HomeMy WebLinkAboutCT 03-12; PROMONTORY BUS. PARK LOT 21; PRELIMINAY STORM WATER MANAGEMENT PLAN; 2003-08-29B RICK
ENGINEERING
®COMPANY
PRELIMINARY
STORM WATER MANAGEMENT PLAN FOR
LOT 21, CARLSBAD TRACT 74-21
JOB NO. 14437
AUGUST 29, 2003
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PRELIMINARY
STORM'WATER MANAGEMENT PLAN
FOR
LOT 21, CARLSBAD TRACT 74-21
Job Number 14437
August 29, 2003
Roger L. Ball RCE27678
Prepared by:
Rick Engineering Company
5620 Friars Road
San Diego, California 92110-2596
(619) 291-0707
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TABLE OF CONTENTS
1.0 Introduction ............................................................. : ................................................................. 1
2.0 Vicinity Map ............................................................................................................................. 2 . .
3.0 Water Quality Requirements Post-Construction ................................................................•...... .3
4.0 Pollutants and Conditions of Concern ...................................................................................... 5
5.0 Permanent Storm Water Best Management Practices (BMPs) ................................................. 6
6.0 Anticipated Maintenance Condition(s) ................................................................................... 10
7.0 Summary ................................................................................................................................. 13
APPENDICES
A. AES 2000 Ratior .. al Method Analysis:
100-Year, 6-Hour Rational Method Analysis for On-site Hydrology
B. Calculations for Water Quality Treatment Flow Requirements
C. KriStar Enterprises, Inc.:
Water Quality Treatment Capacities, Details, and Costs
D. Suntree Technologies:
Water Quality Treatment Capacities, Details, and Costs
E. CDS Technologies In-line Treatment Units:
Water Quality Treatment Capacities, Details, and Costs
F. Summary of Approximate Costs for Treatment Control BMPs
MAP POCKET
1. Preliminary Drainage Map for Proposed On-site Condition
Prepared By:
Rick Engineering Company
August 29,2003
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1.0 INTRODUCTION
This preliminary technical report summarizes stonn water quality treatment based on exisitmg
conditions on Lot 21, of Carlsbad Tract 74-21 located in the City of Carlsbad. The project ,
entails subdividing an existing 5.38 acre site consisting of6 buildings andparkingJot around its
perimeter. Access exists from Loker Avenue via a driveway in the Northbound direction. 'Please
refer to the Vicinity Map (next page) for the approximate project location. The scope of this
project is to detennine the flow rates contributing to each of the three existing catch basins /
inlets on site and the appropriate water quality devices to be selected based on the calculated Qs.
There will be no construction activities taking place on the project.
National Pollutant Discharge Elimination System NPDES requirements are contained in Section
402(P) of the federal Clean Water Act. These requirements are implemented through permits
issued by the State Water Resources Control Board (SWRCB) or the local California Regional
Water Quality Control B..)ard (CRWQCB) in which the project is located. These requirements
are discussed in further detail within Section 3.0 of this report.
This project is exempt from permanent storm water requirements as defined by the
Municipal Storm Water Permit. Section F.l.b.(2)(a) Qfthy Municipal Pennit states that
projects adding or creating at least 5,000 square feet of impervious surfaces on an already
developed site are subject to SUSMP requirements. This project proposes no improvements
and thus no new impervious surfaces.
This preliminary technical report is intended to comply with the City of Carlsbad requirement to
provide a Stonn Water Management Plan with application submittals. BMP options, flow
calculation and maintenance requirements are provided, however it is emphasized that per the
California Regional Water Quality Control Board Municipal Permit this project should
not be subject to the requirement for these water quality treatment devices.
'Prepared By:
Rick Engineering Company
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2.0 VICINITY MAP
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Rick Engineering Company
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3.0 WATER QUALITY REQUIREMENTS FOR POST-CONSTRUCTION
The California Regional Water Quality Control. Board, San Diego Region is the State Agency·
tasked with regulating storm water discharges in the City of San Di<;:go, the County of San
biego, the Port of San Diego, and 17 other cities in the region (hereafter referred to as .
Copermittees). On February 21,2001 the Regional Board adopted a new Municipal Storm
Water Permit, Order No. 2001-01 (Municipal Permit). This Municipal Permit coupled with the
existing Statewide General Construction Permit, Order No. 99-08-DWQ, places greater
requirements on new development. The Municipal Permit requires municipalities to develop and
implement Jurisdictional Urban Runoff Management Programs (JURMP). The JURMp contains
several components. These components include:
• Land-Use Planning for New Development and Redevelopment
• Construction
• Existing Development
• Education
• Illicit Discharge Detection and Elimination
• Public Participation
• Assessment of Jurisdictional URMP Effectiveness
• Fiscal Analysis
The Land Use Planning for New Development and Redevelopment Component requires each
Copermittee to modify their development project approval processes. Prior to project approval,
Copermittees are tasked with conditioning each proposed project to implement measures that
ensure pollutants and runoff from the development will be reduced. This reduction of pollutants
is accomplished through the development ofproject requirements in local permits. These
conditions include specific requirements for project proponents, such as:
• Implementing source control B<;:st Management Practices (BMPs) for all applicable
development projects;
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• Implementing site design/landscape characteristics which maximize infiltration, provide .
retention, slow runoff ~d minimize impervious land coverage. for all development:projects;
and
• Providing proof of a mechanism which will ensure on going long-term maintenance of all
structural Post-Construction BMPs
Another constituent of the Land Use Planning for New Development and Redevelopmem.t
Component of the Municipal Permit requires Copermittees to provide SUSMPs to reduce
pollutants from all new c1evelopment and significant redevelopment projects falling under
specific priority project categories or locations. The SUSMP includes the use of structural
treatment BMPs. These BMPs should be located to infiltrate, filter or treat a required volume or
flow prior to its discharge to any receiving water body supporting beneficial uses. This volume
or flow based BMP treatment is known as Numeric Sizing Criteria.
The San Diego Final Model Standard Urban Storm Water Mitigation Plan (San Diego SUSMP)
developed by the Copermittees and approved by the SDRWQCB on June 12,2002 provides an
implementation guide for compliance with the Municipal Permit.
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Rick Engineering Company
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4.0 POLLUTANTS AND CONDITIONS OF CONCERN
Pollutants from the Project Area
Typical storm water pollutants that may be anticipated from a commercial development such as
this property include trash and debris that are contributed by humans and landscaping, as well as
oil and grease that may result from leaking vehicles. Pesticides may pose problems when.
excessive applications containing toxic levels of its active component result in runoff While the
site is not expected to generate a large volume of sediment since no construction activities will
take place, some sediment will be tracked in by cars and a small amount may be generated on
site. This sediment is defined as a pollutant, and may also contain attached polhltants such as
heavy metals. The majo:i.ty of these typical pollutants will be transported by low flows
occurring during the initial stage of a storm event.
Pollutants of Concern in Receiving Waters
According to the "Water Quality Control Plan for the San Diego Basin (9Y', dated September 8,
1994, the Lot 21 property is within the Agua Hedionda Hydrologic Subarea of the San Marcos
Hydrologic Area within the Carlsbad Hydrologic Unit. The corresponding number designation
is 904.51 (Region '9', Hydrologic Unit '04', Hydrologic An~a '5', Hydrologic Subarea '1 ').
Existing condition collects runoff in a drain network that will discharge into Agua Hedionda
Creek. Agua Hedionda Creek drains west into Agua Hedionda Lagoon and ultimatelY:drains
into the Pacific Ocean. Lot 21 does not discharge directly into any impaired water bodies and
the property is therefore not subject to the requirements of a 303(d) listings.
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Rick Engineering Company
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5.0 PERMANENT STORM WATER BEST MANAGEMENT PRACTICES (BMPs)
In order to meet the requirements for termination of coverage under the Municipal Pennit,and
the San Diego SUSMP requirements, a proj ect such as this would incorporate a treatment train of
non-structural and structural BMPs to the maximum extent practicable (MEP). The Stom Water
Standards manual indicates projects shall incorporate the following BMPs into the project
design:
Site Design BMPs
Source Control BMPs
BMPs for Individual Priority Project Categories (these are site design and source
control)
Treatment Control BMPs
In general, site design, source control, and category specific BMPs are non-structural; and
treatment control BMPs are structural. A more detailed description of each type ofBMP is
discussed below.
Site Design
Site design BMPs are designed to maintain or reduce pre-development erosion and protect
stream habitat. Since the proposed subdivision will not result in any disturbance of the native
vegetation, site design BMPs are not required for this project. However, the discharge within an
existing storm drain network would be treated by structural treatment control facilities, which are
discussed below.
Source Control
Source control BMPs are generally non-structural and are intended to reduce the quantity of
pollutants entering the storm drain system. This can be accomplished by employing integrated
pest management (IPM) principles that includes minimizing the use of pesticides on site,
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Rick Engineering Company
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utilizing efficient irrigation systems to prevent runoff from landscaping, through public
education (e.g., storm water conveyance system stenciling and signage, pollution prevention
literature), as well as street sweeping.
Public education is a preventative measure to reduce potential storm waterpollution at its source.
Public education typically includes literature describing storm water pollution prevention,
resources for reduction, and proper disposal techniques for potential storm water pollutants.
Stenciled inlets are another form of public education that informs the general public that the
storm drain system discharges directly into downstream water bodies~
The owner of a property subject to source control BMP's would be responsible for removal and
disposal of waste material from the project site and maintaining landscaping on the project site in
'a manner that would prevent soil erosion and minimize sediment transport. Street sweeping
physically removes sediment and trash from the roadways and parking areas to prevent it from
entering the storm drain system. Site specific source control BMPs would be described in
greater detail within the PCSWOMP as required for termination of coverage when under the
General Construction Permit.
Treatment Control
Treatment control BMPs will treat, infiltrate, or filter a specified amo1,l11t of runoff from the
project based on the numeric sizing criteria described in the Storm Water Standards manual (and
the Municipal Permit Order No. 2001-01). The amount ofrunoffthat must be ,treated maybe
calculated using either the volume-based criteria or flow-based criteria, depending on the type of
BMP selected to meet this requirement. The Storm Water Standards manual provides several
criteria for calculating treatment volume of runoff for volume-based BMPs' or treatment flow for
flow-based BMPs. The following discussion of structural BMPs describes the treatment control
BMPs which could be used to address the pollutants of concern associated with a project such as
this.
Prepared By:
Rick Engineering Company
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Structural BMPs For Treatment Control
Structural BMPs on this type of project may include in-line storm water treatment units andlor
catch basin/inlet filter inserts. Following are descriptions of Structural BMP options that could
be used on a site such as Lot 21.
In-line storm water treatment units (with absorbent booms added) are mechanical separatots that
physically reduce sediment, trash, debris, and oil and grease from the flow and pesticides that
attach to sediment. In-line storm water treatment units are installed after the last inlet to the
storm water conveyance system and before the system connects to the existing off-site: storm
drain system. In-line storm water treatm~nt units are flow-based BMPs. These BMPs would be
incorporated to meet the requirements of the Storm Water Standards manual and would be sized
using a flow-based numeric sizing criteria.
Catch basin/inlet filter inserts (with absorbent booms added) are flow-based BMPs. Catch
basin/inlet filter inserts reduce sediment, trash, debris, oil and grease from the flow and
pesticides that attach to sediment. The catch basin/inlet filter inserts must be capable of treating
the required treatment flow for the area of the project site draining to the catch basin or inlet.
These BMPs would-be incorporated to meet the requirements of the Storm Water Standards
manual and would be sized using a flow-based numeric sizing criteria.
The required treatment flow for in-line storm water treatment units andlor catch basinlit).let filter
inserts is calculated using the flow-based numeric sizing criteria provided in Table 3 of the
Storm Water Standards manual, Table 3 -Numeric Sizing Treatment Standards (Section III of
Storm Water Standards). Appendix C provides calculations fo~ water quality treatment flow
requirements for the project based on the following numeric sizing criteria: "the maxImum flow
rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a
storm event".
For the purposes of this water quality technical report, Suntree Technologies filter inserts and
KriStar-Enterprises, Inc. filter inserts (named FloGard+PLUS) have been sized according to
Prepared By:
Rick Engineering Company
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water quality treatment requirements for the development area covered by the project site. The
specific structural BMPs that have been selected for installation throughout the development area
are listed in the tables provided in Appendices D and E ofthis report. Approximate costs for
both manufacturers have been provided in Appendix G of this report.
CDS Technologies in-line treatment units have been sized according to water quality treatment
requirements for lot 21 and approximate costs have been provided. Additional approved
manufacturers ofin-line treatment facilities exist and maybe substituted if the appropriate
calculations are performed to size each facility according to its own unique water quality
treatment capacities. Refer to Appendix F for water quality treatment capacities, details, and
costs associated with CDS Technologies in-line treatment units. These water quality treatment
capacities, details, and costs provided in Appendix F are tmique to the CDS Technologies in-line
treatment facility and shall not be used for sizing in-line treatment facilities by additional
manufacturers:
Depending on the overall design capacity ofthe storm drain system, the CDS Technologies in-
line treatment units may require diversion boxes in order to provide for the locallQO-year design
storm event. Preliminary rational method analyses have been performed for the 100-year peak
storm event and are provided for reference in Appendix B. The size and slope of pipe and
amount of discharge passing through the unit are the parameters, which detenn~ne if ~ diversion
box is required.
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Rick Engineering Company
9 August 29,.2003
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6.0 ANTICIPATED MAINTENANCE CONDITION(S)
Typical Maintenance Procedures for Treatment Control BMPs
The maintenance procedure for servicing in-line treatment units or curb inlet filter inserts
typically includes contracting the maintenance cleaning/waste removal through a provjder of
those services. Manufacturers often offer servicing for their own facilities, however,
maintenance services are also offered through a variety of other manufacturers and cleaners as
well.
Th~ frequency of maintenance required is site and drainage area specific. The units should be
inspected periodically to assure its condition is adequate to handle anticipated runoff. Initially
following the installation of new treatment BMPs, it is important to check that the unit is
functioning properly and measure the amount of deposition occurring from specific storm events.
At a minimum, inspections should be made on a monthly basis and after every storm event to
check that the unit is functioning properly and whether the unit requit~s servicing at 'that time.
Based on these inspections, it may be necessary to adjust the frequency of schedule<l in~pections
and maintenance cleanings. It is important to note that for the purpose of this water quality
technical report, anticipated maintenance costs and the frequency of servicing (as discussed
below for "Anticipated Maintenance Cost of Post-Construction Structural BMPs") are
approximated and do not reflect the periodic inspections that are necessary to determine the
actual frequency that site specific units will require.
Specific to the curb inlet filter inserts provided by KriStar Enterprises, mc., serv.ice procedures
include the removal of the manhole cover, vacuuming the collected debris,. replacing the
hydrocarbon pouches as necessary (sorbent material), inspecting for needed repairs andlor
replacement ofthe filter medium, closing the manhole cover, properly disposing of the waste,
and recording the maintenance service for future reference.
Specific to the curb inlet filter inserts provided by Suntree Technologies, service procedures
include the removal of the manhole cover, removing the curb inlet basket, properly disposing of
Prepared By:
Rick Engineering Company
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the waste, replacing the hydrocarbon absorption boom (sorbent material), returning the filter to
its secure position and closing the manhole cover, and reporting on debris and condition of filters .
for the maintenance service.
Specific to the CDS Technologies units, "a unit can be cleaned using a vacuum truck or a small
clamshell bucket, or a basket can be provided to fit a standard sump," as specified in the "CDS
Technologies Storm Water Pollution Control Technical Manual," date:d July 2002. If a basket is
desired, CDS Technologies should be advised so that the material and installation costs can be
adjusted accordingly.
Anticipated Maintenance Cost of Post-Construction Structural BMPs
Please refer to Appendix G of this water quality technical report for a summary of the .
approximate maintenance costs associated with the proposed post-construetion BMPs. ~he
annual maintenance cost; provided within Appendix G assume that the catch basin inlet filters
will be serviced four times a year, and the CDS units twice a year. However, periodic
inspections should be made to ensure the unit is functioning properly and that the frequency of
maintenance does not need to be increased (as described above in· "Typical Maintenance
Procedures for Treatment Control BMPs"). It is important to realize the annual maintenance
costs provided within this report are preliminary and are approximations, which do notteflect the
actual frequency that installed units may require servicing.
Pursuant to information provided to Rick Engineering Company on May 20, 2002 from Bio
Clean En~ironmental Services (a provider/vendor of Suntree Technologies Curb Inlet Baskets),
maintenance costs for filter inserts are $316.00 per inlet per year, which assumes four $79.00
cleanings per year per inlet. It is recommended that maintenance requirements are monitored for
any necessary increase in frequency.
Pursuant to a phone conversation made on April 23, 2003 with Bob Griese of Downstream
Services (a local distributor of KriStar Enterprises' FloGard+PLUS units), maintenance costs
associated with the filter inserts range from approximately $150.00 to $450.00 per inlet per year
. Prepared By: .
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(depending on the number of filter insert components for each inlet), which includes four
cleanings per year per inlet. It is recommended that maintenance requirements be monitored for
any necessary increase in frequency.
Pursuant to a phone conversation with Gordon Wilson of CDS Technologies, mc. on June 3,
2003, maintenance costs associated with the PMSU20 _15_ 4 treatment unit proposed for this
project is approximately $1,470 per unit per year, based on two cleanings a year. The number of
cleanings a year is based on soil and site conditions and may range from one to four cleanings a
year.
It is important to note that a variety of vendors distribute, install, and maintain these types of
treatment facilities:and may offer significantly different costs associated with each unit than
those provided within this technical report.
Responsible Party for Maintenance and Funding of Structural BMPs
The owners of the subject property would be responsible for maintenance and funding of
structural BMP's.
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7.0 SUMMARY
The application to the City of Carlsbad consists of a non residential Tentative Map and Planned
Unit Development for an existing light industrial site. No improvements or creation of
impervious surfaces are proposed. Based on these conditions, this project would be exempt from
requirements for permanent BMP's and water quality treatment, pursuant to the provisions of the
Municipal Storm Water Permit adopted by the Regional Water Quality Control Board.
Prepared By:
Rick Engineering Company
13 August 29, 2003
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APPENDIX A
AES 2000 Rational Method Analysis
100-Year Rational Method Analysis for Lot 21, Carlsbad Tract 74-21
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*************************.***************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD' CONTROL DISTRICT
1985,1981 ·HYDROLOGY MANUAL
(c) Copyright 1982-20'00 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2000 License lIT 1261
Analysis prepared by:
Rick Engineering.Company
5620 Friars Road
San Diego, CA 92110
(619) 291-0707
************************** DESCRIPTION OF STUDY **********~***************
* Drainage Study for Lot 21
* 07/24/03
* ************.**************************************************************
FILE NAME: C:\SCRATCH\LOT21.DAT·
TIME/DATE OF' STUDY: 14:48 07/24/2003
*
*
*
----------------~-------------------------------------------------~~---~---~
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN'DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT (YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIPERED
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:
WIDTH CROSS FALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE
NO. (FT) (FT) SiDE / SIDE/ WA:£ (FT) (ET) (FT) (FT)
========= ================= ====== ======
0.95
MQDEL*
MANNING
FACTOR
(n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS':
1. Relative Flow-Depth = 0.00 FEET
'as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth) * (Velocity) Constraint =: 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM'TRIBUTARY PIPE.*
'* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *-* * * * *:1< * * * * * * * * * *-* * *
FLOW PROCESS FROM NODE. 100.00 TO NODE 101.00 IS CODE = 21
, .
---------------------------------------------------------~~----------------~
»»>RATIONAL METHOD INITIAL SUBAREA;ANALYSIS««<
========================7=============================~=====~=====~====~=p==
USER-SPECIFIED RUNOFF COEFFICIENT ='.9500
S.C.S. CURVE NUMBER (AMC II) = 92
INITIAL SUBAREA FLOW-LENGTH 140.00
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UPSTREAM ELEVATION =
DOWNSTREAM ELEVATION
ELEVATION DIFFERENCE
395.00
383.60
11. 40
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 1.588
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.090
SUBAREA RUNOFF(CFS) 1.10 .
TOTAL AREA (ACRES) = 0.19 TOTAL RUNOFF (CFS) i.10
****************************************************************t****~******
FLOW PROCESS FROM NODE 101. 00 TO NODE 102.00 IS CODE = 62
------~---------~-----------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 1 USED)««<
=================================================================~==========
UPSTREAM ELEVATION(FEET) = 383.pO DOWNSTREAM ELEVATION (FEET) = . 380.50
STREET LENGTH (FEET) = 490.00 CURB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00
INSIDE STREET CROSS FALL (DECIMAL) 0.018
OUTSIDE STREET CROSSFALL(DEClMAL) 0.018
SRECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSS FALL (DECIMAL) 0.020
Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section -0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS,
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
15.51
STREET FLOW DEPTH (FEET) = 0.44
HALFSTREET FLOOD WIDTH (FEET) =
AVERAGE FLOW VELOCITY(FEET/SEC.)
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC .. )
2.19
STREET FLOW TRAVEL TIME(MIN.) = 3.72
100 YEAR RAINFALL INTENSITY (INCH/HOUR)
USER-SPECIFIED RUNOFF COEFFICIENT = .9500
S.C.S. CURVE NUMBER (AMC II) = 92
0.96
Tc(MIN.)
4.461
9.72
SUBAREA AREA(ACRES) 1.88
TOTAL AREA(ACRES) = 2.07
SUBAREA RUNOFF (CFS) '=
PEAK FLOW RATE(CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) 19.57
9.14
7.97
9 • .0'7
FLOW VELOCITY(FEET/SEC.) =' 2.51 DEPTH*VELOCITY(FT*FT/SEC.) '1.28
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 630.00' FEET.
*********************************************************************.*******
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE ~ 21
----------------------------------------------~----------------------;------
»»>RATIONAL METHOD INITIAL SUBAREA A~ALYSIS««<
===================================================================:======== . : . USER-SPECIFIED RUNOFF COEFfICIENT = .9500
S.C.S. CURVE NUMBER (AMC II) = 92
INITIAL SUBAREA FLOW-LENGTH = 115.00
UPSTREAM ELEVATION 395.00
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DOWNSTREAM ELEVATION 384.50
ELEVATION DIFFERENCE 10.50
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) -1'.385
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR ~INFALL INTENSITY (INCH/HOUR) = 6.090
SUBAREA RUNOFF (CFS) 1.04
TOTAL AREA (ACRES) = 0.18 TOTAL RUNOFF (CFS) 1..04
************************************************************~***********~***
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62
-------------~----------------------------------------------~-~-------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 1 USED)««<
===================================================================~========
UPSTREAM ELEVATION (FEET) = 384.50 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH (FEET) = 255.00 CURB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00
INSIDE STREET CROSS FALL (DECIMAL) 0.018
OUTSIDE STREET CROSS FALL (DECIMAL) 0.018
SPECIFIED NUMBER Of HALFSTREETS CARRYING RUNOFF -, 1
STREET PARKWAY CROSSFALL(DEClMAL) 0.020
381. 50
Manning's FRICTION FACTOR for Street flow Section(c~rb-to-curb) 0.0150
Manning's FRICTION FACTOR for Back~of-Walk Flow Section ~ 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS)
STREETFLOW MODEL RESULTS USING ESTIMATED FLQW:
STREET FLOW DEPTH (FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) =, 11.84
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.96
STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) 7.65
100 YEAR RAINFALL INTENSITY (INCH/HOUR) 5.207
USER-SPECIFIED RUNOFF COEFFICIENT = .9500
S.C.S. CURVE NUMBER (AMC II) = 92
SUBAREA AREA(ACRES) 1.08 SUBAREA RUNOFF(CFSj
TOTAL AREA (ACRES) = 1.26 PEAK FLOW RATE(CFS)
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) 14.96
3.72
5.34
6.38
FLOW VELOCITY(FEET/SEC.) = 2:91 DEPTH*VELOCITY(FT*FT/SEC.) 1.25
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 =' 370;00 FEET.
**********************************************t*****************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
---------------------------~------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSI'S««<
=======================================~=========================~==========
USER-SPECIFIED RUNOFF COEFFICIENT ='.9500
S.C.S. CURVE NUMBER (AMC II) = 92
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 395.00
DOWNSTREAM ELEVATION = 384.50
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ELEVATION DIFFERENCE 10.50
URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 1.233 .
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
·DEFINITION. EXTRAPOLATION O~ NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.090
SUBAREA RUNOFF(CFS) 0.81
TOTAL AREA(ACRES) = 0.14. TOTAL RUNOFF (CFS) 0.81
**************************************************************************** . .
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62
-------------------------------------------------~--------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 1 USED)««<
============================================================================
UPSTREAM ELEVATION(FEET) = 384.50 DOWNSTREAM ELEVATION(FE~T)
STREET LENGTH(FEET) = 585.00 CURB HEIGHT (INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00
INSIDE STREET CROSSFALL(DECIM~L) 0.018
OUTSIDE STREET CROSS FALL (DECI,MAL) 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSSFALL(DECIMAL) 0.020
380.80
Manning's FRICTION FACTOR for Streetflow Section(curb-to~curb) 0.0150
Manning's FRICTION'FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ~STIMATED FLOW (CFS) 3.89
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH (FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 13.79
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 8.,84
STREET FLOW TRAVEL TIME(MIN.) = 4.74 Tc(MIN.) 10.74
100 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.183
USER-SPECIFIED RUNOFF' COEFFICIENT = .9500
S·.C.S. CURVE NUMBER (AMC II) = 92
SUBAREA AREA(ACRES) 1.52 SUBAREA RUNOFF{CFS) 6.04
TOTAL AREA(ACRES) = ,1.66 PEAK FLOW RATE(CFS) 6.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.47 HALFSTREET FLOOD WIDTH (FEET) 17.46
FLOW VELOCITY (FEET /SEC.) = 2.35 DEPTH'*VELOCITY (FT*FT /SEC. ) i.11
LONGEST FLOWPATH FROM NODE 300. 00 TO NODE 302. 00 = 685.00 'F,EET.
======~======================================================~==============
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE (CFS)
1.66 TC(MIN.) =
6. '8 5
10.74
===~========7============================================~=============~====
============================================================================
END OF RATIONAL METHOD ANALYSIS
1
4·
. -~j ._ ... _,,, .. i - -~ -.. --T"N -U·· .. - --= - - - -._,.-.. . .. rNTENSITY!"D MrJ.yl~ DESIGN· CHART
'Directions for Application:
1) From precipitation maps detennine·6 hr. anf
24 hr. amounts for the selected frequency.
These maps are·printed in the County Hydrolog~
Manual (10, 50 and 100 yr. maps tncluded in tt
Des i gn and Ptocedure Nanua 1 ) • .
2) Adjust 6 hr. precipitati'on (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not nrrlicable
to Desert) ,
Plot 6 hr. precipitation on the rinht side
of the chart.
Draw a line through the point parallel to the plotted lines. .
\00 yr.
* ---:;:;;--' P 6 = O-b~%*·
~4
. *P6=-·;2.-f. .. . . :,.. I 2) Adjusted
. : .... : . , : . : ,
· ~ --... ---. -'. .. ... . .. " ~: .... : ..
• ~.2 _-_CCC_:_:: ....... :.:; :;
· x. _ _ _ . .. I ., .... :.
· ~ . IH-·I~I-I-I-I··I-:I-I.I :1: • ..... ,1 .. 1,1 ... ...;..I-f-
• ... I .. ,.r.t1~ ..... t ... ,. · t~_fRfFrfffmlll1tmwmllll~ffiJ~mlmllll· --. 15 20 1lIlJl!1111H t H:ttlttttttHliHIl II III
40 50' 1 30 2
Hours
3 4 5 6
Mi,nlltp.!;
3) t = c
4) I =
r .. .' J',
',':. \-1.::> : .... :: ,', ,,::;;.,.~' ,
. mi n.
i n/h.r.
*N~t Applicable to Desert Region
., .
APPENDIX XI
IV-A-14
Revised 1/85
---~---------------------------..... ------------------------... . ~ , .
.' • '. I --. -_._~_: _J._ ..... _, __
,I.
.... .... I, » ,
~
.---..
C.OU1ITV OF SAN 0 lEGO
DEPARTMENT OF SANITATION·&
FLOOD CONTROL
45'" I ' \ /l1~TI~} S-. " ...
,
! t
I
15' ; I ,. '"
33 0 s
---'.,,-.... --, .. , ... ,--45 t 'r. /. , II'LCAJot
n" __ .{;(;,..iJiJJ.il .....
Ptel'.n ld by,
U.S. DEPARTi\·tEN r OF COMMERCE NATrO~AL OCItANIC AND AT, OSPIIE~IC ADMI~ISTRA:rIO~
'J:'£CIAL STUDIES I3RANCH~ OFFICE OF' ", UROLOGY. NATIONAL, WEATHER SERVl.CE
30 t I . I' . I ' I. LV--:-l~ta.luJ~
118' 45.1 30' lS" , J17°
f .., . -----'_., j::.' _ :'
l.S' 30' J 5·' 116°~ ...
--..-~. _:'-=--_:._: _1 _: _: ~_~ ~ -=~. ~.~.~.~ ...
.1:
COUNTY OF SAN DIEGO
DEPARTM'ENT OF SANITATION &
FLOOD CONTR0L
45 '
30'
15'
100~VEAR 24~Bm~H PfU~CIPITATION
'-20.../ ISOPLUVIALS' Of 1 00 -YEAR 24-HOUR
PflEGlPlTATION IN hrnHS OF At~ mel-!
.330
-1 -1 --. \\~
,-1-
45'
Pre,."t·'.I by
. u.s. DEPARTMENlrOF COMMERCE ,
I
NATION.\L OC~i\="IC AND AT:'\OSI'IIERIC' A'D~IINlS'rRATION
SPECIAL ,STl.IDIES SRA:-lCII. Ofl'ICJ:: Of' nlD'~OLOQY •. NA·rioNAL IVEATUER SERVICE
. 30 ,~. ~ I I . . r ,.
H .... ~~ 1 tnU 1,5' 30' . Pi I t
.W
1170
"'!i • JO' 1~ I ·1 Hj"
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-APPENDIXB
Calculations f()r Water Quality Treatment Flow Requirements
~~~~~~-'-~~~~~~~--.---
d;
WATER QUA.L1TY TREATMENT FLOW REQUIREMENTS FOR FILTER INSERTS
Post Construction BMP's for Lot 21 Project
Required Treatment Flow (cfs) = 'C' x 'A" x 0.2 in/hr (pursuant to Numeric Sizing Criteria within Storm Water Standard manual)
Drainage Map Type of Inlet Tributary Rational Method Required Treatment
Node # Area (Ac) Coefficient 'C' Flow (cfs)
102 C 2.07 0.95 0.39
202 G-3 1.26 0.95 0.24
302 B 1.66 0.95 0.32
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APPENDIXC
KriStar Enterprises, Inc.
Water Quality Treatment CapaCities, Details, and Costs
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07/23/2003 :15: 55 <., 707:'::52:4-8186 , KRISTAR.ENTERPRISES·'
Flo.Ga-d+PIus Riter Installed -+--..... '-"I!:If:lI
1"'otIO GmteOD
Model No. Cln x In) (lox in)
FGP·i2F Ux12 14x14
·FGP·1530F 15x30 16x36
FGP-1I!F 16x 16 18;Jt16
FGP·18F 18X·18 20x20
ItGP-1822F 20 x: 24 18x~2
fGI'-1824F ~6 x: 22 20)(24
f(;P-1836F 18x36 18x40
f'(;P-2024F ~Ox24 22:;:24
FGP·21F 22x22 • 24x24
IIQTES:
ffiP.i142F 21 x42
FGP·24F, 24'lt24
fGP·2436F 24x36
FGP-244SF 24:x 45
FGP-2448F 24x48
FGP-28F V3x28
i=GP40F 3(h;:3Q
FGP-36F 36x36
FGP·364SF 36xMJ
FGP-48F (2 PGl MJ,l(MJ
,. ~a:p.dtyrdl«i:saO!lOO( ~11'IJm/lQllde
• _caIIonprtQ"ta'fI1)et!lrolltl!dnq~~. ,
2. R~flOWt'-1t",lrQIUQ""""d¥i'<>cIa cf~
~ ,,*GlrdtfllJs~ BlIj<In RII"'I~....,;.; .... II.cle
• j,,1I)Io1(llnd ... ClSI-t" .... -IQ';n QlIIQm"-'
26;x;42
26x26
24x40'
2tlx47
ts X41!
30x30·
3{)x34
36x~
40x.a
48x52
II. FIo-GlrdfoRu:sru~~~b<:u=::Iih«>l\)tl\dlon
• wth"H~r rmlnlIIIl8f'Qapragmn. Rof"rto "
• 'fl1I~::;_mcniJ!!d m!!Infl!l1en;QGUlo.Jl,",,~
IJ$ PATeN" p t;IIIlJNO
Solids
Storage-
Cap. (cu1t)
0.3
2.3
o.a
0.8
2.1
1.5
2.3
1.2
2.2
U
2.2
3.4
4.4
4.4
2.2
3.6
4.6
6.8
9.5 -
Inltll\l Tatal'
Filtered Sypas$ S&col'lclary, l3y'p~
Flow cap. SYl'OUS Cal'.
, lefs) (ds) C~p-,.{Gfsl J~1.
0.4 ".r n.1 2.8
1.6 6.5 0.4-6.9
0.7 4.4 0,2 .4.7
(J.t 4.4 0.2 4.7
1.4 5.6 0.3 S.!
U 4..8 0.2 5;0
1.6 6.5 0.4 6.9,
1'.0 5.6 0.3 5.9
1.5 5.8 U 6.1
2.4 8.7 0.4-9.1
1.5 ~.8 0.3 6.1
2.0 7.5 0.4 8.1i
2.4 8.9 0.4-9.3
2.4-8.9 0.4 9.3
1.5 5.8 : 0.5 6.~
,2.U 7.S 0.5 8.1
2.4 8.6 O.S 9.1
32 '10.8 O.li 11.5
3.9 12.5 0.7 13.2
.FLO..GAREfli +P.LUS
.CATCH BASIN FILTER INSERT
(j::'~ Iv1ount)
FLPiTGRPlTEOfliurr
.Sl-EET 1 OF 2
Wister Ellterprlsos.lnc •• Studt! RO:1«. CA (SOO)57S-lI819
PAGE 02/07
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. 11'
. ' . 07/23/2003. :'.15: 55··· .. · 707-:524":8186 KRISTAR ENTERPR1SES' .
OeIJda 'Imp
Uoer
Qit\:ll aatlln
(Flal Gtala S~9)
-----.----·---r----~-....J.~OullQlPipo
U.S. PATI:NT PENDING
NOTES:
1. AoGali:l+PLUS'" (\'mms mount)
high t;:BpacIty catch btlai!l~ts lW
av'a/ljlble In sizes to 'fit most industry-
standal'd catch basin $iie$ ~ $lyle$
(see epeclfier~rl). RefBrto,ihe f'loG~rU+PLLlSTM (wall mO,urd)
in~ert lqr ~oeslO tit non-standard
or eomblnathlrl ~11 C$:h basins,
2. Almr iMmt shtltt hn~e !)Qlh s;m 'lnltlsl"
filtering ~~al'l(l '\ll1I~' high-
How b)'pas:; fCa/tU'Q, .
3: FU!ar IIBSGIlIbly shall 00 eo/1StrlI~
from stalnleaa stool (T}1JIl' 304).
DabrisTI'aI' 4, Allow 1\ mfnIrTl\4fII Qf2'.O',Q1 cfaslBf1C¢
between Iha l»ttom of grate an(llOp
oj Inlet or oU1lGt plpe($) •. ReI'ilr 10
SUpport SIlskat lhe FlQl3ar(11'11.in$aitfor"5haIidn'"
InS1allalions.
Liner
5. Ff~r ~d1um shall be PI18SY RrXi?"
lriataHed and maintalned.in =n;kmc;o
. with manufacturer re~on,'l.,
. FLOGAROtPLtj$1M
. CATCH BASIN' FILTER INSERT
(F~Me MOUNT)
FLAT GRATEO INLET
SHEET20F2
KriSttlr IlnIO~fi$1l$, !@.,$8ntaRosa"CA(OOO),5ro-a6i9
·PAG~ :0'3/07
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. 07/23/2009' 15:·55 : 701~524-8185
!
POlE:;.:
Ro-Gard+Ptus
installed
Inl~t
Mod4;d No. width tin}
FGP-24CI 24
FQP-.3DCI 30
FGP~6C1 36
FGP-42CI 42
FGP-4SCI 4$
·FGP-6CI 60
FGP-6CI T2
FGP-7CI Bot
FGP.(ICI 96 .
FGP-10CI 120
FGP~12CI 144
,"GP~14CI 168
~GP-16C1 192
FGP~18CI 216
FGP·21CI 252
FGP·~C/ 336
.1. ~~tyrQ'I~~oIf n1'ONftl,jm~lld~
• oaIIlJ<flanpr/ortql~lrQ1~tlil'll1llb}p-'
:z. PltcndflaymtAfnoll.iQ\l;IIA"Qllt'~r<.1~
;it. FJo.OIotd+f\1.a< c.toI;I ~n FlI cr;~ '"' """'doIe:
• In lhUill'ldIl'dSlz"'C-"""""lcr In cuoloin of __
• c.IJ ford.hil""" o.ofDm d..,fn....u.
Grate 00
(In x in)
iliA
NA
NA
NA
NA
NA
NA
filA
NA
NA
NA
NA
NA
NA
NA
NA
I. FIo-GWtl'lw1IH.-11lRrt5 roould be wmln ;orWnClion
• Wlh :ar~ ... ,.q;nI~'"'III prOGI"lm. R4I fil'1Ii
• llWIUI''IIOttmIflll'r_mMlndIld IMitUn:ll'l<:eOlld<!l""""_
,lJG PATENT PSHO.ING
Solids
Storaga
Can.(cum
0.9
1.1
1.4
1.6
1.9
2.3 .
2.8
3,:2
3.1
4.6
5.6
6.S
7.S
8.3
9.1
13.0
KRI'STAR ENTERPRISES :', .
Initial Total
Fllt9I'Gd Bypasf; S~coodary Sypass
FIQW ~:l Bypass Cap.
rcf!;l . Cao.(m\ (cfs\
0.8 5.5 0.1 5.6
1.0 6:.5 0.2 6.7
1.~ 7.S 0.2 1.7
1.4 a.6 0.2 . 8.8
1.S 9.6 0.3 9.9
1.B 11.3 0.3 f1.6
2.2 13.4-0..4' 13.8
2.5 15.5 0.4. 1U
2.9 17.5 0.5 18.0
3.5 21.3 M 21.9
4.2 25.4 0.3 26.2
4.9 29.2 0.9 30.1
s.6 33.4 .1.0 34.4
6.:2 37.2 1.1 SS.3
7.2 43.0 1.3 44.3
9;5 56.8 1.8 58.5
fLO..GAROM +PLUS
~ATCH BASIN FILTER INSERT
{CUrb Mount}
FLAT GRATSHNJ.,ET
.s~1OF2
I{rlStor Ei11Brpl'lS8 8,' 00" :;l1lfl\1!I R mI i C' A ceOO) 51$-6813
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, 07/23/2003' 15: 55 '707-524-8185 KRISTAR ENTERPRISES . PAGE :05/07
Attach to.catch basin wall or
waif mount bracket assembly
Debrisrrap
(16 Ga. stainless steel)
~-------------------------V~es--------------------------
Initial (frttering) BYP<isS
Stainless Steel
Support Sasket
TOP VIEW
Liner
FRONT VIEW
Stainless Steel
Debris Trap (is Ga.)
Filter I.lner .
(optional)
St:ainle~ Steel
Support Basket (0.08)
FLOGARO+PlUS'W
CATCH BASIN FILTER INSERT
(CURB OPENING STYLE)
SHEE't20F2
KrlStar Enterpri~s, Inc., SMta ROSa, CA (BOO) 579·~1!l
Gasket
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,07/23/2003 15': 55 '701.'-:524-8185 KRISTAR ENTERPRISES
Scope:
GENERAL SPECIFICATIONS FOR FLO-GARD
AND FLO-GARD "PLUS" (HIGH CAPACITy)
CATCH BASIN INSERTS '
This specification desc;ttDes a Catch Basin Filtration Device that removes sediment,
debcis~ trash and petroleum hydrocarbons (oil and grease) from water flow.illg into the
drainage inlets during low flows (first flush) without impeding the inlet's xnaxitnwn
design flow. Hydraulic bypass calculations shall be supplied upon request.
The nitration devioe shall incorporate a silicate adsorbent filt~ medium capable of
collecting and containing non-soluble pollutants inclu.ding, but not limited to, petroleum
hydrocarbons (oil and grease). Filter medium shall be contained -in separate removable
containers that can easily be replaced without removing the filter line:r. Filtration device
shall not rely on collected sediment, debrist trash 01' filter liner as the medimn for
hydrocarbon collection.
High cap.acity filtration devices shall incorporate a debris trap, designed to retain
, ;float,able pollutants during high flow periods and both an initial filtering bypass for
moderate flows and an ultimate bypass for peak design 'flows. The installed device '~shall
not"' impede drainage inlet's peak design flow prior to or after the device has reacned its
pollutant storage capacity.
Material Properties:
Filtration device support frame and hardware shall be manufactured from Type 304
stainless steel It shall be designed to support maximum anticipated loads from the
collected pollutants and water. Structural calculations or laboratory tests shall be
supplied upon request.
,Field modifications, welding or pairiting of the device shall not be allowed. '
Device shall incorporate a removable :filter liner made from a woven polyptopolene
monofilament geotextile with a cleap. flow rate of 140 gallons per minute (gpro) per
square foot. The use of a non-woven geotextile filter liner shall not be allo-wed.
Filter medium shall be hydrophobic silicate adsorbent material treated to attract and
~etain petroleum hydrocarboD§ ,(Jlld other non-soluble pollutants. It shall be non-
biodegradable and non-leach~ and contain no hazardous ingredients as defined by the
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. 07/23/2003 l5:55' ·707~524~8185 KRISTAR ENTERPRISES,
U.S. Environmeotall'rotection Agency (EPA), U.S. -LUPational Sal\>ty and Health
Administration (OSHA), and the .World Health orgadzation (WHO).
Installation: I
Installation of filtration device shall not require ext~ns~e modification of the cat~ ~in
and shall be performed by a manufacturer-approved installation contractor. Installation
~ontractor shall be licensed and insured in accordance With agf:ncy requirements.
Filtration devices installed into gra.te~ or combination grate with curb openmg. inlets
shall be either supported by resting the' support brackets on the grate beating ledge .
(installed without the use bolts or other anchoring devices) or mounted to the Catch basin
wall with easily removable separate wall mount brackets to allow for quick access to the
piping. System in the event of an emergency. .
Devices fur curb opening style inlets (no grate) shall be installed across the entire width
.ofthe curb opening and shall be seoured to inlet wall, across aud berteath the curb
opening, using corrosion-resistant anchors (Type 304 stainless steel). The use of chains
or cable to secure the device shall not be allowed. .
Filtration devices shall be installed in such a manner as to direct aU flows into the devige.
Distance (gaps) between the inlet wan and th~ device sba11 not exceed linch. Gaps of
less than -1 inch shall be sealed with a flexible weatherproof sealant~ as appro-vedby
. agency.
IDStallation ¢ont:rMtor shall supply agency (engineer) with an installation record,
. denoting the date of installatiOn, drainage inlet location, type of drainage inlet and type
and/or size of filtration device. .
'.-7
. PAGE. 07/07
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DRAINAGE PROTECTION SYSTEMS
.. -P.O. Box 7352" .----...
.A KrIStar Enterprises, Inc.
In.tall"lIon/Maintenance Department
DRAINAGE PROTECTION SYSTElVIS
Santa Rosa, CA 95407
Phone: 888-950-8826 .
fax: 707 524 8·186
www.kristar.com
General Specifications For JY1aintenance of Catch Basin Filtration. Systems
SCOPE:
Federal, State an~ Local Clean Water Act regulations and those of insurance carriers require that
stonnwater filtration systems be maintained and serviced on a recurring basis. The intent of the
regulations is to ensure't4at the systems efficiently r~move petroleum hydrocarbons, chemicals,
sedinient and other harmful pollutants from stoi-mwa~er runoff. .
RECOI\1l\1END.ED FREQUENCY OF SERVICE:
Drainage Protection Systems (DPS) re90mmends that catch basin filtration systems be serviced
on a recurring basis. The ,frequency depends on the amount of runoff, 'pollutant loading and
interference from debris (Ieaves~ vegetation, cans, paper, etc.). As ~ minimum., it is. tecon:uTI.ende~
that each installation be serviced' a minimum of three times per y~ar, wj~h a change of filter
. nie~ium once per year.
SERVICE PROCEDURES
1. The catch basin shall be visuaily inspected f~r defects and. possible illegal dumping. if
defects that affect the efficiency of the catch basin are found, the 9ustomer repreSentative
will.be SO notified and a note made on the catch basin. service log; If illegal dumping has
occurred, the proper authorities and prop~rty owner repr~sentatiye should be notified as .
soon as possible. Debris around the. catch basin shall be collected and placed in a DOT
approved container for later di~pos~1. . .
2. Depending on the type of system, the catch basin grate or manhole cover will be removed
··and the cond,ition of the 'filter and filte~ me4ium visually inspected. Serviceability' of the
gaskets, silicone sealant and stainleSs steel concrete anchors should be determined a~d a
check made to insure proper P9sitioning of the filter within t~e·catch basin. Problems
found with the filter will be corrected and noted on t~e catch pasin service log. The filter
medium pouches will be inspected for remaining useful life and rep~aced as ne~ed.
3. The collected debris will be vacu:umed'from tfie filter and placed in. a DOT approved
storage tank .. Materials in the filter that are questionable in tetms of polhltloq po~ential
will be placed: in a separate DOT approved con~ainer. Once th~ debris has b.ren removed,
the filter liner and liner connections will be inspected fot damage. Damage to the liner or
liner connections .will be corrected ~nd an appropriate notation made on the catch basin.
s,ervice' log. . .
4. After the filter is cleaned, and :necess~ry repairs or adjustments made, the grate or .
manhole cover will be replaced. The amount and typ.e of debris removed from the filter
will be'fecord~' on the catch basin.service log. Recommendations' orpotentlill problem.s
will also be noted on the catch basin serv.ice log. .
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EXCHANGE AND DISPOSAL OF EXPOSED FILTER :MEDTIJM
The. frequency of filter medium pouch exchange will be in accordance with the maintenance
agreement. DPS recommends that the medium be changed at least once per year. During the
appropriate service call, or if so determined by the service techniCian, the'filter'medium pouches
will be replaced. with new pouches and the exposed pouches placed in Ii. separa~-e DOT approved
container. Once the filter !1ledium is removed, DPS takes possession of the waste and becomes
responsible ror proper handling and disposal. The exposed mediufil and the debris removed from
.. the filter and catch basin will be kept in separate DOT approved coritainers. Because the task-of
the filter medium is to remove petrole~m'hydrocarbons, some heavy met'als and other harmful
pollutants from stormwater runoff, the pouches must be treated. as' an EPA Class 2 Hazardous
Waste and disposed of in accordance with local, state and federal agency-regulations ..
DISPOSAL OF REMOVED DEBRIS
Debris removed from the catch basin will be placed in a DOT approved container. Once'~he
, " debris is removed from the catch basin" DPS takes possession and becomes responsible for proper
disposal. The debris removed from the catch basins will be transported off site, tested arid
profiled to'determine the proper method of disposaL After the debris is profiled, it will be .-
mani(ested and transported to an appropriate waste facility. All manifests and. test results will be
retained by DPS. Copies of the manifests and test results. can be supp1i~ upon request of the
customer. .
CATCH BASIN SERVICE LOGS
, .
Every catch basil? that contains a filter will be assigned an identifying tracking number. A catch
basin',ser.:vice log folder will be assembled for-each specific site. The catch basin se,rvice log will
be used to track the' debris removed and any potential problems for each individual catch basin for
each service call. After each service call, copies of the catch basin service log will be forwarded
to the customer and these should be placed in the/older:·provided to the customer by .DPS. DPS
. will send copies ofthe service logs to the appropr~ate government agency upon requ~s~ of the
customer. . .
. ADDITIONAL SERVICES, IF REQUIRED
Services not mcIuded'in the foregoing service agreement, but may be necessary, are removal and
disposal of debris, sediment,. etc. at the bottom of the catch basins or more frequent .filter services.
DPS also has the capability of servic~g catch basins without filters, underground oil/water .
separators, stormwater iriterceptors, and other devices. Call us at (800) 950-8826 for further
information. .
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II. RICK . . ENGINEERING
COMPANY
5620 Friars Road· San Diego, California 92110-2596' (619) 291-3588 • www.rickengineering.com
o.tt/~ ~~-~ -.
·f~r·fA.o1e C41vt:·rso..ho/l LN,-fi, 1506
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APPENDIXD
Suntree Technologies
Water Quality Treatment Capacities, Details and Costs
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POOR
QUALITY
ORIGINAL S
5-22 I4NDBO<?K OF IfYDRAUL.ICS
... creSt is likely to become dulled or.rtl&ted, or it may be damaged
by floating ice and debris. Under 'sueh eonditions 'it may be
ad-visable to use a weir with a thleker crest. It is often con-
venient to use an' existi)"lg weir or overflow dam' for mep.suring
discharges. Weirs of various dlmensions and sha.pes are used
in hydraulic structures. When designing 'such'struetures it is
important to be able to estimate approximately the dis~h;rges
OV& these w~irs (p. 2-15).
The amount of water which will pass over a weir, not sharp-
crested., depends tq a large extent upon. its' sectional form and
the shape ·of its crest, and it is necessary to resort to experiment
. to determine the discharge over any particular shape. Inas-
'much as the number cif shapes of weirs is uiilimited, it is not
to be expected that experimental data are or ever will be
available fo; them all. There are available, however, the
results of several series of experiments on :weirs of different
crosS sections which furnish much. valuable information for
detei:m.ini:ng discharges over weirs of the same or similar shapes.
The available experiments are not extensive enough for a
comprehensive study of the effect of velocity of Ilopproach on
weirl3 not sharP-crested. The coefficients given in this chapter
probably apply more accurately where the velocity of approach
. is not .high. From a consideration of s.harp-crested weirs ~t
. appears that· discharges, . for high. yelociti~s. of app!.~fl:c1i" will
be somewhat greater tl;tan is given by formula (5-10).
Since exp~llnental conditions will'seldom be duplicated in
practice, it is probable th!J-t errors inay resUlt from th~ general
use of the coefficients' given in this chapter. Extreme accuracy,
however, is not always necessary in design, where uncertain~r
as to the exact quantity of water to be provided for may exist.
The problem of establi~hing a fixed relation qetween head
and dischargel for weirs not sharp-crested, is complic\Lted Py'
the ..fact that the nappe may assume a variety. of forms in
passing over. the weir. For each modification of nappe form, .
there is a, corresponding change m the relation between head
and Qjscharge. The effect of this co~dition ~ more nof.iceable
/..-...
for low heads.
The nappe mll-Y undergo.~Beveral of these mddifications in
succession as the head is varied.. T~e I succe~sive forms that
appear ,with an increasing stage may differ from those p'er-.,
taining to similar stages v6th a decreasing head. . The head at .
which the changes of nippe.form·occur'·varies with the rate of, .
WEIRS 5-23
change of head, whether increasing or decre!lsing, and with
other' conditions.
Among weirs of irregular section there is a. large cla:ss for
which, from· the nature of their section, the napp~ can assume
only one form unless drowned. Such weirs, it is suggested,
may, if properly calibrated, equal or exceed the usefuJ.D.ess of
the thin-edged weir for purposes of stream gaging, b~cause of
their stability of section and because the thin-edged weir is,
not free from modifi.ca~ion of nappe form for low heads.
'Broad-crested Weirs. A weir approximately rectangular in
cross section is. termed a broad-crested weir. Unless otherwise
noted, it will be assumed to have vertical fac'es, a pJane level
b
FIG. 5-6. Broad-crested' weir.
crest, and sharp right-angled corners. Figure 5-6'represents a:
broad-crest'ed weir of breadth b. The h~ad H should be
measured at least 2.SH upstream from the weir. ~ecause of
the sharp upstream ed~e, contraction of the nappe occurs.
Surface contraetion begins at. a point slightly upstream from
.the weir. .
The disc4arge over broad-crested weirs is usually expressed
l.:!y the equation
Q = 'CLHH. '. (5,..10)
Experiments on broad-crested weirs have been performed by
Blackwell:, Bazin, Woodburn, the U.S. Deep Waterways Board,
ll.nd, th~ "0:9" Geo.logical Survey. These exper:iments cover' a
wide range of conditions as to head, breadth, and height pf weir.
Considerable discrepancy e~ists Pl ~he results ot" the different
experimenters, especialJy for ~ads below 0.5 ft. For heads
from 0.5 tq about 1.5 it the coefficient becomes more uniform,
~nd for' heads from i.5 ft to tb,at at whi.ch,the nappe becomes
detached from the crest, the coeffici~nt as given by·the .different
experiments is nearly constant and equals approximately 2.63.
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5-40 HAND;B.OOK OF HYDRAULICS
Table 5-3. Values of C in the Formula Q = CLH% for l3road-
. crested Werrs
M"""llI"iod \ :Breadth of crest of weir in fe .. t :~~ 0.5~.l0.7511;0011.5012.001~·~013.~+.~01:··ooI1O:00115.£X
0.2' ~'80r'752'6~2'622'542'4 ~M2'3!l~'M ~A9 ·2.6E 0.4 2.9.1 2.802.72 2.M 2.61 2.11'Q 2.§8 E.54 2.50 2.56 2.7C
0.6 . B2.892.752.642:612.6Q2.682.692.70 2'.70 2.7C O.~ . 3.303.042.852.682.602.60. 2.682.68 2.69 2.M
1.0 . 3.323.142.982.752.66.2.64 2.66 2.67 2.68 2.68 2:63
1.2 1.4
1.6
'1.8
2.0
'2.5
3.0
3.5
4.0
4.5
5.0 . 5,5 -
3.323.203.08 2.8!3 2.70 2.65 2.64 2.672.66 2.69 2.54
3:323.263.202.922.712...,68 2.¥. 2,65 2.65 2.67 2.81
3.323.293.283.012.892.752.682.662.65 2.64 2.m 3.3~3.323.313.072.882.742.1l82.662.65 2.64 2.61 3.3~ a..31 3.303.032.85 2.76 2.722.682.65 2.64 2.~'
!
3.323.323.31\3.283 .. 07 2.89 2 •. 81\~.72 2.67 2.64 2.61
3.323.323.323.323.'203.052.922.732.66 2.64 2.63
3.323.323.32
1
3:323.323.192.972.762.68 2-:64 2.63~
3:323:323.323.323.323.323.07'\2.792.70 2.64 2.63
3.323.323.323.323.323.323 • .322.882.74 2.64 2.6
.-13.323.323.32\3,.328.323.323.323.072.79 2.64 2.63,.
3.32 S.32 3.323.323.323.323.323.322.88 2.64.2.6
Table 5-4. Values of C in the Formula Q = CLH¥l.for Models of Broad-crested Weirs with Rounded Upstieam porner
"il ",:. ~ Head in feet. H
Name of 'O~ ;] '0] \ '. \ \ \ .\ '\ \ \ \ experimenter' IQ.-~ p ~ I:l • • '. :B~ --g.;: f.';:. 0'.4 0.6 0.8 1.0 1.5 2.0 ~.5 3.0 4.0 5.0
m "" f~iil ~Ql·41 p:lZ¢lit\!:jt . .. l' . . I I 1 1 r Bazin. •••• , •.••• 0.332.622.462.932.972.983.013.04 Bazin. •••• , ••••• 0.336.562.462,702.82 2.S7 2.89 2.92
U. S. Deep . Waterways ... 0.332.624.51 ..... 2.772.802.832.925.003.083.173.343.50
U. S. Deep . . 'Waterway •.•. 0.33 6.564.56 ........ 2.832.83 2.8s12.8212.8212.s212.s2Lsl
WEIRS 5-41
Table 5-5. Values of C in the Formula Q = CLHH for Broa~~
crested Weirs with Crests Inclined Slightly Downward
(ay'
Energy head -Hf
Crest
0.510.610'.710.810.9'11.011.211.4.11.5
-----------1--,--,--,-.-,--,--,--.--,--
Level. .. " ..........•... 12.7812.1912.8012.8112.8212:83/2.8512.8512.85 Slope = 0.004 ........... 2.95 2.94ll. 932.922.912.902.882,8712.87
Slope = 0.026 ........... 3.073.063.05 3.04l}.03 3.02 3.002.99
(b)
Length Head in feet, H Slope of of weir
0.1 I 0.210.310.410.510.6.1 0.7
crest in feet
12 to' 1. ........... :_ . . 3.0 .. 2.58 2.81 2.51 2.60 2.54 2.81 2.10 18 to 1 .... : ... · .... 3.0 2.91 2.92 2.53 2.60 2.80 2.74 2.62 18 to 1 ............ 10.0 2.52 2.68 2.13 2.80 2.90 . 2:80 2.68
Table' 5-6. Values of C in. the Formula Q = CLHH for Weirs of
. Triangular Cross Section with Vertical Upstream Face.
. and Sloping Downstream Face . .
Slope of Height Head in feet. H down-of weir streAm. in.feet,
9·2 lo.a 10.41°.510.6.10.71°.81°.9/1.0 11.211.5 fAce P
Hor. Vert.
a.8s1a.85 a:85/a.85 3.85/a.85 3:~JI,.85 1 to 1 . 2.46. 3.88 a.85 3.85
2 to 1 2.46 3.48 3.483.49 3.493.50 3.50 3.50 a.50 3.50 3.513.51 2~1 1.64 3.56 3.47 3.47 3:51 11:54 3.57 a.58 3.58 3.58 3.59 3.57
3. to 1 1.M ~ ... 2.90 3.11 3.22 3.26 3.33 3.37 3.40 3.40 3.4l. 3.41 5 to 1 2.46 .... S.08 3'.06 3.05 a.05 3.01 3.09 3.12 3.13 3.13 3.13
10 to 1 2.46 2.82 ~.81;l 2.!l4 2.86 2.89 2.90 2 .. 91 2.91 2.92 2.93
_--I'!~--.... -'.:/.' ...
Curb InletBasket
" Heavy an,d Expensive
quipment Is,Not
eq,uired To (J
Service Work
Multi-stage Filtration Captures
Everything From
Hyd~ocarbons, To Sediment, To
Grass Clippings, To Litter ...
Everything!
NiJ Nee,d To Enter'
The. CQnjined ,Space
If e C(ltchbasin
To Service
To Service: ,
+ Remove the .. manhole Ijd
+ Reach in with by hand or with a '
manhole hook and rem<;>ve the basket
. + EID:pty the contents of the basket and'
repla'ce·the Storm Boom
+ Replace the bask~t and manhole lid
Techno~f/)gies lric~
720 Mullet RQad, Suite "H'! , ,
'Cape Can:;tveral; FL 32920
" ,Phone (321) 799"(){)Of; Fax (32i) 799·1245
. www.suntrei!tech.com~appel@suntreetech.com
... -. ,.
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Curb Inlet Basket (CIB).
Curb Inlet Basket Maintenance
The Curb' Inlet Basket i~ easily cleaned 'withoutentering'
the mahhole and avoids the complexity of having to deal
wi.th Safe Entry Laws. Simply reniove the manhole lid,
. reach in with a manhole hook to retrieve the b.asket,· erripty
the contents of.the basket into a container for disposal, and
then replace' the basket and manhole lid. Because the
maintenance of the' ern is so simple and quick, one man
and a 'small truck can service up to 80 eIBs in one day,
removing hundreds of pounds. of debris, and helping' to
meet Clean Water Standards. Cleaning the ems. can also
be done by the local county/city trash colleb·~ion.services.
Installation
Square Catch basin:' .
For inst?-l1~tion into a square catchbasin,
there is a left half and a right half that
telescope together to adjust for size, which
ri1ak~ up the main body of the ern and
mounts solid' to the catchbasin .wall with
either· drive pins ,or Tap-Cons.' The non-
. removable portion, consi.sts of a tray 'area
~hat . directs the flo;w toward the weir, and a
weir . that channels the flow into the
removable basket: The basket is placed on
.last, and is simply dropped in place and
hangs from the top of the weir. (See the
schematic on the other side of this page)
Ro und Catchbasin:
To install the eIB ioto a round catchbasin
there are 3 main pieces; the weir,. which
attaches to' the catch basin wall, the ·tray
which attaches to the' catchbasin wall and
weir, and the removable basket. The weir
and tray attach to the catchbasin wall with
either Tap-Cons or drive pins .. The basket
is placed on last, and is just dropped in
place. and hangs from the top of the weir.
Technologies InCa
720 Mullet Road, Suite "H"
. Cape Canaveral, FL 32920
Phone (321) 799-{)001 Fax (321) 799-1245
www.suntreetech.comhappel@suntreetech.com
After each storm 'event, the CIB drains
completely of all .water and the captured
debris dries out and loses its nufrient
pollutant load to the air.
.~
Technologies. In Co
720 Mullet Road, Suite "H"
Cape Canaveral, FL 32920
Phone (321) 799-0001 Fax (321) 799-1245
www.sl.mtreetech.comhappel@suntreetech.com
Curb Inlet Basket (CIB)
G),Stormwater runoff carrying d'ebris and
. poI;tutants enters curb inlet.
~'Adjustable throat ,,:,idth funnels water to
weir. The immediate drop in the thro·at
elevation prevents head. losses .through
the inlet. Sediment wilt" collect along the
incoming side of the weir.
@ Water ·.flows over weir and into
'removable basket, filtering trash, leaves,
yard clippings, sediment, etc.~. If
desired,' a hydro~arbon absorption
boom .can be fitted along the incoming
edge of the baske't. .
@ CleaD:er . water leaves basket and
enters catchbasin, then flows' d·own.
stream. The position of the CIB,high
in the. catch hasin, avoids . any
restriction of up-stream .pipes flowing
through the catchbasin.
. The em telescopes to change size so that it can fit almost any catchbasin,
: In ,addition, eIBs that fit a round c'atchbasin are also available',
licensed under: US Patemt NQ. 5,405,539
e Techno$ogies lnc@ ,
720 Mullet Road, Suite ftH" ,
, Cal?e Canaveral, F,L 32920
Phone (321) 799-0001 Fax (321) 799-j245 '
www.suntreetech.com happel@Sunireetech.c0f!1
Storm Boom
Hydrocarbon Absorbtion Booms
, ' Designed For Stormwater Applications
, .
The Storm Boom, has been specifically
,Absorbs
lfydrocarbons
On Contact
designed for stormwater applications to remove
hydrocarbons. The outside covering will not '
clog' with s'ediment, all9wing indefmite
stormwater penetration, all' the' w~y to the'
center of the hoom. The absorbent filler is
Absorbent W, and: is made from reClaimed
paper mill by-products. It ,is certifieq,by Green
Cross ,'as 100% recycled material. ,Ab,sorbed
liquid'is draV(ll into ,t~e cellulose fibers through ,
capillary action and ,locked into the, boom. This, '
process prevents leaching arid draining which is
a common proble,m with p.olypropylene ?ooms::
Absorbent W FactsoG
,
, ,
@Absorbs 2-3 times more volume than polypropylene
,0 A,bsorbs up to 14 times "tore volume than clay, .
o Absorbs immediately on contact
~ Absorbs and retains up to 7 times its weight' '
@Retain,s absorbed hydrocarb.ons; prevents' leaching
@It is hydrophobic -'will not absorb water
@ Works in a,l temperl1:tures, s~b-freeiing to hot
@1 00% organic -environmentally friendly ;
@It is not toxic to hUltlans or -the environment ,:
@It wilthiodegrade naturally, if lost in tlte envir~'n1!lent
@No dangerousfurnes when burned
'oIncinerate at.low temperatur~ Jvith less than 1% ash
·f· •
·.PRIJiqEI'IO:: :. ·761214333176 May!: .2121 2ia02 06: 12PM P2
.' :8"0 CLEAN
ENVIRONMENTAL SERVICES'
ST·o.RMwATER F1L TRATIOH. SYSTEMS . .... '. .
. Pric.e List
Effective June ;W02
Gr.ate Inlet Skimmer Box
Flange Dimensions . Pri~e Per-Unit
Up'to '247' x 14" $ 826.00
2.,5" :1';' 25~ up to 28" x 36" . $' 945.00 ..
. 2.9S ) x 3r.' up to 361> X 4g~" ,. $ l064.QO
3T.~X:49!'upto48·,'~54~'· . "'$ 11&3.00 . For l¥ger sizes -pleas,e call for quote.~ '.
Curb Inlet Basket
Product D~cr;ip#on
Crub Inl\:t Units·with Basket 30" to 52"
Curb Inld Units with-Basket 54" to 120"
Curb Inlet Units with ~~kets i20~'to 180"
180" an,~1 above call for Quote ..
P'nce Per Unit
. $ 82.~.O.0 ~
$'1000.00'
$ 1200.00 .
-If'3 1/ ~'G\)~e+'
fvf ~ll ?'\1., ~
. i~ 1e.+S·
'Wing I{i :tensions' up to S; iong $ . 1. OO;Op
Deflector Shields viI piimo hinge up 36" $ 1.JS.09. .
.:nef1e~tor·~bield~ w/'pi(}no hinge up 4W·' $ ·~50 .. 00 .' .
JC~b InJ~t ~ts;. c:O~sisfoffiberg1ass ~lfbolted .actos~;t:Q~. width of opel'l~g Wi~h b~ket,r6cAt~:~er .. ~ole. Fron~ tQ.~f~·dep.t.p.:9f~elfdepends OD. depth. .
:. ()f lrianlfole . from t.tce c::1f <?~b. .
-. . ;. .:. ~ ... ' . Baffle. Box
. l?rodl!ct D~ription Price ~er Unit
Nu:t,rient :f;)ep·~ating:Bat;Ue.Box toncret~ BQx $25~:O00.00 + Insta.llittion
. Bas;ic ur.iit s~e 1~':lijn~fx'8'!"taRx 5'· Wide .. :.
All oth~ ~iZes·at.e:p.& ~Ulote only. Ma.ny larger unit~J~,v:e tp·.be p¢lt. "cast·in place.'.~
" ,': .:,,:,,\', .: . ~"':-. .t:" ,,' .. .' '. "':'~" . . . ; ~ .. '.:,~ ... ' ':" .:':".;~:': :' :,: ... ,.::.. :': .: .
.. ' ... :.:: .... :;: .. ::~ .. " .. · .. i:' ..... :.'. t .. Storm ·so.oms ... ':.:"::..' ....
. ' " " ',:'! .. " :":: "';' ". . . '. . ..'.. .":!': '.,:, .
..... I. :":t{oo~ D~~ii~to~s: . 'Price';Per BO:QIn ... Pa~~gbig \" . : .:,,:':'. ' j~:J?'~ait1~1ier ~y 4~~:;t~ng:' . $ 15.00 : '36 *.OQrns!B·o?,.· ..
3~' Diameter by 9Q"·.LoD.g $ 24.00 . 1& Haains/Box,
5" Di..<Unerei' by'-4~:"~-4~ . .. . 12J?powstB.Gx S-~.~ 9·~!'~Iig:.· "'-$-"$9.:00-" r'" ...... " '~!~?~~~O~
:. ,,' :
0,00 .. ,
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PHONE NO. : 760433317~ Mat,j. 20 2002 06: 13PM P~
810 CLEAN
.' .
ENVIRO'NMENTAL SERVIceS
. '. STORrJlWATER FILTRATION' SYSTEMS'
Installation Cost
EJI'ectiYc J'I1UC 2002
Grate Ip.let Skimmer Box
Up to 24" x 24"
25" x 25" up to 28" X 36"
291
' X 37" up to 36"·x 48"
3(' X 49" up to 48" x 54"
OYer 48'" x 54"
Up.to.10 Units
$ 75.00·ea.
$ 75.00 ea.
$ 75.00 ea.
$ 75.00 ea.,
Per Quote
Curb Inlet Basket
10 or Mote'UnHg
$ 55.00 ea."
$ '55.00' ea.·
$ 55.00 ea.
$ 65.00 ea.
Fer Quote'
Unit Size 30" up to 52": Installation includes installing a fiberglass shelf
mounted. '0 the concrete vault. Installation of the back basket, located under
manhole. Unit caulked. in. place. .
$155.00
, U~t Sizes 52" up to 120": Installation includes installi~g a fiberglass shelf
mounted, to the COncrete vault Installadon of the, back basket located under
Inanb.ole:Unit caulked in place.
$200.00 ~ach
Unit Sizes 120" ,~p to 180": lnstallatjon inc1U;des installing a fiberglaSs'shelf' ;
modnted to the concrete vault. InstallatJon of the baek bas1s:et'located und~
manhole. Unit caulked in p1.a.ce.
$250.00 each
Curb Wet Units ~th' Custom Work:' Exau+ple -Wing Bxten~ions and Front
Deflector' Shields on Grate Curb Inlet Units: Wrng Extensions up ~ 8) long .
De~eCt;~r Shi~ld.s up.to 8' loag $100.00 ~h includes in~tall,
$150.09 ~h in.eludes lp¥tall
! \
BIO··.CLEAN ENVIRONMENTAL Si3W.VICES
P O.'·SO:X SS9, OCEANSIDE CA '~2049'
.'. (760) 4.~·3--7640 FAX (760) 433~176
".1
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',FROM: .-" .. BID-CLEAN' ENUIRDNMENTAL . PHONE NO. : 7604333176. .Ma~. 20 2002 06: 13PM P4,'
! I~·-···~· .
. --.----------------------~--------------------~--~--~----------~--~--~
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···BIO· eLIS·AN.
E·NVIRONMENTAL. SERVicES
. STORMWATER FILTER SERVI·CE PROGRAM ~.
Effo-ctlv. Ytlrch 2.002'
Grate Inlet Skimmer 'Box
·LfP.to 28".x 36"
... 29" x 37 up to 48" x·54"
Curb Inlet Basket
30)) to 84'·' Shelf & Ba,sket
84" to 144'" Shelf & BaSket
144" to 180" Shelf & Basket
. $79.00 per Unit
. $89.00 per Unit
$79.00 per Unit
, $99.00 per Unit' '
. $110.00 per Unit
Service Inch~des: Dispo'sal of d~bris c~ptured by filtrati~n device. Replae,ement .of
HY9rocarbon Absorption Boom. Report on debris and: coniiltion 9f filters along with
. ·recommendatioD.s, sug~estions and 'changes for each mter:' Service ?-greement does n9t ..
include any water sampling or testing. . . '. .
Bio Clean EnYi,ronmental Service rnaint6nance program is based uPOI,l riormal wear and
removal of noroia,l deb$..s ap.d hydrocarbon boo~ from stormwat,er fllters.
. -'. '. ;' Ii. . . .. '
A ~um of 10 units. per day 41 needed ioi serv:ice_ Units can be E!. co~bination of .
Grate Inlet Skimmer B6xes and Cui'b Inlet Baskets~ . " . . f . . .
Bio Clean Eo.Y;ironmental Services' reserves the right to service :fi1~er ,systems that hay~
misused., vandaliied., illegaUy durilped into or not used for intended pUrposes .
"
Please' s~e Bio Cl~ Service Agreement for specifio details. .
,'.
BIO'CLEAN ENVIRONMENTAL SeRVICES,
POBOX 869, OC~~N~IDE CA 9i049
(760) 433-·7640 FAX (76Uf433 .. S'1'76
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APPENDIXE
CDS Technologies
Water Quality Treatment Capacities, Details and Costs ...
! .. -... I .. Ir: .. -.. ·· ......... ~_....." ........... : __ ...... : ........ _. ..',,' .... __ .. _ .. 1 _____ .. __ . . -'. "...,. " .. . . J~ .. ' ~ .... >I . •• .., • , '" ...... -~"""'.'... ". \
. . . .
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· .
APPROXI.MATE·CDS MAINTENANCE COSTS . . .. ·.··:j~~i~: <:·.sUMF«· ~I~~'tt~\f~~: .... '." ··.O.lsP-osAL ~Y.AC·tOR ·:VACTOR .. ; ·t.~t~~· ;'. '. . . :: '.:~: ~ 'Q~~T . .' M.~DEP:.:< : .:(S~SJ' j~C~E£;)': ·:~b,~~ME :. , :MA7ER]~·.!· '; ;:;~e05TSF~' '<: YI.¥~: .;::-! ··.:g,~~~~W;· ·.:.::~S?~T:·:·:~ ... j,,-,., ." ::w£: {iQ'~sf .•.. ·.i ':. +~-' •• :.:.:
. . .. ' .: . ~. -: :". - -.... :. ;,-, r' ,:: .. -~; .. .. (CU YD$). $4:OffON ... .,.: .. ()-tfiSY· ,-' .. $-17:$.'1;1 R ,
PMIU 20 15 0.7 4 1 1 $35 4 $700 . $735
~ PMSU 20' '15 4 D.7. 4 1 1 $35 4 $700 $735
PMSU 2D 15 D.7 4 1 · . 1 $50 4 $700 $750
. PMSU 20-20 1.1 6 1 1 $50 4 $700 $750
PMSU 2D 25' 1.6 8 1 1 . $5D .4 $700 $750
PMSU 30 20 2.0 10 2 2 $100 4 $700 $800
PMSU 30 30 3 .. 0 20 2 '2 $100 4 $700 $800
PSW 30 30 3.0 20 1 2 $65 4 $700 $765
PMSU 40 30 4.5 25 '6 6 $250 4 $700 $950
PMSU 40 40 6.0 30 6 6 $250 4 $700 $950
PSWC40 30 4.5 80 6 6' $250 4 $700 $950
PSWC4040 . 6.0 8.0 6 . 6 $250' 4 $700 $950
PSW5042 9.0 50 2 2 $.85 4 $700 $785
PSW 50 50 11 60 2 2 $85 4 $700 $785
PSWC 56 53 14 110 6 6 $250 5 $875 $1,125
PSWC 56 68 19 . 110 6 · . 6 $250 5 $875 $1,125
. PSW'70 70 26 150 4 '4 $180 6 $1,050 $1,230
PSW 100 60 30 210 14 16 . . $635 7' $1,225 $1,860
PSW 100 80 50 280 14 16 . $635 7 $1,225 $-1,860
PSW.100 100 64 350 . , 14 . 16 $635 7 $1,225 $1.-860
Assu mptlons:
1. Sump material weighs 85 Ibs per cubic foot ,
2. Cleanout tnterval~ are based on the amount and types of fio;;ltables am! sediment car:tured by each CDS unit.
. CDS instatlations'jn Southern California typically require 1-2 clea1outS' per year.
3. This ~stimate does not include hazardous waste di~posal fees, if required.
4. Liquids may be deCanted baCk into the CDS unit or discharged Into the sanitay sewerwitho~t fees.
E·, Minimum vactor charge of 4 hours ap.pie$. Actual maintenance time is h~s$. Therefore, cleaning IT)ultiple
CDS ·l.Ihits in one day is recommended to reduce cost.
...
(S). en \; w
"-N CSJ CSJ
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CSJ to
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o t::;J
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----CSl
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';r .... ' .. lor-... _I..-... ' .. ;."." .... ___ .... _ ...... ___ . __ _ .' --. ~ ... .' ..... .. '" ":-1'" ", . '. ,.. . _. -.. -............. -l1li-, ...
. . ,. . . . '-/
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-_....,.~D!, t~"
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" APPROXIMATE CDS COSTS
1 • ", ',_ • ; Q'lffiatme'nt-':" ':::ArlBA'-::C~:~, ?~ ;,,~Q~i,~M~~j'i':~ '. ',iN§]~(tA:iJQ.~:/ <,' ',:': ,',i6+~'l;"~''-:''>':' , :": MODEL: '" ",--: " ,_::; :.(~Sr ~!;;il--:(~ -'n: ~~;'l':::~¢9s:tSt:*~·· :-:-, -', .• ~. • ,. ~.:J. ~ ;:.: ~~~:.-: ' •. ; ~:' {,: ~¢J5"es" :~--:.~ ;'; . ", : :~Q~X$r:,:;;''-i'::~;: ... ' .;:. ..... . ... .::.. ::~,. ... "'.,
~; .. : ,-. ',. ~"'" Y':',"::-' •.•
PMU20 15 0.7 4 $4,600 $2,400 $7,000
PMSU 20 15 4 0.7 4 $6,900 $2.400 $9,300
pMsu 20 15 0.7 4 $8,200 $3,400 $11,f:lOO
PMSU2020 1.1 6 ' $10,500 $3,800 $14,300
PMSU2025 1.6 9 $14,700 $3,800 $18,500
J?M~U 30 20 ,. ... 2 . .0 ..... ii, $19,200 $3.800 $23,{)00
PMSU 30 30 ' 3.0 17 -. $24.500 $4.500 $29,OOO
PSW30 30 3.0 " 17 $19.700 $9.300 $29,000
PMSU 40 30 4.5 . 25 $28,000 $6.000 $34,000
PMSU 40 40 6.0 33 $32.700 $7,000 $39,700 ..
PSWC4030 4.5 25 $23:900 $13.000 $36.900
PSWC40,40 6.0 . 33 $28;000 $13,000 $41,000 ..
PSW5042 9.0 50 . $35,500 $18,000 $53,500
PSW5050 11 61 $36,200 $20,000 $56.200
PSWC5653 14 -: 78 $42,000 $26,0'00 $68,000
PSWC5668 19 106 $5'1.600 $33,000 .$84,600
PSWtO'10 26-'144 $64,900 $4(,000 $104-,900
PSW 100 6.0 3.8 211 $115,300 $60,000 $175,300 .
PSW 100 80' 50 " 278 ·$12t600 $7C,OOO $191,600
~$Y(jO<L1~Q 64 356 $127,900 $8C,OOO $207)900 -----------_ .. _--
~ = ·Qler (I = 0.2 INlHR, C = n:9) (Based ·on Regional W2ter quality Cqntrol Board Requirements .(SUSMP»).
... Equipment cQsts include delivery to joosite (FOB). Prices are based' on finished gr~da to invert depth~ of 5 ft.
-Prices are'subject to change. . .
'H: Installation CCists may va.ry depending, on site, condiUpns. Cost incfudes the cast-in-place weir box (if requrred)_
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PLAN VIEW
FIBERGLASS INLET &:
SEPARATION CYLINDER
INLET
PIPE
-FLOW~
ELEV. VIEW
SEE SHEET 3 ,
I .
~---'
30"1ll MH COVER &:
FRAME 1YP., OTHER
HATCH' SYSTEMS
READILY AVAILASLE
THE INTERNAL COMPONENTS ARE SHOWN IN tHE RIGHT-HAND
CONFIGURATION-THESE COMPONENTS MAY.BE FURNISHED IN THE
MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONFIGURATION).
'CDS MODEL
PMSU20_~5_4
0.7 CFS CAPACITY
FIBERGLASS
OIL BAFFLE
OUTLET
PIPE
t. MH ELEV. VIEW
SEE SHEEr 3. ,
I
-_..:-l
48" ID MH.
4'-10" 00
I-
1 '~--------------~------------~--------------~D-A-TE----------~---'---S-CA~L~t~
I 12/3/01 "=-2~
FOR USE ON PIPES ~ 18"~
™ , PRO JE C.T NAME DRAIJN JSF . SHEET
1~~~ ___ ~:P __ R_O __ JE __ C_T ___ L_O_CA_T_I~O~N~ __ APp_RDv_,~ ____ ~l_'~
I,·· --..
i .---------------------------------------~~------~~----------~
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SECTION CUT
NOTES:
48" 10 MH,
4'-10" 00
FIBERGLASS INLET &
SEPARATION CYLINDER
CENTER OF 25"¢ SCREEN
ANP SUMP ACCESS HOLE
CENTER 48" 10 MH
1. THE INTERNAL COMPONENTS ARE SHOWN IN "(HE RIGHT-HAND
CQNFIGURATION-THESE COMPONENTS MAY BE FURNISHED IN THE
MIRROR iMAGE TO THAT SHOWN (LEFT-HAND CONFIGURATION). .
2. ALL STAINLESS STEEL· FAST~NING HARDWARE SUPPLIED BY CDS
TECHNOLOGIES, INC. (888) 535.,...7559.
. .
.CDS MODEL
PMSU~O_15..-4
0.7. CFS CAPACITY
FOR US·E ON PIPES· ~ 18"¢
DATE
·48" 10 MH,
4'-10" 00
-+-<t. MH
~ OUTLE)'· PIPE
·FASTEN OIL BAFFLE OVER
OUTLET USING CONCREfE
ANCHORS·
.12/3/01·
TM DRAW'N JSF PROJECT NAME
PROJECT LOCATION APPROV.
SCAlE
"=2·' .
SHEET·
2
: . ..
ELEVATION VIEW
30" ¢ MH COVER
OTHER HATCH "TYPES L AND FRAME "TYPICAL;7 C CDS SEPARATION CHAMBER
READILY AVAILABLE. t MH RISER'
-r---,..--__ --,----,-,-__ --c-rr;====R~=::;J1 ---------:---~""II,,}.. FINISHED GRADE ~.J----r-+---4-.;t..,'~I": '" EL .. XX.XX .
VARIES
. < : ..... :
I
' ....... ' ' .
' .. : ,.
VARIES' q',
3'_6"
lYP ..
SECT. CUT ::.
SEE SHEET 2 .:>
.. '22" !l'.
OIL
. FIBER'GLASS BAFFLE
SEPARATION
CYLINDER &
INLET
. 25" ¢
SEPARATION
SCREEN
4 ...
. • (SEE NOTE) -. .
... 1.---I...,.."L------i:-rI----.1 '4'-. .. ;d· I l/
. ... SUMP 14" "TYP. '.' I~: ··~.l ." .~ .: .. ;. ! .. '. '~II ' ....... :
.. ' .' . '. '. ~ .: .... 6 "TYP. v .... '.
• 'II '" .[4"" _
-'--1
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SECT. CUT
SEE SHEET 2
,...----/A$ ...... INVERT' EL. XX .XX
..,-----/A"" ....... SUMP INVERT
'" EL. XX.XX
CDS MODEL
I. :PMSU20 15_4 NOTE: .
TM
FOR PROPER INSTALLATION, GREEN FLANGE ON SCREEN FACES' UP
FOR RIGHT-HAND L)NIT .CONFiGURATIONS; 'RED FLANGE FASTENS TO
FIBERGLASS' SUMP INSERT. .
DATE 12/3/01 SCALE
PROJECT NAME 1"=2'
DRPiVlN SHEET
PROJECT LOCATION JSF '3 APPRDV,
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3'-6"
(TYPICAL)
t. CDS SEPARATION. CHAMBER
t. MH RISER
FIBERGLASS
SEPARATION
CYLINDER &
ir---h 'INLET
I "r--
t..:::::.=..~r~ --.J - - -
SCREEN.
~ .
. ,.Ir--r'i'c------~--_,! .~.:.
. '~<I. SUMP
. ~ (BASE)
: .. <I
.1 L-4'-0" ~I' ·1 L===4'-10"~
.. ' . CO NSTR'UCTION NOTES:
1. APPLY BUTYL MASTIC AND/OR GROUT TO SEAL JOINTS OF MANHOLE STRUCTURE. APPLY LOAD TO MASTlC SEAL IN·
JOINTS OF MH. SECTIONS TO Cq'MPRI;SS SEALANT IF NECE;SSARY. UNIT MUST BE. WATER TIGHT, HOLPlh-IG WATER UP
TO FLOWLINE INVERT (MINIMUM). .
2. BEFORE PLACING MORE PRECAST COMPONENTS OR BACKFILLING, ENSURE FIBERGLASS INLET AND PIPE INLET
INVERT ELEVATIONS MATCH. . .
3. GROUT PIPE CONNECTIONS TO $EAL. JOINT.
4. USE . GRADE RINGS. BLOCKS AND/OR GROUT TO. ENSURE COVER RIM MATCHES FINISHED GRADE. SEAL AS REQ'D.
GENERAL NOTES:
1. CDS UNIT COMES COMPLETE· WITH FIBERGLASS INLET/DIVERSION STRUCTURE. OIL BAFFLE AND SCREEN CYLINDER
.. PRE-INSTALLED.
1. IN.STALL CDS UNIT PER CDS IN$TALLATION SPECIFICATIONS.
3. CONTRACTOR TO BE EQUIPPED 'TO HANDLE THE HEAVIEST PICK SECTION (6.200 lBS. TYPICAL) .
™ CONSTRUCTION NOTES
MODEL PMSU20_15_4
DATE
DRA'w'N
APPROY.
12/3/01
J.S.F. :',
SCALE
N.T.S.
SHEET
4
I ,
t CDS SEPARATION 'CHAMBER It MH RISER
I
1<--
; INTERNAL COMPONENT ASSEMBLY ~----r-:;.---n-~ "~L
, BAFFLE .1'. AND· I}[STALLATIO}[ }[OTES:
.3. POSITiON FIBERGlASS OIL BAFFLE INSIDE BASE BARREL FIBERGLASS
S'EPARAllON
CYLINDER &:
@,Q)
AT THE 2S" ABOVE THE'SECllON FLOOR INVERT AND
.'
" MARK LOCATION BEFORE PLACING NEXT PRECAST 'MH
RISER SECTION. TRIM THE BOTTOM OF ll-fE BAFFLE· AS
NECESsARY TO ACHIEVE' .2S" HEIGHT WHILE ENSURING
INLET
, THE TOP FLANGE OF OIL BAFFLE FITS INSIDE THE MH .1 STRUCTURE. MARK ANCHOR BOLT POSITIONS AND PRE:-
DRILL HOLES IN' THE PRECAST BASE THE SECTION FOR .. , """
THE CONCRETE EXPANSION ANCHORS. DO NOT fASTEN r . .~
OIL BAFFLE AT THIS TIME -.INSTALLAllON OF THE SEP 14" ® .. ~. @ :I"~ ARATION ASSEMBLY MUST BE COMPLETED FlRST. 3'-6" CD;: @(SCREEN)'.::.
4. 'FIRST CENTER SCREEN OVER FIBERGlASS SUMP HOLE, . TYPL· .). , I >:
MATCH DRILL HOLES IN FIBERGLASS SUMP AND INSERT : '. @ 14" TYP. ,,'
1< FOUR (4) SETS OF 1/2" x' 1 1/2" SS BOLT W/ NUT :. ': , (MP), , ...
AND WASHERS TO FASTEN SCREEN ASSEMBLY TO FIBER ::'~ :" .~. '~'.'" .:.-:-:6" TYP.;':, : ...
. Il: lMPO:::: :~:N FLANGE FA::;TEN~ TO I.;YLINDRII.;AL INLET LANGE FUR " I~ 4:-~~ ~f. ",
I 5
i ).
RIGHT HAND UNIT;;, RED FLANGE FA::;TEN;; TO ::;UM ; REVER;;E '-===4'-10"==-.,j
::;t.;REEN URIENTATIUN FUR LEFT HAND t.;UNFIGURE UNIT::;. ~--------------------------~----------~
NEXT, CENTER THE FlBERGLASS INLET CYLINDER OVER THE !?CREEN CYLINDER AND MATCH DRILL HOLES'IN 1)-fE
FlBERGlASS FlANGE; FASTEN THE FlBERGLASS INLET TO ll-fE SCREEN CYLINDER FLANGE WITH FOUR (4) SETS, OF
1)2" x 1 1/2" SS HEX HEAD BOLTS W/ NUTS &: WASHE~S, (HARDWARESUPPUED BY,.CDS TECHNOLOGIES).
PRE-DRILL A MINIMUM OF FOUR' (4) 9/16" HOLES IN THE INLET FLANGES AND PLACE ll-fE. SEPARATlON ASSEMBLY
INTO THE PRECAST BASE; MARK THE POSITIONS OF THE INLET FlANGE HOLES ON THE RISER· WALL AND REMOVE .THE
SEPARATION ASSEMBLY FROM THE MANHOLE; PRE-DRILL HOLES FOR THE CONCRETE EXPANSION ANCHORS USED TO
SECURE THE INLET/SEPARATION ASSEMBLY; REPOSITION THE SEPARATION ASSEMBLY AND FASTEN THE INLET FLANGE
TO ll-fE MANHOLE WALL USING A MIMINUM OF FOUR (4) 3/S" x 2 .3/4" SS EXPANSION· ANCHORS. SEAL ANY, ~APS
BETWEEN THE INLET AND BARREL SECTION WITH GROUT OR AN APPROPRIATE SEALANT MATERIAL .
PLACE OIL BAFFLE WITHIN MANHOLE STRUCTURE ALIGNED WITH THE PRE-DRILLED HOLES AND FASTEN TO MANHOLE· WITH
A MINIMUM OF (10) 3/8" x 2 3/4" SS EXPANSION ANCHORS •. SEAL ANY GAPS BETWEEN THE BAFFLE AND THE
'MANHOLE RISER WITH AN APPROPRIATE SEALANT MATERIAL.
i ;
I 7.
I MANHOLE CONSTRUCTION NOTES:
I 1. APPLY BtJTYL MASTIC AND/OR GROUT TO SEAL JOINTS OF MANHOLE STRUCTURE. APPLY LOAD TO MASTIC SEAL IN JOINTS
:11
, ::
9.
OF MH SECTIONS TO COMPRESS SEALANT IF NEESSARY, UNIT MUST 8E WATER TfGHT, HOLDING WATER UP TO FLOWLINE
INVERT (MINIMUM).· .
IMMEDIATELY AFTER PLACING BASE COMPONENT, ENSURE FIBERGlASS INLET AND PIPE INLET INVERTS MATCH BEFORE
PLACING MORE PRECAST COMPONENTS OR BACKFILLING.
GROUT PIPE CONNECTIONS TO SEAL JOINT.
USE, GRADE RINGS, BLOCKS AND/OR GROUT TO ENSURE COVER RIM MATCHES FINISHED GRADE. SEAL AS REQ'D.
:I! . GENERAL NOTES:
. 1. INSTALL CDS UNIT PER CDS INSTALLATION SPECIFICATIONS.
, 2. CONTRACTOR TO BE EQUIPPED TO HANDLE THE HEAVIEST PICK SECTlONS. I
11
SCALE
11/24/01 NTS' CON STR U CTI 0 N NOTE S . I-DR-A'W-N----------,.-;.-I--"--S·-H~-ET·-' --I
MODEL PMSU20_15 __ 4 JSF / WGS
APPRDV,,
, DATE
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APPENDIXF
Summary of Approximate Cost$ fQr Treatment Control BMPs
,.,.. ... ~.I...:'Ji. I ~-~.~ ....... iiiIIIt ...... .. -.. .. ...... ~-
J~'
DRAINAGE
OPTION # LOCATIO[\! AREA
(AC)
Area 1 2
OPTION 1 Area 2 2
Area 3 2.-
OPTION 2 EntrreSite 6
COMMON LOT 21
CARLSBAD,CA
SUSMP TREATMENT FLOW CALCULATION
JULY 28, 2003
.. SUSMP. . SU~MP'
RUNOFF TRJ;ATMENT RECOMMJ;:NDED
f:;OEfFICIEN"F IN.TEN~.TY . FI.,~W CDS MOI;)El, . (IN/flR) ICF'~U
0.95 0.2 0.36 PMSU20 15
0.95 0.2 0.38· PMSU2015
0.95 0.2 0.38· PMSU2015
0.95 0.2 1.14 PMSU20-.25
.. Depending upon site conditions, 1 ar 2 cleanouts·per year are typically required.
1
w/.,pC( Cf'I-\'.:. \/(/. ... ; 4··e
or-fl()~~ tft.4;vt"-t 7
eDS
TREATMENT
~49W
·(~FSl
0.7
0.7
0.7
1.6
.. --" .. -
TOTAl:. Etr~IMAft:D
ESTIMATED MAINTENANCE
IN·PLACE COST PER
COST CLEANOtJT'"'
$ 30,000 $ 750.00
$ 18.000 $ 7/iOOn
-
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1'0 .p..
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SUMMARY OF APPROXIMATE COSTS FOR TREATMENT CONTROL BMPs
._ t'qst Construction BMP's for Lot 21 Project
Manufacturer 1 (Suntree Technologies Filter Insert Products)
Drainage Map Type of Inlet Equipment Material Cost Installation Cost Annual Maintenance Node# Cost
-102 C Curb Inlet Basket $826 $155 $316 202 G-3 Curb Inlet Basket $1,200 $200 $316 302 B Curb Inlet Basket $826 $155 $316
Total: $2,852 $510 $948
Note 1: Treatment Flow Capa.cities for B-1 Inlets is 0.85 cfs (see Appendix C). All Required Treatment flows have been
Provided with the 'units specified ablove.
Note 2: For locations of basins, node numbers, and inlets, refer to "Via de la Valle Preliminary Drainage Map for
Proposed On-Site Condition", Located in Map Pocket 2
Note 3: Ann~al maintenance cost is based on an estimated 4 cleanings per year. Refer to section 7.0 of the water
quality technical report for additional information on required frequency of maintenance.
.. . . .... . . k ~"" •
~
'.
-
__ J: -_:---... : -'---~crlF ..
SUMMARY OF APPROXIMATE COSTS FOR TREATMENT CONTROL BMPs
,,, Pbst Construction BMP's for Lot 21 Project
Manufacturer 2 (Kristar Enterprises Filter Insert Products)
.iiIiiIiIii. . ~.;...-~~~ ~-.. .. ~"1 "«--79 ""--'''''!'!!I
Equipment Material Cost I Installation Cost I Annual Maintenance
-$531 $42.50
$893 $42.50
$531 $42.50
" Fio-Gard Plus Catch Basin Filter Insert (Curb Opening Style)
II;a Fio-Gard Plus Catch Basin Filter Insert (Curb Opening Style)
.:; Fio-Gard Plus Catch Basin Filter Insert (Curti Opening Style)
Total: $1,424 $85.00
Note 1: Treatment Flow Capacities for Flo-Grd Plus in J Inlets is 1.76 cf~ and b-1 inlets is 2.76 cfs (see Appendix D). All
required treatment flows have been provided with the units specified above.
Note 2: For locations of basins, node numbers, and inlets, refer to "Via de la Valle Preliminary Drainage Map for
. Proposed On-Site Condition", Located in Map Pocket 2
Note 3: Annual maintenance cost is based on an estimated 4 cleanings per year. Refer to section 7.0 of the water
quality technical report for additional information. on required frequency of maintenance.
Cost
$150
$150
$150
$300
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L.EGEND:
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. (O.OOAc)
Ixxxxx I.
LOCATION OF POTENTIAL COS TECHNOLOGIES
IN-LINE STORM WATER UNIT .
LOCA TION OF POTENTIAL CURB INLET FILTER INSERT
DRAINAGE BASIN ACREAGE (ACRE)
NODE NUMBER
DRAINAGE BASIN BOUNDARY
. - - -INITIAL BASIN BOUNDARY
LOT 21
-o
r<l
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Vl
PRELIMINAR,Y DRAINAGE MAP
FOR PROPO:SED ONSITE CONDITION
MAP #1
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