xxxx x xxxxx x
I
x x x x
x x x x x
x x xxxxxxx xxxxx xxx
I
I THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC-i 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 -ANSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
I 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 ANPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1
I
I
I
1
I
I
11,
I
I
LINE
I i 2
3
I 4
5
*** FREE12 ***
10
11
I 13 - 14
I
I
I
I
I
I
I
I
1
I
I
I
HEC-1 INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
*DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 4
IT 15 01JAN90 1200 500
10 5 1
KR BASIN4
KO 0 0 0 0 21
RS 1 STOR 1.081
SV 0 .342 .74 .999 1.132
SE 0 .67 1.39 1.83 2.06
SQ 0 1.2 1.74 2.0 2.11
zz
PAGE 1
I
SCHEMATIC DIAGRAM OF STREAM NETWORK
I INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
I NO. C.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYDROGRAPHS AVAILABLE TO ROUTE
I 8 EASIN4
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
I
I
I
1
U
I
fl
I
Li
1
I
I
1
*****************************************
I *
* *
FLOOD HYDROGRAPH PACKAGE (NEC-1) *
*
* U.S.CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * DAVIS, CALIFORNIA 95616
I
*
* RUN DATE 12MAR12 TIME 09:15:52 * *
*
(916) 756-1104
* *
***************************************** **************************************
I
QUARRY CREEK
J-16483 I POST-PROJECT CONDITION
WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
EXTENDED BIORETENTION BASIN 4
I 7 10 OUTPUT CONTROL VARIABLES
IPRHT 5 PRINT CONTROL ' IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
I NMIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
I NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NODA TE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
I ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
TOTAL TIME BASE 124.75 HOURS
I ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES I LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
I SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
I
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **
I ** ** * * ** ** *** *
I
* *
8 K * BASIN4 *
**************
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
I .lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
I
I
Li
r
L
I
I
I
I
I
I
I
I
El
I
I
I
I OPERATION STATION
I ROUTED TO BASIN4
*** NORMAL END OF NEC-i ***
1
I
1
I
I
I
I
I
I
I
I
I
I
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE
2. .00 2. 1. 0. .00 1.97 .00
BASIN4 151200 1ThN90 0 1 1 500 .000
2.068 2.033 1.998 1.957 1.917 1.877 1.839 1.801 1.764 1.724
1.676 1.630 1.585 1.541 1.498 1.457 1.417 1.377 1.339 1.302
1.266 1.231 1.193 1.110 1.032 .960 .893 .830 .772 .718
.668 .621 .578 .537 .500 .465 .432 .402 .374 .348
.323 .301 .280 .260 .242 .225 .209 .195 .181 .168
.157 .146 .135 .126 .117 .109 .101 .094 .088 .082
.076 .071 .066 .061 .057 .053 .049 .046 .042 .039
.037 .034 .032 .030 .027 .026 .024 .022 .021 .019
.018 .017 .015 .014 .013 .012 .012 .011 .010 .009
.009 .008 .007 .007 .006 .006 .006 .005 .005 .004
.004 .004 .004 .003 .003 .003 .003 .003 .002 .002
.002 .002 .002 .002 .002 .001 .001 .001 .001 .001
.001 .001 .001 .001 .001 .001 .001 .001 .001 .001
.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 .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 .006 .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
.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 .000 .000
***************************************** **************************************
I *
* *
FLOOD HYDROGPAPH PACKAGE (NEC-1) *
*
*U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * DAVIS, CALIFORNIA 95616
I
*
* RUN DATE 12MAR12 TIME 09:18:33 *
* *
* (916) 756-1104
*
I
***************************************** **************************************
I
x x xxxxxxx xxxxx x
x X. X XX I x
x x x x
xxxxxxx xxxx x xxxxx x
x x x x
I x x x x x
x x xxxxxxx xxxxx xxx
I
I
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 -ANSKK- ON RN-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE -FORTRAN77 VERSION
I 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 ANPT INFILTRATION.
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
I
I
F]
I
I
I
I
I
I
I
I
LINE
1
2
3
FREE ***
I
8
9 1 10
1].
12
13 I 14
I
I
I
I
I
I
I
I
I
I
I
I
HEC-1 INPUT
ID.......1 .......2 .......3 .......4 .......5 .......6 .......7 .......8 .......9 ......10
*DIAGRAM
ID QUARRY CREEK
ID J-16483
ID POST-PROJECT CONDITION
ID WATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
ID EXTENDED BIORETENTION BASIN 5
IT 15 01JAN90 1200 500
10 5 1
ilK BASIN5
KO 0 0 0 0 21
RS 1 STOR .505
SV 0 .094 .238 .362 .515
SE 0 .22. .56 .83 1.17
SQ 0 .37 .59 .72 .85
zz
PAGE 1
I
SCHEMATIC DIAGRAM OF STREAM NETWORK
I INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
I NO. (.) CONNECTOR (< --- ) --) RETURN OF DIVERTED OR PUMPED FLOW
*** HEC1 ERROR 4 *** NO HYDROGRAPHS AVAILABLE TO ROUTE
I 8 BASIN5
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN STREAM SYSTEM
I
I
I
I
I
I
I
L~
u
Li
Li
I *****************************************
* * *
I * FLOOD HYDROGRAPH PACKAGE (NEC-1) * * U.S. ARMY CORPS OF ENGINEERS
* JUN 1998 * * HYDROLOGIC ENGINEERING CENTER
* VERSION 4.1 * * 609 SECOND STREET
* * DAVIS, CALIFORNIA 95616
I
*
* RUN DATE 12MAR12 TIME 09:18:33 * * (916) 756-1104
***************************************** **************************************
I
QUARRY CREEK
J-16483
I POST-PROJECT CONDITION
MATER QUALITY BASIN DRAWDOWN TIME CALCULATIONS
EXTENDED BIORETENTION BASIN S
I
.
7 10 OUTPUT CONTROL VARIABLES
IPRRT 5 PRINT CONTROL
IPLOT 1 PLOT CONTROL I QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
I NMIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN90 STARTING DATE
ITIME 1200 STARTING TIME
I NQ 500 NUMBER OF HYDROGRAPH ORDINATES
NDDA TE 6JAN90 ENDING DATE
NDTIME 1645 ENDING TIME
I ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .25 HOURS
TOTAL TIME BASE 124.75 HOURS
I ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES I LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
I SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
I
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** **
I
**************
8 K * BASINS *
**************
9 KO OUTPUT CONTROL VARIABLES
IPRNT S PRINT CONTROL
IPLOT 1 PLOT CONTROL
I
I
I
I
I
I ,
I
I
I
I
I
I
I
I
I
I
I.
I
.1
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
lOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVi 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 500 LAST ORDINATE PUNCHED OR SAVED
TIMINT .250 TIME INTERVAL IN HOURS
I
I
OPERATION STATION
ROUTED TO BASINS
*** NORMAL END OF NEC-i ***
I
I
I
I
I
I
I
I
I
I
I
I
I
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE
1. .00 1. 0. 0. .00 1.15 .00
BASIN5 151200 1JAN90 0 1 1 500 .000
.842 .827 .812 .798 .784 .771 .757 .744 .731 .718
.703 .688 .673 .659 .644 .631 .617 .604 .591 .573
.555 .538 .521 .505 .489 .474 .459 .445 .431 .418
.405 .392 .380 .366 .337 .311 .287 .264 .244 .225
.207 .191 .176 .162 .149 .138 .127 .117 .108 .100
.092 .085 .078 .072 .066 .061 .056 .052 .048 .044
.041 .037 .035 .032 .029 .027 .025 .023 .021 .020
.018 .017 .015 .014 .013 .012 .011 .010 .009 .009
.008 .007 .007 .006 .006 .005 .005 .005 .004 .004
.004 .003 .003 .003 .003 .002 .002 .002 .002 .002
.002 .001 .001 .001 .001 .001 .001 .001 .001 .001
.001 .001 .001 .001 .001 .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 .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 .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 .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
I
I
I
I
I
I
'I
I
I
I
I
1
I
I
I
I
I
I
I
I
n
Prepared By:
Rick Engineering Company - Water Resources Division I
I
I
I APPENDIX D
I SDHM Output and Support Material
DCB :SL:vsfReportil6483 .003
10-19-11
Revised: 12-20-11
Revised: 3-12-12
I
I
I
1
I
I
I
I I
I
SDHM2 011
PROJECT REPORT
Project Name: QCPOC1
Site Name : Quarry Creek
Site Address:
City
Report Date : 3/5/2012
Gage : OCEANS ID
Data Start : 10/01/1959
Data End : 09/30/2004
Precip Scale: 1.00
Version : 2012/03/01
I
I
I
I
IT]
I
PREDEVELOPED LAND USE I Name : POOl
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(O-5%) 4.97 I A,Grass,MOD(5-10%) .23
A,Grass,STEEP(10-20 2.57
D,Grass,FLAT(O-5%) 1.21
I D,Grass,MOD(5-10%) .62
D,Grass,STEEP(10-20 1.9
Impervious Land Use Acres I IMPERVIOUS-FLAT 1.6
IMPERVIOUS-MOD 1.22
Element Flows To: I Surface Interflow
I MITIGATED LAND USE
a Name : POC 1
Bypass: No
I GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(O-5%) 1.76 I A,Grass,STEEP(10-20 2.03
D,Grass,FLAT(O-5%) .31
D,Grass,STEEP(10-20 1.61
I
I
Groundwater
Impervious Land Use Acres
IMPERVIOUS-FLAT 7.95
IMPERVIOUS-MOD 0.67
Element Flows To:
Surface Interflow Groundwater
Pond 1 Pond
Name : Pond 1
Bottom Length: 385.00 ft.
Bottom Width: 35.00 ft.
Depth : 4 ft.
Volume at riser head :. 1.1144 acre-ft.
Side slope 1: 2 To 1
Side slope 2: 2 To 1
Side slope 3; 2 To 1
Side slope 4: 2 To 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 18 in.
Notch Type : Rectangular
Notch Width : 1.500 ft.
Notch Height: 0.669 ft.
Orifice 1 Diameter: 6 in. Elevation: 0 ft.
Element Flows To;
Outlet 1 Outlet 2
Pond Hydraulic Table
Stage(ft) Area(ac) Volujne(ac-ft) Discharge(cfs) lnfilt(cfs)
0.0000 0.309 0.000 0.000 0.000
0.0444 0.311 0.013 0.199 0.000
0.0889 0.312 0.027 0.281 0.000
0.1333 0.314 0.041 0.345 0.000
0.1778 0.316 0.055 0.398 0.000
0.2222 0.317 0.069 0.445 0.000
0.2667 0.319 0.083 0.488 0.000
0.3111 0.321 0.098 0.527 0.000
0.3556 0.323 0.112 0.563 0.000
0.4000 0.324 0.126 0.598 0.000
0.4444 0.326 0.141 0.630 0.000
0.4889 0.328 0.155 0.661 0.000
0.5333 0.330 0.170 0.690 0.000
0.5778 0.331 0.185 0.718 0.000
0.6222 0.333 0.200 0.745 0.000
0.6667 0.335 0.214 0.772 0.000
0.7111 0.337 0.229 0.797 0.000
0.7556 0.338 0.244 0.821 0.000
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0.8000 0.340 0.259 0.845 0.000
0.8444 0.342 0.275 0.868 0.000
0.8889 0.343 0.290 0.891 0.000
0.9333 0.345 0.305 0.913 0.000
0.9778 0.347 0.321 0.934 0.000
1.0222 0.349 0.336 0.955 0.000
1.0667 0.350 0.352 0.976 0.000
1.1111 0.352 0.367 0.996 0.000
1.1556 0.354 0.383 1.016 0.000
1.2000 0.356 0.399 1.035 0.000
1.2444 0.357 0.415 1.054 0.000
1.2889 0.359 0.431 1.073 0.000
1.3333 0.361 0.447 1.091 0.000
1.3778 0.363 0.463 1.109 0.000
1.4222. 0.364 0.479 1.127 0.000
1.4667 0.366 0.495 1.145 0.000
1.5111 0.368 0.511 1.162 0.000
1.5556 0.370 0.528 1.179 0.000
1.6000 0.372 0.544 1.196 0.000
1.6444 0.373 0.561 1.212 0.000
1.6889 0.375 0.578 1.228 0.000
1.7333 0.377 0.594 1.244 0.000
1.7778 0.379 0.611 1.260 0.000
1.8222 0.380 0.628 1.276 0.000
1.8667 0.382 0.645 1.291 0.000
1.9111 0.384 0.662 1.307 0.000
1.9556 0.386 0.679 1.322 0.000
2.0000 0.387 0.696 1.337 0.000
2.0444 0.389 0.714 1.351 0.000
2.0889 0.391 0.731 1.366 0.000
2.1333 0.393. 0.748 1.381 0.000
2.1778 0.395 0.766 1.395 0.000
2.2222 0.396 0.784 1.409 0.000
2.2667 0.398 0.801 1.423 0.000
2.3111 0.400 0.819 1.437 0.000
2.3556 0.402 0.837 1.470 0.000
2.4000 0.404 0.855 1.555 0.000
2.4444 0.405 0.873 1.669 0.000
2.4889 0.407 0.891 1.805 0.000
2.5333 0.409 0.909 1.959 0.000
2.5778 0.411 0.927 2.130 0.000
2.6222 0.413 0.946 2.316 0.000
2.6667 0.414 0.964 2.515 0.000
2.7111 0.416 0.982 2.727 0.000
2.7556 0.418 1.001 2.951 0.000
2.8000 0.420 1.020 3.186 0.000
2.8444 0.422 1.038 3.432 0.000
2.8889 0.423 1.057 3.688 0.000
2.9333 0.425 1.076 3.954 0.000
2.9778 0.427 1.095 4.230 0.000
3.0222 7.429 1.114 4.425 0.000
3.0667 7.431 1.133 4.640 0.000
3.1111 :7.432 1.152 4.942 0.000
3.1556 3.434 1.172 5.309 0.000
3.2000 3.436 1.191 5.731 0.000
3.2444 3.438 1.210 6.202 0.000
3.2889 3.440 1.230 6.716 0.000
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3.3333 0.442 1.249 7.271 0.000
3.3778 0.443 1.269 7.863 0.000
3.4222
3.4667
0.445
0.447
1.289
1.309
8.490
9.151
0.000
0.000
3.5111 0.449 1.329 9.843 0.000
3.5556 0.451 1.349 10.56 0.000
0.452 1.369 11.31 0.000
3.6000 3.6444 0.454 1.389 12.09 0.000
3.6889 0.456 1.409 12.90 0.000
3.7333
0.458 1.430 13.73 0.000
3.7778 0.460 1.450 14.59 0.000
3.8222 0.462 1.470 15.47 0.000
3.8667 0.464 1.491 16.37 0.000
0.465 1.512 17.30 0.000
3 .9111 3.9556 0.467 1.532 18.26 0.000
4.0000 0.469 1.553 19.23 0.000
4.0444 0.471 1.574 20.22 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Flow (cfs)
Return Period 2 year 2.59967
5 year 4.648867
6.222832 10 year
25 year 7.941296
Flow Frequency Return Periods for Mitigated. POC #1
Flow (cfs)
Return Period 2 year 1.288965
5 year 1.975267
10 year 3.678746
25 year 4.395659
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
1.2998 127 111 87 Pass
1.3496 123 92 74 Pass
1.3993 114 67 58 Pass
1.4490 105 56 53 Pass
1.4987 97 52 53 Pass
1.5485 92 45 48 Pass
1.5982 89 41 46 Pass
1.6479 85 36 42 Pass
1.6977 85 34 40 Pass
1.7474 82 31 37 Pass
1.7971 78 30 38 Pass
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1.8468 77 28 36 Pass
1.8966 71 26 36 Pass
1.9463 68 26 38 Pass
1.9960 63 24 38 Pass
2.0457 56 23 41 Pass
2.0955 55 23 41 Pass
2.1452 52 22 42 Pass
2.1949 49 22 44 Pass
2.2447 48 20 41 Pass
2.2944 46 20 43 Pass
2.3441 44 19 43 Pass
2.3938 43 18 41 Pass
2.4436 40 17 42 Pass
2.4933 36 17 47 Pass
2.5430 36 17 47 Pass
2.5927 35 17 48 Pass
2.6425 34 15 44 Pass
2.6922 32 15 46 Pass
2.7419 31 14 45 Pass
2.7917 28 12 42 Pass
2.8414 28 12 42 Pass
2.8911 27 11 40 Pass
2.9408 23 11 47 Pass
2.9906 22 10 45 Pass
3.0403 22 10 45 Pass
3.0900 20 10 50 Pass
3.1397 120 10 50 Pass
3.1895 20 10 50 Pass
3.2392 20 10 50 Pass
3.2889 20 10 50 Pass
3.3387 20 10 50 Pass
3.3884 18 10 55 Pass
3.4381 .18 9 50 Pass
3.4878 18 9 50 Pass
3.5376 17 9 52 Pass
3.5873 17 9 52 Pass
3.6370 17 9 52 Pass
3.6867 17 8 47 Pass
3.7365 17 8 47 Pass
.3.7862 16 8 50 Pass
3.8359 16 7 43 Pass
3.8857 16 6 37 Pass
3.9354 14 5 35 Pass
3.9851 14 5 35 Pass
4.0348 13 5 38 Pass
4.0846 13 5 38 Pass
4.1343 13 4 30 . Pass
4.1840 13 4 30 Pass
4.2337 12 3 25 Pass
4.2835 12 3 25 Pass
4.3332 11 3 27 Pass
4.3829 11 3 27 Pass
4.4327 11 3 27 Pass
4.4824 11 2 18 Pass
4.5321 10 2 20 Pass
4.5818 10 2 20 Pass
4.6316 9 2 22 Pass
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4.6813 9 2 22 Pass
4.7310 8 2 25 Pass
4.7807 8 2 25 Pass
4.8305 7 2 28 Pass
4.8802 7 2 28 Pass
4.9299 6 2 33 Pass
4.9797 6 2 33 Pass
5.0294 6 2 33 Pass
5.0791 6 2 33 Pass
5.1288 5 2 40 Pass
5.1786 5 2 40 Pass
5.2283 5 2 40 Pass
5.2780 5 2 40 Pass
5.3277 5 2 40 Pass
5.3775 5 2 40 Pass
5.4272 5 2 40 Pass
5.4769 5 2 40 Pass
5.5267 5 2 40 Pass
5.5764 5 2 40 Pass
5.6261 5 2 40 Pass
5.6758 5 2 40 Pass
5.7256 5 2 40 Pass
5.7753 5 2 40 Pass
5.8250 5 2 40 Pass
5.8747 5 2 40 Pass
5.9245 5 2 40 Pass
5.9742 5 2 40 Pass
6.0239 5 2 40 Pass
6.0737 5 1 20 Pass
6.1234 5 1 20 Pass
6.1731 4 1 25 Pass
6.2228 4 1 25 Pass
Water Quality BNP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Off-line facility target flow: C cfs.
Adjusted for 15 mm: 0 cfs.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentatior is provided 'as-is I without warranty of any kind. The entire
risk regarding the performance and results c this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc.
be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
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SDHM2O11
PROJECT REPORT
Project Name: QCPOC3-2
Site Name Quarry Creek
Site Address:
City
Report Date 3/5/2012
Gage OCEANS ID
Data Start 10/01/1959
Data End 09/30/2004
Precip Scale: 1.00
Version 2012/03/01
PREDEVELOPED LAND USE
Name : POC 3-2
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) 3.13
A,Grass,MOD(5-10%) .08
A,Grass,STEEP(10-20 .01
B,Grass,FLAT(0-5%) .22
B,Grass,MOD(5-10%) .14
B,Grass,STEEP(10-20 .03
D,Grass,FLT(0-5%) 3.44
D,Grass,MOD(5-10%) .83
D,Grass,STEEP(10-20 3.56
Impervious Land Use Acres
IMPERVIOUS-FLAT 1.17
IMPERVIOUS-MOD 0.53
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : POC 3-2
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) .54
A,Grass,STEEP(10-20 .1
Groundwater
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B,Grass,FLAT(0-5%) .04
D,Grass,FLAT(0-5%) .96
D,Grass,STEEP(10-20 1.19
Impervious Land Use Acres
IMPERVIOUS-FLAT 10.33
Element Flows To:
Surface Interfiow Groundwater
Pond 3-2 Pond 3-2
Name : Pond 3-2
Bottom Length: 488.00 ft.
Bottom Width: 25.00 ft.
Depth : 4 ft.
Volume at riser head : 1.0650 acre-ft.
Side slope 1: 2 To 1
Side slope 2: 2 To 1
Side slope 3: 2 To 1
Side slope 4: 2 To 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 18 in.
Notch Type : Rectangular
Notch Width : 1.498 ft.
Notch Height: 0.200 ft.
Orifice 1 Diameter: 5.282 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Pond Hydraulic Table
Stage(ft) Area(ac) Volun'e(ac-ft) Discharge(cfs) Infi1t(cfs)
0.0000 0.280 0.000 0.000 0.000
0.0444 0.282 0.012 0.154 0.000
0.0889 0.284 0.025 0.218 0.000
0.1333 0.286 0.037 0.267 0.000
0.1778 0.288 0.050 0.309 0.000
0.2222 0.290 0.063 0.345 0.000
0.2667 0.292 0.076 0.378 0.000
0.3111 0.294 0.089 0.408 0.000
0.3556 0.296 0.102 0.436 0.000
0.4000 0.299 0.115 0.463 0.000
0.4444 0.301 0.129 0.488 0.000
0.4889 0.303 0.142 0.512 0.000
0.5333 0.305 0.156 0.535 0.000
0.5778 0.307 0.169 0.557 0.000
0.6222 0.309 0.183 0.578 0.000
0.6667 0.311 0.197 0.598 0.000
0.7111 0.313 0.211 0.617 0.000
0.7556 0.315 0.225 0.636 0.000
0.8000 0.318 0.239 0.655 0.000
0.8444 0.320 0.253 0.673. 0.000
0.8889 0.322 0.267 0.690 0.000
0.9333 0.324 0.282 0.707 0.000
0.9778 0.326 0.296 0.724 0.000
1.0222 0.328 0.311 0.740 0.000
1.0667 0.330 0.325 0.756 0.000
1.1111 0.332 0.340 0.772 0.000
1.1556 0.335 0.355 0.787 0.000
1.2000 0.337 0.370 0.802 0.000
1.2444 0.339 0.385 0.817 0.000
1.2889 0.341 0.400 0.831 0.000
1.3333 0.343 0.415 0.846 0.000
1.3778 0.345 0.430 0.860 0.000
1.4222 0.347 0.446 0.873 0.000
1.4667 0.350 0.461 0.887 0.000
1.5111 0.352 0.477 0.900 0.000
1.5556 0.354 0.493 0.913 0.000
1.6000 0.356 0.508 0.926 0.000
1.6444 0.358 0.524 0.939 0.000
1.6889 0.360 0.540 0.952 0.000
1.7333 0.362 0.556 0.964 0.000
1.7778 0.365 0.573 0.977 0.000
1.8222 0.367 0.589 0.989 0.000
1.8667 0.369 0.605 1.001. 0.000
1.9111 0.371 0.622 1.013 0.000
1.9556 0.373 0.638 1.024 0.000
2.0000 0.375 0.655 1.036 0.000
2.0444 0.377 0.672 1.047 0.000
2.0889 0.380 0.688 1.059 0.000
2.1333 0.382 . 0.705 1.070 0.000
2.1778 0.384 0.722 1.081 0.1300
2.2222 0.386 0.740 1.092 0.000
2.2667 0.388 0.757 1.103 0.000
2.3111 0.390 0.774 1.114 0.000
2.3556 0.393 0.792 1.124 0.000
2.4000 0.395 0.809 1.135 0.000
2.4444 0.397 0.827 1.145 0.000
2.4889 0.399 0.844 1.156 0.000
2.5333 0.401 0.862 1.166 0.000
2.5778 . 0.403 0.880 1.176 0.000
2.6222 0.406 0.898 1.186 0.000
2.6667 0.408 0.916 1.196 0.000
2.7111 0.410 0.934 1.206 0.300
2.7556 0.412 0.953 1.216 0.300
2.8000 0.414 0.971 1.226 0.330
2.8444 0.417 0.990 1.282 0.000
2.8889 0.419 1.008 1.377 0.330
2.9333 0.421 1.027 1.497 0.330
2.9778 0.423 1.046 1.637 0.330
3.0222 0.425 1.065 1.767 0.000
3.0667 0.428 1.083 1.980 0.000
3.1111 0.430 1.103 2.278 0.000
3.1556 0.432 1.122 2.643 0.000
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Return Period Flow(cfs)
2 year 2.387751
5 year 4.476949
10 year 5.853604
25 year 7.496455
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 1.195287
5 year 2.549608
10 year 4.172603
25 year 5.334919
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3.2000 0.434 1.141 3.062 0.000
3.2444 0.436 1.160 3.530 0.000
3.2889 0.439 1.180 4.042 0.000
3.3333 0.441 1.199 4.594 0.000
3.3778 0.443 1.219 5.184 0.000
3.4222 0.445 1.239 5.808 0.000
3.4667 0.447 1.259 6.466 0.000
3.5111 0.450 . 1.279 7.156 0.000
3.5556 0.452 1.299 7.876 0.000
3.6000 0.454 1.319 8.625 0.000
3.6444 0.456 1.339 9.401 0.000
3.6889 0.458 1.359 10.20 0.000
3.7333 0.461 1.380 11.03 0.000
3.7778 0.463 1.400 11.89 0.000
3.8222 0.465 1.421 12.76 0.000
3.8.667 0.467 1.442 13.67 0.000
3.9111 0.469 1.463 14.59 0.000
3.9556 0.472 1.484 15.54 0.000
4.0000 0.474 1.505 16.51 0.000
4.0444 0.476 1.526 17.51 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
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The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
1.1939 113 106 93 Pass
1.2409 105 85 80 Pass
1.2880 100 77 77 Pass
1.3351 97 69 71 Pass
1.3821 91 65 71 Pass
1.4292 88 57 64 Pass
1.4763 84 52 61 Pass
1.5234 80 48 60 Pass
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1.5704 80 45 56 Pass
1.6175 75 43 57 Pass
1.6646 74 41 55 Pass
1.7116 71 37 52 Pass
1.7587 68 37 54 Pass
1.8058 63 36 57 Pass
1.8528 60 34 56 Pass
1.8999 57 31 54 Pass
1.9470 54 29 53 Pass
1.9940 52 27 51 Pass
2.0411 48 27 56 Pass
2.0882 46 26 56 Pass
2.1352 45 26 57 ?ass
2.1823 45 26 57 Pass
2.2294 42 26 61 Pass
2.2764 42 23 54 Pass
2.3235 39 23 58 Pass
2.3706 36 23 63 Pass
2.4176 34 23 67 Pass
24647 31 22 70 Pass
2.5118 31 21 67 Pass
2.5588 30 20 66 Pass
2.6059 27 19 70 Pass
2.6530 27 19 70 Pass
2.7001 27 17 62 Pass
2.7471 25 16 64 Pass
2.7942 24 15 62 Pass
2.8413 24 15 62 Pass
2.8883 21 14 66 Pass
2.9354 20 14 70 Pass
2.9825 20 13 65 Pass
3.0295 20 13 65 Pass
3.0766 20 13 65 Pass
3.1237 19 13 68 Pass
3.1707 19 13 68 Pass
3.2178 19 13 68 Pass
3.2649 18 12 66 Pass
3.3119 18 12 66 Pass
3.3590 17 12 70 Pass
3.4061 16 12 .75 Pass
3.4531 16 12 75 Pass
3.5002 16 12 75 Pass
3.5473 16 12 75 Pass
3.5943 15 12 80 Pass
3.6414 15 12 80 Pass
3.6885 15 12 80 Pass
3.7355 15 12 80 Pass
3.7826 15 11 73 Pass
3.8297 15 11 73 Pass
3.8767 15 11 73 Pass
3.9238 15 10 66 Pass
3.9709 15 10 66 Pass
4.0180 15 10 66 Pass
4.0650 13 10 76 Pass
4.1121 13 9 69 Pass
4.1592 12 8 66 Pass
4.2062 12 8 . 66 Pass
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4.2533 12 8 66 Pass
4.3004 11 8 72 Pass
4.3474 11 8 72 Pass
4.3945 11 8 72 Pass
4.4416 10 8 80 Pass
4.4886 9 8 88 Pass
4.5357 8 8 100 Pass
4.5828 8 7 87 Pass
4.6298 7 6 85 Pass
4.6769 7 5 71 Pass
4.7240 7 5 71 Pass
4.7710 6 5 83 Pass
4.8181 6 5 83 Pass
4.8652 5 5 100 Pass
4.9122 5 5 100 Pass
4.9593 5 5 100 Pass
5.0064 5 5 100 Pass
5.0534 5 5 100 Pass
5.1005 5 5 100 Pass
5.1476 5 5 100 Pass
5.1947 5 5 100 Pass
5.2417 5 4 80 Pass
5.2888 5 4 80 Pass
5.3359 5 4 80 Pass
5.3829 5 4 80 Pass
5.4300 5 3 60 Pass
5.4771 5 3 60 Pass
5.5241 5 3 60 Pass
5.5712 5 3 60 Pass
5.6183 5 3 60 Pass
5.6653 5 3 60 Pass
5.7124 5 3 60 Pass
5.7595 5 3 60 Pass
5.8065 4 3 75 Pass
5.8536 4 3 75 Pass
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On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
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Adjusted for 15 mm: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc.
be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
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SDHM2 011.
PROJECT REPORT
Project Name: QCPOC3-3
Site Name
Site Address:
City
Report Date : 3/5/2012
Gage : OCEANS ID
Data Start : 10/01/1959
Data End : 09/30/2004
Precip Scale: 1.00
Version : 2012/03/01
PREDEVELOPED LAND USE
Name : SOC 3-3
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) 3.17
A,Grass,MOD(5-10%) .01
A,Grass,STEEP(10-20 .05
D,Grass,FLAT(O-5%) 2.24
Impervious Land Use Acres
IMPERVIOUS-FLAT 1
IMPERVIOUS-MOD 0.1
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : SOC 3-3
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) .66
A,Grass,STEEP(10-20 .62
B,Grass,FLAT(0-5%) .38
D,Grass,FLAT(O-5%) .61
D,Grass,STEEP(10-20 .08
Impervious Land Use Acres
Groundwater
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IMPERVIOUS-FLAT 4.7
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Element Flows To:
Surface Interfiow Groundwater
Pond 3-3 Pond 3-3
Name : Pond 3-3
Bottom Length: 232.00 ft.
Bottom Width: 13.00 ft.
Depth : 5 ft.
Volume at riser head : 0.6534 acre-ft.
Side slope 1: 2 To 1
Side slope 2: 2 To 1
Side slope 3: 2 To 1
Side slope 4: 2 To 1
Discharge Structure
Riser Height: 5 ft.
Riser Diameter: 18 in.
Notch Type : Rectangular
Notch Width : 1.130 ft.
Notch Height: 0.770 ft.
Orifice 1 Diameter: 3.099 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Pond Hydraulic Table
Stage(ft) Area(ac) Volunte(ac-ft) Discharge(cfs) Infi1t(cfs)
0.0000 0.069 0.000 0.000 0.000
0.0556 0.070 0.003 0.059 0.000
0.1111 0.071 0.007 0.084 0.000
0.1667 0.073 0.011 0.103 0.000
0.2222 0.074 0.015 0.118 0.000
0.2778 0.075 0.020 0.132 0.000
0.3333 0.076 0.024 0.145 0.000
0.3889 0.078 0.028 0.157 0.000
0.4444 0.079 0.033 0.168 0.000
0.5000 0.080 0.037 0.178 0.000
0.5556 0.081 0.042 0.188 0.000
0.6111 0.083 0.046 0.197 0.000
0.6667 0.084 0.051 0.205 0.000
0.7222 0.085 0.055 0.214 0.000
0.7778 0.087 0.060 0.222 0.000
0.8333 0.088 0.065 0.230 0.000
0.8889 0.089 0.070 0.237 0.000
0.9444 0.090 0.075 0.245 0.000
1.0000 0.092 0.080 0.252 0.000
1.0556 0.093 0.085 0.259 0.000
I]
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1.1111 0.094 0.091 0.265 0.000
1.1667 0.096 0.096 0.272 0.000
1.2222 0.097 0.101 0.278 0.000
1.2778 0.098 0.107 0.285 0.000
1.3333 0.099 0.112 0.291 0.000
1.3889 0 .,101 0.118 0.297 0.000
1.4444 0.102 0.123 0.303 0.000
1.5000 0.103 0.129 0.308 0.000
1.5556 0.105 0.135 0.314 0.000
1.6111 0.106 0.141 0.320 0.000
1.6667 0.107 0.147 0.325 0.000
1.7222 0.109 0.153 0.331 0.000
1.7778 0.110 0.159 0.336 0.000
1.8333 0.111 0.165 0.341 0.000
1.8889 0.113 0.171 0.346 0.000
1.9444 0.114 0.178 0.351 0.000
2.0000 0.115 0.184 0.356 0.000
2.0556 0.117 0.190 0.361 0.000
2.1111 0.118 0.197 0.366 0.000
2.1667 0.119 0.204 0.371 0.000
2.2222 0.121 0.210 0.376 0.000
2.2778 0.122 0.217 0.380 0.000
2.3333 0.123 0.224 0.385 0.000
2.3889 0.125 0.231 0.389 0.000
2.4444 0.126 0.238 0.394 0.000
2.5000 0.127 0.245 0.398 0.000
2.5556 0.129 0.252 0.403 0.000
2.6111 0.130 0.259 0.407 0.000
2.6667 0.131 0.266 0.411 0.000
2.7222 0.133 0.274 0.416 0.000
2.7778 0.134 0.281 0.420 0.000
2.8333 0.135 0.289 0.424 0.000
2.8889 0.137 0.296 0.428 0.000
2.9444 0.138 0.304 0.432 0.000
3.0000 0.140 0.312 . 0.436 0.000
3.0556 0.141 0.320 0.440 0.000
3.1111 0.142 0.328 0.444 0.000
3.1667 0.144 0.335 0.448 0.000
3.2222. 0.145 0.344 0.452 0.000
3.2778 0.146 0.352 0.456 0.000
3.3333 0.148 0.360 0.460 0.000
3.3889 0.149 0.368 0.464 0.000
3.4444 0.151 0.376 0.468 0.000
3.5000 0.152 0.385 0.471 0.000
3.5556 0.153 0.393 0.475 0.000
3.6111 0.155 0.402 0.479 0.000
3.6667 0.156 0.411 . 0.483 0.000
3.7222 0.158 0.419 0.486 0.000
3.7778 0.159 0.428 0.490 0.000
3.8333 0.160 0.437 0.493 0.000
3.8889 0.162 0.446 0.497 0.000
3.9444 0.163 0.455 0.501 0.000
4.0000 0.165 0.464 0.504 0.000
4.0556 0.166 0.474 0.508 0.000
4.1111 0.167 0.483 0.511 0.000
4.1667 0.169 0.492 0.514 0.000
4.2222 0.170 0.502 0.518 0.000
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4.2778 0.172 0.511 0.561 0.000
4.3333 0.173 0.521 0.650 0.000
4.3889 0.175 0.530 0.766 0.000
4.4444 0.176 0.540 0.905 0.000
4.5000 0.177 0.550 1.063 0.000
4.5556 0.179 0.560 1.237 0.000
4.6111 0.180 0.570 1.427 0.000
4.6667 0.182 0.580 1.630 0.000
4.7222 0.183 0.590 1.847 0.000
4.7778 0.185 0.600 2.076 0.000
4.8333 0.186 0.611 2.318 0.000
4.8889 0.188 0.621 2.570 0.000
4.9444 0.189 0.632 2.833 0.000
5.0000 0.190 0.642 3.106 0.000
5.0556 0.192 0.653 3.300 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 1.017603
5 year 1.922647
10 year 2.690448
25 year 3.476202
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.48659
5 year 0.924903
10 year 1.833996
25 year 2.273323
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.5088 111 90 81 Pass
0.5308 104 66 63 Pass
0.5529 98 59 60 Pass
0.5749 92 56 60 Pass
0.5969 87 55 63 Pass
0.6190 83 49 59 Pass
0.6410 75 45 60 Pass
0.6631 72 43 59 Pass
0.6851 72 39 54 Pass
0.7071 65 39 60 Pass
0.7292 63 34 53 Pass
0.7512 58 33 56 Pass
0.7732 55 32 58 Pass
0.7953 52 32 61 Pass
0.8173 49 31 63 Pass
0.8394 48 31 64 Pass
0.8614 46 30 65 Pass
0.8834 43 26 60 Pass
0.9055 41 24 58 Pass
0.9275 39 22 56 Pass
0.9495 39 21 53 Pass
0.9716 39 20 51 Pass
0.9936 38 20 52 Pass
1.0156 36 19 52 Pass
1.0377 33 18 54 Pass
1.0597 29 18 62 Pass
1.0818 29 17 58 Pass
1.1038 26 17 65 Pass
1.1258 26 17 65 Pass
1.1479 24 17 70 Pass
1.1699 23 16 69 Pass
1.1919 22 16 72 Pass
1.2140 22 16 72 Pass
1.2360 21 16 76 Pass
1.2581 20 16 80 Pass
1.2801 20 15 75 Pass
1.3021 20 15 75 Pass
1.3242 19 14 73 Pass
1.3462 18 13 72 Pass
1.3682 17 12 70 Pass
1.3903 14 12 85 Pass
1.4123 13 11 84 Pass
1.4343 13 11 84 Pass
1.4564 12 11 91 Pass
1.4784 12 11 91 Pass
1.5005 12 11 91 Pass
1.5225 12 10 83 Pass
1.5445 12 10 83 Pass
1.5666 12 10 83 Pass
1.5886 11 10 90 Pass
1.6106 11 10 90 Pass
1.6327 11 9 81 Pass
1.6547 11 9 81 Pass
1.6768 11 9 81 Pass
1.6988 11 9 81 Pass
1.7208 11 9 81 Pass
1.7429 11 9 81 Pass
1.7649 10 9 90 Pass
1.7869 10 9 90 Pass
1.8090 10 9 90 Pass
1.8310 10 8 80 Pass
1.8530 10 8 80 Pass
1.8751 10 7 70 Pass
1.8971 9 7 77 Pass
1.9192 9 7 77 Pass
1.9412 9 7 77 Pass
1:9632 8 5 62 Pass
1.9853 8 5 62 Pass
2.0073 8 5 62 Pass
2.0293 8 5 62 Pass
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2.0514 7 4 57 Pass
2.0734 6 4 66 Pass
2.0955 6 4 66 Pass
2.1175 6 4 66 Pass
2.1395 6 4 66 Pass
2.1616 6 4 66 Pass
2.1836 5 4 80 Pass
2.2056 5 4 80 Pass
2.2277 5 4 80 Pass
2.2497 5 4 80 Pass
2.2717 5 4 80 Pass
2.2938 5 4 80 Pass
2.3158 5 4 80 Pass
2.3379 5 4 80 Pass
2.3599 5 4 80 Pass
2.3819 5 3 60 Pass
2.4040 5 3 60 Pass
2.4260 5 2 40 Pass
2.4480 5 2 40 Pass
2.4701 5 2 40 Pass
2.4921 5 2 40 Pass
2.5142 5 2 40 Pass
2.5362 5 2 40 Pass
2.5582 5 2 40 Pass
2.5803 5 2 40 Pass
2.6023 5 2 40 Pass
2.6243 5 2 40 Pass
2:6464 5 2 40 Pass
2.6684 4 2 50 Pass
2.6904 4 2 50 Pass
I
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Perind and Impind Changes
No changes have been made.
I This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. clear creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall clear creek Solutions, Inc.
I be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if clear creek Solutions, Inc. has been advised of the
possibility of such damages.
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SDHM2O11
PROJECT REPORT
Project Name: QCPOC3-7
Site Name : Quarry Creek
Site Address:
City
Report Date : 3/5/2012
Gage : OCEANSID
Data Start : 10/01/1959
Data End : 09/30/2004
Precip Scale: 1.00
Version : 2012/03/01
PREDEVELOPED LAND USE
Name : POC 3-7
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) 1.14
A,Grass,MOD(5-10%) .01
A,Grass,STEEP(10-20 .41
D,Grass,STEEP(10-20 .02
Impervious Land Use Acres
IMPERVIOUS-FLAT 0.26
IMPERVIOUS-MOD 0.16
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : POC 3-7
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) .73
A,Grass,STEEP(10-20 .52
D,Grass,STEEP(10-20 .03
Impervious Land Use Acres
IMPERVIOUS-FLAT 0.73
Groundwater
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I Element Flows To:
Surface Interf low
Pond 3-7 Pond 3-7
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Name : Pond 3-7
I Bottom Length: 28.00 ft.
Bottom Width: 28.00 ft.
Depth : 4 ft.
Volume at riser head : 0.0813 acre-ft.
Side slope 1: 2 To 1
Side slope 2: 2 To 1
Side slope 3: 2 To 1
Side slope 4: 2 To 1
Discharge Structure
Riser Height: 3 ft.
Riser Diameter: 18 in.
Notch Type : Rectangular
Notch Width : 0.260 ft.
Notch Height: 0.891 ft.
Orifice 1 Diameter: 2.013 in Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
I
71
Groundwater
Pond Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infi1t(cfs)
0.0000 0.018 0.000 0.000 0.000
0.0444 0.018 0.000 0.022 0.000
0.0889 0.018 0.001 0.031 0.000
0.1333 0.018 0.002 0.038 0.000
0.1778 0.018 0.003 0.044 0.000
0.2222 0.019 0.004 0.050 0.000
0.2667 0.019 0.005 0.055 0.000
0.3111 0.019 0.005 0.059 0.000
0.3556 0.019 0.006 0.063 0.000
0.4000 0.020 0.007 0.067 0.000
0.4444 0.020 0.008 0.071 0.000
0.4889 0.020 0.009 0.074 0.000
0.5333 0.020 0.010 0.077 0.000
0.5778 0.021 0.011 0.080 0.000
0.6222 0.021 0.012 0.083 0.000
0.6667 0.021 0.013 0.086 0.000
0.7111 0.021 0.014 0.089 0.000
0.7556 0022 0.015 0.092 0.000
0.8000 0.022 0.016 0.095 0.000
0.8444 0.022 0.017 0.097 0.000
0.8889 0.022 0.018 0.100 0.000
0.9333 0.023 0.019 0.102 0.000
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0.9778 0.023 0.020 0.105 0.000
1.0222 0.023 0.021 0.107 0.000
1.0667 0.023 0.022 0.109 0.000
1.1111 0.024 0.023 0.112 0.000
1.1556 0.024 0.024 0.114 0.000
1.2000 0.024 0.025 0.116 0.000
1.2444 0.025 0.026 0.118 0.000
1.2889 0.025 0.027 0.120 0.000
1.3333 0.025 0.028 0.122 0.000
1.3778 0.025 0.030 0.124 0.000
1.4222 0.026 0.031 0.126 0.000
1.4667 0.026 0.032 0.128 0.000
1.5111 0.026 0.033 0.130 0.000
1.5556 0.026 0.034 0.132 0.000
1.6000 0.027 0.035 0.134 0.000
1.6444 0.027 0.037 0.136 0.000
1.6889 0.027 0.038 0.138 0.000
1.7333 0.028 0.039 0.140 0.000
1.7778 0.028 0.040 0.141 0.000
1.8222 0.028 0.042 0.143 0.000
1.8667 0.028 0.043 0.145 0.000
1.9111 0.029 0.044 0.147 0.000
1.9556 0.029 0.045 0.148 0.000
2.0000 0.029 0.047 0.150 0.000
2.0444 0.030 0.048 0.152 0.000
2.0889 0.030 0.049 0.153 0.000
2.1333 0.030 0.051 0.158 0.000
2.1778 0.030 0.052 0.172 0.000
2.2222 0.031 0.054 0.190 0.000
2.2667 0.031 0.055 0.212 0.000
2.3111 0.031 0.056 0.237 0.000
2.3556 0.032 0.058 0.264 0.000
2.4000 0.032 0.059 0.292 0.000
2.4444 0.032 0.061 0.323 0.000
2.4889 0.033 0.062 0.355 0.000
2.5333 0.033 0.064 0.388 0.000
2.5778 0.033 0.065 0.422 0.000
2.6222 0.034 0.067 0.458 0.000
2.6667 0.034 0.068 0.494 0.000
2.7111 0.034 0.070 0.531 0.000
2.7556 0.035 0.071 0.568 0.000
2.8000 0.035 0.073 0.606 0.000
2.8444 0.035 0.074 0.645 0.000
2.8889 0.035 0.076 0.684 0.000
2.9333 0.036 0.078 0.723 0.000
2.9778 0.036 0.079 0.762 0.000
3.0222 0.036 0.081 0.831 0.000
3.0667 0.037 0.082 1.036 0.000
3.1111 0.037 0.084 1.327 0.000
3.1556 0.037 0.086 1.683 0.000
3.2000 0.038 0.087 2.095 0.000
3.2444 0.038 0.089 2.555 0.000
3.2889 0.038 0.091 3.059 0.000
3.3333 0.039 0.093 3.604 0.000
3.3778 0.039 0.094 4.186 0.000
3.4222 0.039 0.096 4.803 0.000
3.4667 0.040 0.098 5.453 0.000 Li
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3.5111 0.040 0.100 6.135 0.000
3.5556 0.040 0.102 6.848 0.000
3.6000 0.041 0.103 7.589 0.000
3.6444 0.041 0.105 8.359 0.000
3.6889 0.042 0.107 9.155 0.000
3.7333 0.042 0.109 9.978 0.000
3.7778 0.042 0.111 10.82 0.000
3.8222 0.043 0.113 11.69 0.000
3.8667 0.043 0.115 12.59 0.000
3.9111' 0.043 0.117 13.51 0.000
3.9556 0.044 0.119 14.45 0.000
4.0000 0.044 0.121 15.42 0.000
4.0444 0.044 0.123 16.40 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.309411
5 year 0.570519
10 year 0.807954
25 year 1.041506
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.152638
5 year 0.396699
10 year 0.5264 62
25 year 0.70775
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Nit Percentage Pass/Fail
0.1547 157 65 41 Pass
0.1613 139 61 43 Pass
0.1679 117 53 45 Pass
0.1745 109 48 44 Pass
0.1811 105 48 45 Pass
0.1877 99 42 42 Pass
0.1943 98 38 38 Pass
0.2009 95 37 38 Pass
0.2075 84 36 42 Pass
0.2141 76 36 47 Pass
0.2207 72 32 44 Pass
0.2273 67 31 46 Pass
0.2339 - 63 31 49 Pass
0.2405 60 31 51 Pass
0.2471 55 30 54 Pass
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0.2537 52 30 57 Pass
0.2603 48 30 62 Pass
0.2669 45 29 64 Pass
0.2735 45 28 62 Pass
0.2801 45 .28 62 Pass
0.2867 43 25 58 Pass
0.2933 40 24 60 Pass
0.2999 37 24 64 Pass
0.3065 35 23 65 Pass
0.3131 32 22 68 Pass
0.3197 31 22 70 Pass
0.3263 29 22 75 Pass
0.3329 29 22 75 Pass
0.3395 28 21 75 Pass
0.3461 27 21 77 Pass
0.3527 25 21 84 Pass
0.3593 25 20 80 Pass
0.3659 24 20 83 Pass
0.3725 24 20 83 Pass
0.3791 24 20 83 Pass
0.3857 24 19 79 Pass
0.3923 . 22 17 77 Pass
0.3988 20 17 85 Pass
0.4054 18 17 94 Pass
0.4120 18 15 83 Pass
0.4186 18 14 77 Pass
0.4252 17 14 82 Pass
0.4318 16 13 81 Pass
0.4384 15 10 66 . Pass
0.4450 15 10 66 Pass
0.4516 15 8 53 'Pass
0.4582 14 8 57 Pass
0.4648 14 8 57 Pass
0.4714 13 8 61 Pass
0.4780 12 8 66 Pass
0.4846 12 8 66 Pass
0.4912 12 8 66 Pass
0.4978 12 7 58 Pass
0.5044 12 7 58 Pass
0.5110 12 7 58 Pass
0.5176 12 7 58 Pass
0.5242 11 6 54 Pass
05308 10 6 60 Pass
0.5374 10 6 60 Pass
0.5440 110 6 60 Pass
0.5506 10 6 60 Pass
0.5572 10 6 60 Pass
0.5638 9 6 66 Pass
0.5704 9 6 66 Pass
0.5770 9 6 66 Pass
0.5836 8 6 75 Pass
0.5902 8 6 75 Pass
0.5968 8 6 75 Pass
0.6034 7 5 71 Pass
0.6100 6 5 83 Pass
0.6166 6 5 83 Pass
0.6232 6 5 83 Pass
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I 0.6298 6 5 83 Pass
0.6364 6 5 83 Pass
0.6430 6 5 83 Pass
I 0.6496 6 5 83 Pass
0.6562 5 5 100 Pass
0.6628 5 5 100 Pass
0.. 6694 5 5 100 Pass
I 0.6760 5 5 100 Pass
0.6826 5 5 100 Pass
0.6892 5 5 100 Pass
I 0.6958 5 4 80 Pass
0.7024 5 4 80 Pass
0.7090 5 4 80 Pass
0.7156 5 2 40 Pass
I 0.7222 5 2 40 Pass
0.7288 5 2 40 Pass
0.7354 5 2 40 Pass
0.7420 5 2 40 Pass I 0.7486 5 2 40 Pass
0.7552 5 2 40 Pass
I
0.7618
0.7684
5
5
2
2
40
40
Pass
Pass
0.7750 5 2 40 Pass
0.7816 5 2 40 Pass
0.7882 5 2 40 Pass I 0.7948 5 2 40 Pass
0.8014 4 2 50 Pass
0.8080 4 2 50 Pass
I Water Quality EMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
I Off-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
I Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided as-is' without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc.
be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
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SDHM2 011
PROJECT REPORT
Project Name: QCPOC4
Site Name : Quarry Creek
Site Address:
City
Report Date : 3/5/2012
Gage : OCEANSID
Data Start : 10/01/1959
Data End : 09/30/2004
Precip Scale: 1.00
Version : 2012/03/01
PREDEVELOPED LAND USE
Name : POC4
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) .52
A,Grass,MOD(5-10%) .01
B,Grass,FLAT(0-5%) 3.02
B,Grass,MOD(5-10%) .93
B,Grass,STEEP(10-20 1.06
D,Grass,FLAT(0-5%) 4.63
D,Grass,MOD(5-10%) 1.39
D,Grass,STEEP(10-20 12.72
Impervious Land Use Acres
IMPERVIOUS-FLAT 1.62
IMPERVIOUS-MOD 0.48
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : 50C4
Bypass: No
GroundWater: No
Pervious Land Use Acres
A,Grass,FLAT(0-5%) .07
B,Grass,FLAT(0-5%) .9
D,Grass,FLAT(0-5%) 4.22
Groundwater
D Grass , STEEP (10-20
Impervious Land Use Acres
IMPERVIOUS-FLAT 19.33
Element Flows To:
Surface Interflow Groundwater
Pond 4 Pond 4
Name : Pond 4
Bottom Length: 540.00 ft.
Bottom Width: 40.00 ft.
Depth : 5 ft.
Volume at riser head : 2.4572 acre-ft.
Side slope 1: 2 To 1
Side slope 2: 2 To 1
Side slope 3: 2 To 1
Side slope 4: 2 To 1
Discharge Structure
Riser Height: 4 ft.
Riser Diameter: 18
Notch Type : Rectangular
Notch Width : 1.500 ft.
Notch Height: 0.822 ft.
Orifice 1 Diameter: 7.491 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Pond Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cf s) Infi1t(cfs)
0.0000 0.495 0.000 0.000 0.000
0.0556 0.498 0.027 0.347 0.000
0.1111 0.501 0.055 0.491 0.000
0.1667 0.504 0.083 0.601. 0.000
0.2222 0.507 0.111 0.694 0.000
0.2778 0.510 0.139 0.776 0.000
0.3333 0.513 0.168 0.850 0.000
0.3889 0.516 0.196 0.919 0.000
0.4444 0.519 0.225 0.982 0.000
0.5000 0.522 0.254 1.042 0.000
0.5556 0.525 0.283 1.098 0.000
0.6111 0.528 0.313 1.152 0.000
0.6667 0.531 0.342 1.203 0.000
0.7222 0.534 0.372 1.252 0.000
0.7778 0.537 0.401 1.299 0.000
0.8333 0.540 0.431 1.345 0.000
0.8889 0.543 0.461 1.389 0.000
0.9444 0.546 0.492 1.432 0.000
1.0000 0.549 0.522 1.473 0.000
1.0556 0.552 0.553 1.514 0.000
1.1111 0.555 0.584 1.553 0.000
1.1667 0.558 0.615 1.591 0.000
1.2222 0.561 0.646 1.629 0.000
1.2778 0.564 0.677 1.666 0.000
1.3333 0.567 0.708 1.701 0.000
1.3889 0.570 0.740 1.736 0.000
1.4444 0.573 0.772 1.771 0.000
1.5000 0.576 0.804 1.805 0.000
1.5556 0.579 0.836 1.838 0.000
1.6111 0.582 0.868 1.870 0.000
1.6667 0.585 0.901 1.902 0.000
1.7222 0.588 0.933 1.934 0.000
1.7778 0.591 0.966 1.965 0.000
1.8333 0.594 0.999 1.995 0.000
1.8889 0.597 1.032 2.025 0.000
1.9444 0.600 1.065 2.055 0.000
2.0000 0.603 1.099 2.084 0.000
2.0556 0.606 1.132 2.113 0.000
2.1111 0.609 1.166 2.141 0.000
2.1667 0.613 1.200 2.169 0.000
2.2222 0.616 1.234 2.197 0.000
2.2778 0.619 1.269 2.224 0.000
2.3333 0.622 1.303 2.251 0.000
2.3889 0.625 1.338 2.277 0.000
2.4444 0.628 1.373 2.304 0.000
2.5000 0.631 1.408 2.330 0.000
2.5556 0.634 1.443 2.356 0.000
2.6111 0.637 1.478 2.381 0.000
2.6667 0.640 1.514 2.406 0.000
2.7222 0.643 1.549 2.431 0.000
2.7778 0.646 1.585 2.456 0.000
2.8333 0.649 1.621 2.480 0.000
2.8889 0.652 1.657 2.505 0.000
2.9444 0.655 1.694 2.529 0.000
3.0000 0.659 1.730 2.552 0.000
3.0556 0.662 1.767 2.576 0.000
3.1111 0.665 1.804 2.599 0.000
3.1667 0.668 1.841 2.622 0.000
3.2222 0.671 1.878 2.692 0.000
3.2778 0.674 1.915 2.826 0.000
3.3333 0.677 1.953 2.997 0.000
3.3889 0.680 1.991 3.198 0.000
3.4444 0.683 2.028 3.423 0.000
3.5000 0.686 2.067 3.671 0.000
3.5556 0.689 2.105 3.939 0.000
3.6111 0.693 2.143 4.226 0.000
3.6667 0.696 2.182 4.530 0.000
3.7222 0.699 2.221 4.851 0.000
3.7778 0.702 2.259 5.187 0.000
3.8333 0.705 2.299 5.538 0.000
3.8889 0.708 2.338 5.903 0.000
3.9444 0.711 2.377 6.281 0.000
4.0000 0.714 2.417 6.673 0.000
4.0556 0.717 2.457 6.884 0.000
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4.1111 0.721 2.497 7.254 0.000
4.1667 0.724 2.537 7.727 0.000
4.2222 0.727 2.577 8.284 0.000
4.2778 0.730 2.618 8.912 0.000
4.3333 0.733 2.658 9.604. 0.000
4.3889 0.736 2.699 10.35 0.000
4.4444 0.739 2.740 11.16 0.000
4.5000 0.743 2.781 12.01 0.000
4.5556 0.746 2.823 12.92 0.000
4.6111 0.749 2.864 13.86 0.000
4.6667 0.752 2.906 14.86 0.000
4.7222 0.755 2.948 15.89 0.000
4.7778 0.758 2.990 16.96 0.000
4.8333 0.761 3.032 18.07 0.000
4.8889 0.765 3.075 19.22 0.000
4.9444 0.768 3.117 20.41 0.000
5.0000 0.771 3.160 21.62 0.000
5.0556 0.774 3.203 22.88 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow (Cf s)
2 year 5.253411
5 year 10.072032
10 year 12.299347
25 year 15.765648
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 2.497558
5 year 3.968278
10 year 6.568882
25 year 7.801823
POC #].
The Facility PASSED
The Facility PASSED.
Flow(cf s) Predev Mit Percentage Pass/Fail
2.6267 109 81 74 Pass
2.7244 105 65 61 Pass
2.8221 102 54 52 Pass
2.9198 95 49 51 Pass
3.0175 92 46 50 Pass
3.1152. 87 42 48 Pass
3.2129 81 37 45 Pass
3.3106 78 35 44 Pass
3.4083 74 34 45 Pass
3.5060 73 33 45 Pass
3.6037 73 32 43 Pass
3.7014 72 30 41 Pass
3.7991 68 30 44 Pass
3.8969 67 27 40 Pass
3.9946 63 26 41 Pass
4.0923 60 25 41 Pass
4.1900 58 23 39 Pass
4.2877 57 21 36 Pass
4.3854 55 19 34 Pass
4.4831 53 18 33 Pass
4.5808 48 17 35 Pass
4.6785 46 17 36 Pass
4.7762 44 17 38 Pass
4.8739 44 17 38 Pass
4.9716 44 17 38 Pass
5.0693 41 16 39 Pass
5.1670 39 14 35 Pass
5.2647 35 13 37 Pass
5.3624 33 12 36 Pass
5.4601 31 11 35 Pass
5.5578 30 10 33 Pass
5.6555 27 10 37 Pass
5.7532 27 10 37 Pass
5.8509 27 10 37 Pass
5.9486 27 10 37 Pass
6.0463 25 10 40 Pass
6.1440 24 10 41 Pass
6.2417 23 10 43 Pass
6.3394 23 9 39 Pass
6.4371 22 9 40 Pass
6.5348 22 7 31 Pass
6.6325 21 7 33 Pass
6.7303 21 7 33 Pass
6.8280 21 7 33 Pass
6.9257 20 7 35 Pass
7.0234 20 7 35 Pass
7.1211 20 7 35 Pass
7.2188 19 7 36 Pass
7.3165 18 7 38 Pass
7.4142 17 7 41 Pass
7.5119 16 7 43 Pass
7.6096 16 7 43 Pass
7.7073 15 4 26 Pass
7.8050 15 4 26 Pass
7.9027 15 3 20 Pass
8.0004 15 3 20 Pass
8.0981 15 3 20 Pass
8.1958 15 3 20 Pass
8.2935 15 2 13 Pass
8.3912 15 2 13 Pass
8.4889 15 2 13 Pass
8.5866 15 2 13 Pass
8.6843 15 2 13 Pass
8.7820 15 2 13 Pass
8.8797 15 2 13 Pass
8.9774 15 2 13 Pass
9.0751 14 2 14 Pass
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9.1728 14 2 14 Pass
9.2705 14 2 14 Pass
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9.3682
9.4659
14
14
2
2
14
14
Pass
Pass
9.5637 14 2 . 14 Pass
9.6614 12 2 16 Pass
9.7591 11 2 18 Pass
I 9.8568 9 2 22 Pass
9.9545 9 2 22 Pass
10.0522 9 2 22 Pass
I 10.1499 9 2 22 Pass
10.2476 9 2 22 Pass
10.3453 7 2 28 Pass
10.4430 6 2 33 Pass
I 10.5407 6 2 33 Pass
10.6384 6 2 33 Pass
10.7361 5 2 40 Pass
I 10.8338 5 2 40 Pass
10.9315 5 2 40 Pass
11.0292 5 2 40 Pass
I 11.1269
11.2246
5
5
2
2
40
40
Pass
Pass
11.3223 5 2 40 Pass
11.4200 5 2 40 Pass
11.5177 5 2 40 Pass
I 11.6154 5 2 40 Pass
11.7131 5 2 40 Pass
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11.81085
11.9085 5
2
2
40
40
Pass
Pass
12.0062 5 2 40 Pass
12.1039 5 2 40 Pass
12.2016 4 2 50 Pass
I 12.2993 4 2 50 Pass
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided I as-is without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc.
be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
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SDHM2011
PROJECT REPORT
Project Name: QC P005
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Site Name : Quarry Creek
Site Address:
City
Report Date : 3/5/2012
Gage •: OCEANSID
Data Start : 10/01/1959
Data End : 09/30/2004
Precip Scale: 1.00
Version : 2012/03/01
PREDEVELOPED LAND USE
Name : P005
Bypass: No
GroundWater: No
Pervious Land Use Acres
D , Grass , FLAT (0-5%) 62
D,Grass ,MOD(5-10%) 1.09
D, Grass, STEEP (10-20 11 .04
Impervious Land Use Acres
Element Flows To:
Surface Interf low
MITIGATED LAND USE
Name : 2005
Bypass: No
GroundWater: No
Pervious Land Use Acres
D,Grass,FLAT(0-5%) 2.82
Impervious Land Use Acres
IMPERVIOUS-FLAT 9.28
Element Flows To:
Surface Interf low
Groundwater
Groundwater
Pond 5 Pond 5
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Name : Pond 5
Bottom Length: 380.00 ft.
Bottom Width: 48.00 ft.
Depth : 5 ft.
Volume at riser head : 2.0296 acre-ft.
Side slope 1: 2 To 1
I Side slope 2: 2 To 1
Side slope 3: 2 To 1
Side slope 4: 2 To 1
Discharge Structure I Riser Height: 4 ft.
Riser Diameter: 18 in.
Notch Type : Rectangular
Notch Width : 1.500 ft. I Notch Height: 1.055 ft.
Orifice 1 Diameter: 5.476 in.
I Element Flows To:
Outlet 1 Outlet 2
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Elevation: 0 ft.
Pond Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infi1t(cfs)
0.0000 0.418 0.000 0.000 0.000
0.0556 0.420 0.023 0.185 0.000
0.1111 0.423 0.046 0.262 0.000
0.1667 0.425 0.070 0.321 0.000
0.2222 0.427 0.094 0.371 0.000
0.2778 0.429 0.117 0.415 0.000
0.3333 0.431 0.141 0.454 0.000
0.3889 0.434 0.165 0.491 0.000
0.4444 0.436 0.190 0.525 0.000
0.5000 0.438 0.214 0.556 0.000
0.5556 0.440 0.238 0.587 0.000
0.6111 0.442 0.263 0.615. 0.000
0.6667 0.445 0.287 0.643 0.000
0.7222 0.447 0.312 0.669 0.000
0.7778 0.449 0.337 0.694 0.000
0.8333 0.451 0.362 0.718 0.000
0.8889 0.454 0.387 0.742 0.000
0.9444 0.456 0.413 0.765 0.000
1.0000 0.458 0.438 0.787 0.000
1.0556 0.460 0.464 0.809 0.000
1.1111 0.462 0.489 0.830 0.000
1.1667 0.465 0.515 0.850 0.000
1.2222 0.467 0.541 0.870 0.000
1.2778 0.469 0.567 0.890 0.000
1.3333 0.471 0.593 0.909 0.000
1.3889 0.474 0.619 0.928 0.000
1.4444 0.476 0.646 0.946 0.000
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1.5000 0.478 0.672 0.964 0.000
1.5556 0.480 0.699 0.982 0.000
1.6111 0.483 0.726 0.999 0.000
1.6667 0.485 0.753 1.016 0.000
1.7222 0.487 0.780 1.033 0.000
1.7778 0.489 0.807 1.050 0.000
1.8333 0.492 0.834 1.066 0.000
1.8889 0.494 0.861 1.082 0.000
1.9444 0.496 0.889 1.098 0.000
2.0000 0.498 0.917 1.113 0.000
2.0556 0.501 0.944 1.129 0.000
2.1111 0.503 0.972 1.144 0.000
2.1667 0.505 1.000 1.159 0.000
2.2222 0.507 1.028 1.174 0.000
2.2778 0.510 1.057 1.188 0.000
2.3333 0.512 1.085 1.203 0.000
2.3889 0.514 1.114 1.217 0.000
2.4444 0.517 1.142 1.231 0.000
2.5000 0.519 1.171 1.245 0.000
2.5556 0.521 1.200 1.259 0.000
2.6111 0.523 1.229 1.272 0.000
2.6667 0.526 1.258 1.286 0.000
2.7222 0.528 1.288 1.299 0.000
2.7778 0.530 1.317 1.312 0.000
2.8333 0.533 1.346 1.325 0.000
2.8889 0.535 1.376 1.338 0.000
2.9444 0.537 1.406 1.351 0.000
3.0000 0.539 1.436 1.428 0.000
3.0556 0.542 1.466 1.560 0.000
3.1111 0.544 1.496 1.727 0.000
3.1667 0.546 1.526 1.923 0.000
3.2222 0.549 1.557 2.143 0.000
3.2778 0.551 1.588 2.385 0.000
3.3333 0.553 1.618 2.647 0.000
3.3889 0.556 1.649 2.927 0.000
3.4444 0.558 1.680 3.225 0.000
3.5000 0.560 1.711 3.539 0.000
3.5556 0.563 1.742 3.868 0.000
3.6111 0.565 1.774 4.212 0.000
3.6667 0.567 1.805 4.570 0.000
3.7222 0.570 1.837 4.942 0.000
3.7778 0.572 1.868 5.327 0.000
3.8333 0.574 1.900 5.724 0.000
3.8889 0.577 1.932 6.134 0.000
3.9444 0.579 1.964 6.555 0.000
4.0000 0.581 1.997 6.988 0.000
4.0556 0.584 2.029 7.190 0.000
4.1111 0.586 2.062 7.551 0.000
4.1667 0.588 2.094 8.014 0.000
4.2222 0.591 2.127 8.562 0.000
4.2778 0.593 2.160 9.181 0.000
4.3333 0.595 2.193 9.864 0.000
4.3889 0.598 2.226 10.60 0.000
4.4444 0.600 2.260 11.40 0.000
4.5000 0.603 2.293 12.24 0.000
4.5556 0.605 2.327 13.14 0.000
4.6111 0.607 2.360 14.08 0.000
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4.6667 0.610 2.394 15.06 0.000
4.7222 0.612 2.428 16.09 0.000
4.7778 0.614 2.462 17.15 0.000
4.8333 0.617 2.496 18.25 0.000
4.8889 0.619 2.531 19.39 0.000
4.9444 0.622 2.565 20.57 0.000
5.0000 0.624 2.600 21.78 0.000
5.0556 0.626 2.635 23.02 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow (ef s)
2 year 2.739705
5 year 5.440855
10 year 6.764303
25 year 7.945413
Flow Frequency Return Periods for Mitigated. POC #1
Return .Period Flow (cfs)
2 year 1.072237
5 year 1.22667
10 year 1.339104
25 year 1.866269
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
1.3699 118 15 12 Pass
1.4243 110 14 12 Pass
1.4788 105 11 10 Pass
1.5333 101 10 9 Pass
1.5878 98 10 10 Pass
1.6423 97 10 10 Pass
1.6968 94 8 8 Pass
1.7513 86 7 8 Pass
1.8058 83 6 7 Pass
1.8603 79 5 6 Pass
1.9147 76 5 6 Pass
1.9692 72 3 4 Pass
2.0237 72 3 4 Pass
2.0782 70 3 4 Pass
2.1327 66 3 4 Pass
2.1872 64 3 4 Pass
2.2417 58 3 5 Pass
2.2962 56 2 3 Pass
2.3507 54 2 3 Pass
2.4052 54 2 3 Pass
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2.4596 51 2 3 Pass
2.5141 51 2 3 Pass
2.5686 47 2 4 Pass
2.6231 45 2 4 Pass
2.6776 44 2 4 Pass
2.7321 40 2 5 Pass
2.7866 37 2 5 Pass
2.8411 33 2 6 Pass
2.8956 33 2 6 Pass
2.9500 30 2 6 Pass
3.0045 30 2 6 Pass
3.0590 30 2 6 Pass
3.1135 28 2 7 Pass
3.1680 28 2 7 Pass
3.2225 25 2 8 Pass
3.2770 24 2 8 Pass
3.3315 23 2 8 Pass
3.3860 23 2 8 Pass
3.4404 23 2 8 Pass
3.4949 22 2 9 Pass
3.5494 22 2 9 Pass
3.6039 21 2 9 Pass
3.6584 21 2 9 Pass
3.7129 21 2 9 Pass
3.7674 19 2 10 Pass
3.8219 19 2 10 Pass
3.8764 18 2 11 Pass
3.9309 18 2 11 Pass
3.9853 16 2 12 Pass
4.0398 16 2 12 Pass
4.0943 16 2 12 Pass
4.1488 16 2 12 Pass
4.2033 15 2 13 Pass
4.2578 15 2 13 Pass
4.3123 15 2 13 Pass
4.3668 15 2 13 Pass
4.4213 15 2 13 Pass
4.4757 15 2 13 Pass
4.5302 15 2 13 Pass
4.5847 15 2 13 Pass
4.6392 15 2 13 Pass
4.6937 15 2 13 Pass
4.7482 15 2 13 Pass
4.8027 14 2 14 Pass
4.8572 14 2 14 Pass
4.9117 14 1 7 Pass
4.9662 14 1 7 Pass
5.0206 13 1 7 Pass
5.0751 12 0 0 Pass
5.1296 12 0 0 Pass
5.1841 11 0 0 Pass
5.2386 11 0 0 Pass
5.2931 10 0 0 Pass
5.3476 10 0 0 Pass
5.4021 9 0 0 Pass
5.4566 9 0 0 Pass
5.5110 8 0 0 Pass
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5.6200 8 0 0 Pass
5.6745 8 0 0 Pass I 5.7290 8 0 0 Pass
5.7835 7 0 0 Pass
5.8380 7 0 0 Pass
5.8925 7 0 0 Pass I 5.9470 7 0 0 Pass
6.0015 7 0 0 Pass
6.0559 7 0 0 Pass I 6.1104 6 0 0 Pass
6.1649 6 0 0 Pass
6.2194 6 0 0 Pass
6.2739 5 0 0 Pass I 6.3284 5 0 0 Pass
6.3829 5 0 0 Pass
6.4374 5 0 0 Pass
6.4919 5 0 0 Pass I 6.5463 5 0 0 Pass
6.6008 5 0 0 Pass
6.6553 5 0 0 Pass I 6.7098 5 0 0 Pass
6.7643 4 0 0 Pass
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Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet V I On-line facility target flow: 0 cfs.
Adjusted for 15 mm: 0 cfs.
Off-line facility target flow: 0 cfs.
I Adjusted for 15 mm: 0 cfs.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided as-is' without warranty of any kind. The entire I risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions, Inc. ' V be liable for any damages whatsoever (including without limitation to damages for loss of business
profits, loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions, Inc. has been advised of the
possibility of such damages.
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Quarry Creek
Land Use Combination Parameters - Pre-project
J-16483
10-19-2011
Revised 12-20-2011
Revised 3-13-2012
POC
•
Land Use Slope (%) Soil
Group Acres Percent
Impervious
Impervious Area
(ac)
Pëióui
Area (ac)'
1 FRE 0%_5% D 0.56 0.95 0.53 0.03
1 FRE 05%-10% D 0.57 0.95 0.54 0.03
1 FRE 10% and greater D 0.06 0.95 0.06 0.00
1 HEA 0%-5% A 4.62 0.15 0.69 • 3.93
1 HEA 0%-5% D 1.32 0.15 0.20 1.12
1 HEA 05%-10% A 0.13 0.15 0.02 0.11
1 HEA 05%-10% D •. 0.65 0.15 0.10 0.55
1 HEA 10% and greater A 1.50 0.15 0.22 1.27
1 HEA 10% and greater D 1.22 0.15 0.18 1.04
1 OPE 0%-5% A 0.01 0.00 0.00 0.01
1 OPE 0%-5% D 0.05 0.00 0.00 0.05
1 OPE 05%-10% D 0.03 0.00 0.00 0.03
1 OPE 10% and greater A 0.03 0.00 0.00 0.03
1 OPE 10% and greater D 0.19 0.00 0.00 0.19
1 PAR 0%-5% A 0.00 0.95 0.00 0.00
1 PAR 0%-5% D 0.14 0.95 0.13 0.01
1 PAR 05%-10% A 0.01 0.95 0.01 0.00
1 PAR 05%-10% D . 0.02 0.95 0.02 0.00
1 PAR 10% and greater A 0.01 0.95 0.01 0.00
1 PAR 10% and greater D 0.00 0.95 0.00 0.00
1 HEA 0%-5% D 0.00 0.15 0.00 0.00
1 HEA 10% and greater D 0.19 0.15 0.03 0.16
1 OPE 0%-5% A 1.04 0.00 0.00 1.04
1 OPE 0% - 59/16 D 0.01 0.00 0.00 0.01
1 OPE 05%-10% A 0.12 0.00 0.00 0.12
1 OPE 05%-10% D 0.01 0.00 0.00 0.01
1 OPE 10% and greater A 1.27 0.00 0.00 1.27
1 OPE 10% and greater D 0.51 0.00 0.00 0.51
1 PAR 0%-5% A 0.04 0.95 0.04 1 0.00
1 PAR 05%-10% A 0.01 0.95 0.01 0.00
_1 PAR 10% and greater A 0.02 0.95 0.02 0.00
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14.33 2.SI 12.51
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Quarry Creek
Land Use Combination Parameters - Pre-project Revised 12-20-2011
10-19-2011
J-16483
Revised 3-13-2012
POC Land Use Slope (%) ; Soil
Group. Acres Percent
Impervious
ImpeiousArea
ac
Pervious
Area(ac).
3-2 FRE 0%-5% D 0.00 0.95 0.00 0.00
3-2 FRE 05%-10% D 0.03 0.95 0.03 0.00
3-2 FRE 10% and greater D 0.10 0.95 0.09 0.00
3-2 HEA 0%-5% A 3.66 0.15 0.55 3.11
3-2 HEA 0%-5% B 0.23 0.15 0.04 0.20
3-2 HEA 0%-5% D 3.90 0.15 0.58 3.31
3-2 HEA 05%-10% A 0.02 0.15 0.00 0.01
3-2 HEA 05%-10% B 0.08 0.15 0.01 0.07
3-2 HEA 05%-10% D 0.56 0.15 0.08 0.48
3-2 HEA 10% and greater A 0.01 0.15 0.00 0.01
3-2 HEA 10% and greater D 2.13 0.15 0.32 1.81
3-2 OPE 0%-5% A 0.02 0.00 0.00 0.02
3-2 OPE 0%-5% B 0.02 0.00 0.00 0.02
3-2 OPE 0%-5% D 0.13 0.00 0.00 0.13
3-2 OPE 05%-10% A 0.07 0.00 0.00 0.07
3-2 OPE 05%-10% B 0.08 0.00 0.00 0.08
3-2 OPE 05%-10% D 0.35 0.00 0.00 0.35
3-2 JOPE 10% and greater B 0.03 0.00 0.00 0.03
3-2 JOPE 10% and greater D 1.75 0.00 0.00 1.75
13.16 1.71 11.45
POC Land Use
-
Slope (%) SOil
Group Acres Pecent
Impervious
ArnperviousArea
(ac)
PeMôus'
Area(ac)
3-3 HEA 0%-5% A 3.72 0.15 0.56 3.17
3-3 HEA 0%-5% D 2.64 0.15 0.40 2.24
3-3 HEA 05%-10% A 0.01 0.15 0.00 0.01
3-3 HEA 10% and greater A 0.05 0.15 0.01 0.04
3-3 PAR 0%-5% A 0.05 0.95 0.05 0.00
3-3 PAR 05%-10% A 0.01 0.95 0.01 0.00
3-3 PAR 10% and greater A 0.09 0.95 0.08 0.00
6.57
Quarry Creek J-16483
Land Use Combination Parameters - Pre-project Revised 12-20-2011
10-19-2011
Revised 3-13-2012
POC Land Use Slope (%) soil
Group Acres Percent
Impervious
Impervious. Area
(ac)
Peidus
Area (ac)
3-7 HEA 0%_5% A 1.33 0.15 0.20 1.13
3-7 HEA 0%-5% D 0.00 0.15 0.00 0.00
3-7 HEA 05%-10% A 0.01 0.15 0.00 0.01
3-7 HEA 10% and greater A 0.41 0.15 0.06 0.35
3-7 HEA 10% and greater D 0.02 0.15 0.00 0.02
3-7 OPE 0%-5% A 0.01 0.00 0.00 0.01
3-7 OPE 10% and greater A 0.06 0.00 0.00 0.06
3-7 PAR 0%-5% A 0.07 0.95 0.06 0.00
3-7 PAR 05%-10% A 0.03 0.95 0.03 0.00
3-7 PAR 10% and greater A 0.07 0.95 0.06 0.00
2.01 0.42 1.58
POC Land-Use Slope (%) Soil
Group Acres Percent
Impervious
Impervious Area
(ac)
Pervious
Area(ac)
4 HEA 0%-5% A 0.57 0.15 0.09 0.49
4 HEA 0%_5% B 2.48 0.15 0.37 2.11
4 HEA 0%-5% D 3.90 0.15 0.58 3.31
4 HEA 05%-10% B 0.45 0.15 0.07 0.38
4 HEA 05%-10% D 0.03 0.15 0.00 0.03
4 HEA 10% and greater A 0.00 0.15 0.00 0.00
4 HEA 10% and greater B 0.43 0.15 0.06 0.37
4 HEA 10% and greater D 0.73 0.15 0.11 0.62
4 OPE 0%-5% B 0.57 0.00 0.00 0.57
4 OPE 0%-5% D 0.68 0.00 0.00 0.68
4 OPE 05%-10% B 0.22 0.00 0.00 0.22
4 OPE 05%-10% D 0.32 0.00 0.00 0.32
4 OPE 10% and greater B 0.17 0.00 0.00 0.17
4 OPE 10% and greater D 3.93 0.00 0.00 3.93
4 PAR 0%_5% A 0.59 0.95 0.56 0.03
4 PAR 0%_5% C 0.02 0.95 0.01 0.00
4 PAR 05%-10% A 0.22 0.95 0.21 0.01
4 PAR 05%-10% C 0.00 0.95 0.00 0.00
4 PAR 10% and greater A 0.03 0.95 0.03 0.00
4 VAC 0%_5% B 0.34 0.00 0.00 0.34
4 VAC 0%_5% D 0.63 0.00 0.00 0.63
4 VAC 05%-10% B 0.33 0.00 0.00 0.33
4 VAC 05%-10% 0 1.04 0.00 0.00 1 1.04
4 VAC 10% and greater B 0.52 0.00 0.00 0.52
4 VAC 10% and greater I D 8.17 0.00 0.00 8.17
26.38 L1U
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Quarry Creek
Land Use Combination Parameters - Pre-project
J-16483
10-19-2011
Revised 12-20-2011
Revised 3-13-2012
POC Land Use wl:-
Slope (%) Soil
Group Acres Péret
Impervious
lmpeMous Area
(ac).,.
Pejós
Area.(ac)
5 OPE 0%-5% 0 0.01 0.00 0.00 0.01
5 OPE 05%-10% D 0.10. 0.00 0.00 0.10
5 OPE 10% and greater D 0.19 0.00 0.00 0.19
5 VAC 0%-5% D 0.62 0.00 0.00 0.62
5 VAC 05%-10% D 0.99 0.00 0.00 0.99
5 VAC 10% and greater B 0.00 0.00 0.00 0.00
5 VAC .10% and greater D 10.85 0.00 0.00 10.85
12.75 0.00 1z.1s
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Quarry Creek J-16483
Land Use Combination Parameters - Post-project
Revised 12-20-2011
10-19-2011
Revised 3-13-2012
POC Land Use Slope (%) Soil Group Acres Percent
Impervious
Impervious
Area (ac)
Pervioui
Area (ac)
I street 0%-5% D 1.78 0.95 1.69 0.09
1 lot 0%-5% A 5.23 0.85 4.44 0.78
1 lot 0%-5% D 1.24 0.85 1.05 0.19
1 slope 10% and greater A 0.60 0.00 0.00 0.60
I slope 10% and greater D 0.88 0.00 0.00 0.88
1 lot 0%-5% A 1.09 0.10 0.11 0.98
1 lot 0%-5% D 0.00 0.10 0.00 0.00
I slope 10% and greater A 1.41 0.00 0.00 1.41
I slope 10% and greater D 0.72 0.00 0.00 0.72
1 park and ride 0%-5% D 0.69 0.95 0.66 0.03
I street 10% and greater A 0.48 0.95 0.46 0.02
1 street 10% and greater D 0.22 0.95 0.21 0.01
14.33 8.62 5.71
POC Land-Use Slope (%) Soil Group Acres Percent
Impervious
Impervious
Area (ac)
Pervious
Area.(ac)
3-2 street 0%_5% D 0.25 0.95 0.24 0.01
3-2 lot 0%-5% B 0.04 0.10 0.00 0.04
3-2 lot 0%-5% D 0.92 0.10 0.09 0.83
3-2 lot 0%-5% A 3.57 0.85 3.04 0.54
3-2 lot 0%-5% B 0.10 0.85 0.08 0.01
3-2 lot 0%-5% D 4.82 0.85 4.10 0.72
3-2 slope 10% and greater A 0.10 0.00 0.00 0.10
3-2 Islope 10% and greater D 1.19 0.00 0.00 1.19
3-2 park and ride 0%-5% D 0.61 0.95 0.58 0.03
3-2 street 0%_5% A 0.10 0.95 0.10 0.01
3-2 street 0%-5% B 0.30 0.95 0.28 0.01
3-2 street 0%-5% D 1.15 0.95 1.09 1 0.06
13.lb 9.bl 3.55
•
POC Land-Use Slope (%) Soil Group Acres Percent
Impervious
Impervious
Area (ac)
Pen,ióus
Area (ac)
3-3 EDB 2-3-3 0%-5% B 0.38 0.00 0.00 0.38
3-3 EDB 2-3-3 0% - 5% D 0.10 0.00 0.00 0.10
3-3 lot 0%-5% A 3.31 0.80 2.65 0.66
3-3 lot 0%-5% D 2.56 0.80 2.05 0.51
3-3 slope 10% and greater A 0.62 0.00 0.00 0.62
3-3 slope 10% and greater D 0.08 0.00 0.00 0.08
7.04 4.70 2.35
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Quarry Creek J-16483
Land Use Combination Parameters - Post-project Revised 12-20-2011
10-19-2011
Revised 3-13-2012
POC Land Use
-
Slope (%) Soil Group Acres erc Pent
-Impervious
Impervious
A !ea(ac)
Peivious
Area (ac)
3-7 community facility 0%-5% A 1.46 0.50 0.73 0.73
3-7 community facility 0%-5% D 0.00 0.50 0.00 0.00
3-7 Islope I 10% and greater A 0.52 0.00 0.00 0.52
3-7 Islope 10% and greater D 0.03 0.00 0.00 0.03
2.01 0.73 1.28
POC Land Use - Slope (%) Soil Group Acres
V
Percent
Impervious
Impervious
Area sac,
Pervious
Area (ac)
4 lot 0%-5% B 3.99 0.80 3.19 0.80
4 lot 0%-5% D 8.01 0.80 6.41 1.60
4 lot 0%-5% B 0.10 0.50 0.05 0.05
4 lot 0%-5% D 1.04 0.50 0.52 0.52
4 EDB 2-4 0%-5% D 1.74 0.10 0.17 1.56
4 slope 10% and greater D 1.42 0.00 0.00 1.42
4 Islope 10% and greater D 0.10 0.00 0.00 0.10
4 slope 10% and greater A 0.00 0.00 0.00 0.00
4 slope 10% and greater D 0.54 0.00 0.00 0.54
4 street 0%-5% A 1.42 0.95 1.35 0.07
4 street 0%-5% B 1.04 0.95 0.99 0.05
4 street 0%-5% C 0.02 0.95 0.02 0.00
4 street 0%-5% D 7.17 0.95 6.81 0.36
26.57 19.51 1.06
POC
V
Land Use
-
Slope (%) Soil Group Acres Percent
Impervious
Impervious
A rea ac,
Péiious
Area (ac)
5 lot 0%-5% D 0.57 0.10 0.06 0.51
5 lot 0%-5% D 5.92 0.80 4.73 1.18
5 lot 0%-5% V B 0.00 0.80 0.00 0.00
5 lot 0% - 5% D
V
5.61 0.80 4.49 1.12
12.09 9.28 2.82
0
aov
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[
Scale in Feet
0 Dote of Exhibit: October irt 2W I Quarry Creek
Revised: March 12, 2012 LN(,W1tRW ('1i,\i' 0 300 600 North Eagle Aerial Image: March, 2009 Pie-Project Hydrologic Soils Group Information
I
I
)ject Drainage Basins I
)f Compliance
-
-
All
501
-)d greater
ii
[
Scale in Feet
0 Date of Exhibit: October 18 2011
Revised: March 12 2012 LNi'a LRlN; rsii 0 300 600 North Eagle Aerial image: March, 2009
Quarry Creek
Pre-Project Slope Information
I - I h 1
-)t of Compliance I ,\
Project Drainage Basins / -- -
.-
idway
striaI I Mining - -. - -
enSpace 7.4 -
ed - - - ftiçp Le1i:n i
:ant
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Li
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Scale in Feet
0 Date of Exhibit: October 18 2011
Revised. Maid-i 12, 2012 L\i} p77; 0 300 600 Nohh Eaqie Aerial Imaqe: March, 2009
Quarry Creek
Pie-Project Land Use Information
Basins
-ipliance-1 I I I
!
roup 47
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,
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-
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POC J*
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Scale in Feet I
I Date of Exhibit: October 18, 2011
[
300 600 North Revised: March 12, 2012
Eagle Aerial Image: March 2009 (\1I \
Quarry Creek
Post-Project Hydrologic Soils Group Information
Legend
,-
Post Project Basins
Point of Complianc
Slopes
0%_5%
1011 and greater Ali
I - - - -- --i
rt:ac1I;EL
/
-
-
iii ---- -r M.q
-a- W_
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vr-
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Scale in Feet
Date of Exhibit: October 18 2011
[_0
300 600 North J
Rvistd. MuILI i 12, 2012
Eagle Aerial Image: March, 2009
Quarry Creek
Post-Project Slope Information
u1Jj_n_.
- LI -
—
- -.
-- I
-
\
- -
—J;
— =r) * #L p I
vt
-
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-,---- - I - / 1 -\:- : \------
OW
kip
Legend
Post Project Basins
* Point of Compliance
Landuse
community facility
lot
park / open space
park and ride
slope
street
-
ctzo
- •44
/ - - -- -
:-
:---- -
-
-
- •. -
/ -_- -
[
Scale in Feet
0 DuM oF Eojiibil. 0olobi 18. 2011 Quarry Creek
Revised: March 12, 2012 ENuiNit RI\L ('l\N 0 300 600 North Eagle Aerial Image: March, 2009 Post-Project I and Use Information
Appendix E
DMAIIMPIBMP Exhibit
for
Quarry Creek
Prepared By: DCB:SL:vs/Reporti16483.003
Rick Engineering Company - Water Resources Division 10-19-11
Revised: 12-20-11
Revised: 3-12-12
Legend
Extended Detention Basin
Proposed Grading
Drainage Basin 1 - 14.3 ac.
Drainage Basin 3-2 - 13.2 ac.
Drainage Basin 3-3 - 7.0 ac.
Drainage Basin 4 - 26.6 ac.
Drainage Basin 3-7 - 2.0 ac.
Drainage Basin 5- 12.1 ac.
— -
Treatment I
--
F Filter
IT
\ - - - -
-
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/
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ik / - 4PSTINGSUK - - -
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- . -
- - - -.- - -SEABUR.Y.ST
Offs ite
-Treatment
/ Filter
10
_MARR RO—
Lot % Impervious
1 85
2 85
3 80
4 80
5 80
6 95
7 50
8 50
9 10
10 10
11 10
k c r ii I1s.tciidcd Q 1()-Yr 131 13\\ ' It P ( )C E)ctcntion I hreshold Volunie ()iilicc (It) (It) . I)iam ft 1)iam (Hi) Basin( Os) (ac-It) x_It)
P( )C' I I' 1)13 I 0.5Q: 385 35 1.06 3 x IS 6
1100 3-2 1013 3-2 0.502 1 488 25 1.2 3' I
'00 3-3 11)133-3 0.5Q: 232 13 0.6 5 \ 1. 31
P()C 3-7 11)13 3-7 0.5Q2 28 28 0.1 3 x I 2
P004 I 1)13 4 0.5Q2 540 40 24 4 x I 75
1)00 5 H)13 5 (1 5Q2 38(1 48 1,4 4 I
Scale in Feet 0 Date of Exhibit: October 18, 2011
Revised. Murc) 12 2012 0 300 600 North Eagle Aerial Image: March, 2009
Quarry Creek
Storm Water Management Plan Exhibit