HomeMy WebLinkAboutCT 01-17; TAMARACK FIVE; STORMWATER MGMT PLAN FOR TAMARACK AVE; 2003-06-16STORMWATER MANAGEMENT PLAN
for
TAMARACK AVENUE
Prepared for:
Manning Homes
20151 SW Birch Street, Suite L
Newport Beach, CA 92660
Prepared by:
bhA, Inc.
land planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
Carlsbad, CA 92008-4387
(760) 931-8700
June 16,2003
W.O. 597-0810-400
TABLE OF CONTENTS
1. INTRODUCTION 1
1.1 Project Description 1
1.2 Expected On-Site Pollutants 1
2. MITIGATION MEASURES TO PROTECT WATER QUALITY 2
2.1. Construction BMPs 2
2.2. Post-construction BMPs 3
2.2.1 Owner Education Materials 3
2.2.2 Storm Drains Stenciling 3
3.0PERATI0N AND MAINTENANCE 3
4.REFERENCES 4
ATTACHMENTS
A. Location Map
B. Proposed Hydraulic Calculations
C. BMP Sizing of the Flo-Gard Catch Basin Insert
D. Exhibit "A" - Existing Hydrology and Hydraulics
E. Exhibit "B" - Proposed Offsite Hydrology and HydrauUcs
F. Exhibit "C" - Proposed On-site Hydrology and Hydraulics
G. Exhibit "D" - Water Quality Exhibit
H. Exhibit "E" - Water Quality Details
I. Storm Drain Inlet Stenciling Examples
J. Copy of Receipt of Notice of Intent "NOF
1. INTRODUCTION
A Stormwater Management Plan (SWMP) is required under the San Diego Region of
Cahfornia Regional Water Quality (jontrol Board and the City of Carlsbad. The purpose of
this SWMP is to address the water quaUty impacts from the proposed Tamarack Avenue
Property. Best Management Practices (BMPs) will be utilized to provide a long-term solution
to water quaUty. This SWMP is intended to ensure the effectiveness of the BMPs through
maintenance that is based on long-term planning. The SWMP is subject to revisions as needed
by the engineer. For the purpose of this report, the project will be known as "Tamarack
Subdivision."
1.1 Project Description
The property, which is in the City of Carlsbad, is located along on the south side of Tamarack
Avenue between Hibiscus Drive and Linmar Lane. The 1.54-acre subdivision will consist 5-
single family residential lots.
The Tamarack Subdivision is currently an agricultural farming and fruit/flower stand operation.
There is one house and an out-building on the project. The site currently drains onto to
Tamarack Avenue where the flow is conveyed to an existing type "B" curb inlet near the
northwesterly corner of Tamarack Subdivision. The flow is then conveyed through an existing
storm drain system in Tamarack Avenue. See Exhibit "A" for the existing hydrology.
The proposed drainage system for Tamarack Subdivision will consist of two on-site curb inlets
along Street "A" near the intersection of Tamarack Avenue and a curb inlet on Tamarack
Avenue. Curb inlets wiU coUect street runoff from Tamarack Avenue and building pad runoff
from the Tamarack Property. The proposed storm drain system wiU be connected to the
existing storm drain system in Tamarack Avenue at node 75.1 as shown on Exhibit "C." See
Exhibit "B" for off-site proposed hydrology. See the Hydrology Report of Tamarack Property
for hydrology calculations.
1.2 Expected On-Site Pollutants
There is no sampUng data available that identifies any poUutants for the existing site condition.
The project is not expected to generate significant amounts of non-visible poUutants. However,
the following constituents are commonly found on similar developments and could affect water
quality:
• Sediment discharge due to construction activities.
• Project wUl be landscaped. No bare area will remain.
• Nutrients from fertilizers and pet waste.
• Trash and debris deposited in drain inlets.
• Hydrocarbons from automobile emissions, fuel leaks, and fluid drips.
Pesticides and herbicides from landscaping and home use.
Home improvement material spiUage.
2. MITIGATION MEASURES TO PROTECT WATER QUALITY
To address water quality for the Tamarack Subdivision, BMPs will be implemented during
construction and post-construction. The construction activities are dual regulated by the
California State wide General Construction Permit and Carlsbad City Ordinances.
2.1 Construction BMPs
Construction BMPs wiU be implemented as shown on the Grading plans marked as Exhibit
"D" and Exhibit "E" attached to the back of this report. Additional Best Management
Practices procedures are attached in the References section of this report. The BMPs that wUl
be used in this project includes the foUowing:
Gravelbag barrier
Material Spill
Control
Prevention and
Silt Fence
Stockpile Management
SoUd Waste Management
Vehicle and Equipment
maintenance
Dust Controls
Permanent re-vegetation of all
disturbed areas
Scheduling construction project
to reduce the amount and
duration of soil exposed to
erosion by wind, rain runoff and
vehicle parking
Construction BMPs for this project wUl be selected, constructed, and maintained so as to
comply with appUcable ordinances and guidance documents. The Contractor on-site wiU be
responsible for implementing and maintaining the BMPs. See Attachment "J" for copy of
Notice of Intent "NOI" from the State Water Resources Control Board".
SpiU Prevention and Control
Water Conservation Practices
Gravelbag Berm
Material delivery and storage
2.2 Post-construction BMPs
The project is designed to minimize the use of impervious areas. Streets have been designed
to meet the minimum widths. Landscaping of the slopes and common areas are incorporated
into the plans. The landscaping wiU consist of both native and nonnative plants. The goal is
to achieve plant establishment expeditiously to reduce erosion. The irrigation system for these
landscaped areas wiU be monitored to reduce over irrigation. Drainage inserts (Flo-Gard
Catch Basin Insert) wUl be mounted on the inside wall of the catch basins at nodes 41,45 and
75. Fine and coarse basket filters target poUutants (arhmonia, oxygen demanding substances,
fecal coliform, nitrite and nitrate, total kjeldahl, suspended solids and metals), collects
sediment, foliage, and Utter. Material captured in the inlet filter is retained even when the
unit's design capacity is exceeded. See Appendix "D" for properties of the Flo-Gard Catch
Basin Insert. Flow-based BMPs are designed to mitigate the maximum flow rate of runoff
produced from a rainfall intensity of 0.2 inches of rainfaU per hour for each hour of a storm
event. The treatment flow capacity of an inlet filter is 1.2 cfs for an inlet width of 7-feet. See
Attachment "C" for numeric sizing of the BMPs.
There is no increase in flow due to development of Tamarack Subdivision at the existing storm
drain cleanout (node 75.1) in Tamarack Avenue as shown on Exhibit"C." The proposed land
use for Tamarack Subdivision is consistent with the Zoning and General Plan, and the
Conditions of Approval contained in the Planning Commission Resolution No. CT 01-17/CDP
01-48.
2.2.1 Owner Education Materials
Environmental awareness educational materials wiU be provided to all at the time of sale. The
Materials wiU contain information on impacts of dumping oUs and other hazardous materials
into the storm drains, a family guide to poUution prevention, and to dispose of household
hazard materials etc. An example of environmental awareness materials can be accessed via
the World Wide Web at www.thinkblue.org under EPA Brochures.
2.2.2 Storm Drains Stenciling
All Tamarack Subdivision storm drain inlets wiU be stencUed with the words "No Dumping -
It Kills" or "No Dumping - Flows To Waterways". This wiU be done at a location that can be
clearly seen by all, and will be routinely inspected and restenciled as needed. See examples of
storm drain inlet stencUig in Appendix I.
3. OPERATION AND MAINTENANCE PROGRAM
A stormwater faciUties maintenance agreement with the proponent of Tamarack Property wUl
be used to maintain and repair the stormwater management facilities mention in this SWMP.
The average annual cost for instaUation and maintenance of landscaping wiU be $300 per acre.
Landscaping, seeding and mulching wiU cost $1,100 per acre. Trees, shrubs, vines and ground
cover costs are based on species used. The inlet filters (with a hydrocarbon absorption boom)
wiU cost approximately $980. Preventive maintenance and routine inspections for each curb
inlet basket wiU cost $480 annually.
4. REFERENCE
Water Quality Control Plan for the San Diego Basin (9) Califomia Regional Water QuaUty
Control Board, San Diego Region, September 8,1994
County of San Diego Stormwater Management Requirements and Guidelines 2000-2001
California Stormwater Best Management Practice Handbook, Municipal, March 1993
1998 California 303 (d) List and TMDL Schedule approved by USEPA, May 12,1999
ATTACHMENT «A"
LOCATION MAP
SITE
CTTY OF OCEANSIDE
NOT TO SCALE
CITY OF VISTA
CFTY OF
SAN MARCOS
PACIFIC
OCEAN
CITY OF ENCINITAS
LOCATION MAP
NTS
ATTACHMENT «B"
PROPOSED HYDRAULIC CALCULATIONS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. l.SA Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA INC.
5115 AVENDIA ENCINAS, SUITE L
CARLSBAD, CA 92008
••••••••••••••••••••••••••••••••••••••••••••[]••••••••••••••••••••••[_![ JL ILJIJL J[ .1!.][ I
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE SUBDIVISION MAP *
* PROPOSED 100 YEAR STORM EVENT *
* *
**************************************************************************
FILE NAME: 810-Sl.DAT
TIME/DATE OF STUDY: 9:50 5/14/2003
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 = .90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH = 160.00
UPSTREAM ELEVATION = 60.70
DOWNSTREAM ELEVATION = 58.00
ELEVATION DIFFERENCE = 2.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.869
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090
SUBAREA RUNOFF(CFS) = .58
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .58
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 41.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 58.00 DOWNSTREAM ELEVATION = 49.50
STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.64
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .26
HALFSTREET FLOODWIDTH(FEET) = 6.7 4
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87
PRODUCT OF DEPTH&VELOCITY = .75
STREETFLOW TRAVELTIME(MIN) = 2.15 TC(MIN) = 8.15
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.999
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.08
SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 2.66
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.65
FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY = .92
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 75.01 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.7
UPSTREAM NODE ELEVATION = 42.38
DOWNSTREAM NODE ELEVATION = 41.98
FLOWLENGTH(FEET) = 80.56 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 2.66
TRAVEL TIME(MIN.) = .36 TC(MIN.) = 8.51
****************************************************************************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.01 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
i.**************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 220.00
UPSTREAM ELEVATION = 53.50
DOWNSTREAM ELEVATION = 51.60
ELEVATION DIFFERENCE = 1.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.419
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313
SUBAREA RUNOFF(CFS) = .55
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .55
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 51
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 51.60
DOWNSTREAM NODE ELEVATION = 4 9.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00
CHANNEL SLOPE = .0078
CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.250
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = .55
FLOW VELOCITY(FEET/SEC) = 2.61 FLOW DEPTH(FEET) = .41
TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 17.14
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 4 0.00 IS CODE = 8
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.36
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.91
TC(MIN) = 17.14
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.10 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.0
UPSTREAM NODE ELEVATION = 44.36
DOWNSTREAM NODE ELEVATION = 43.66
FLOWLENGTH(FEET) = 28.69 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.91
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.22
****************************************************************************
FLOW PROCESS FROM NODE 4 0.10 TO NODE 75.10 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 4.4
UPSTREAM NODE ELEVATION = 43.46
DOWNSTREAM NODE ELEVATION = 41.66
FLOWLENGTH(FEET) = 175.79 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.91
TRAVEL TIME(MIN.) = .67 TC(MIN.) = 17.89
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.8 9
RAINFALL INTENSITY(INCH/HR) = 3.01
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91
****************************************************************************
FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 61.80
DOWNSTREAM ELEVATION = 48.66
ELEVATION DIFFERENCE = 13.14
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.733
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.509
SUBAREA RUNOFF(CFS) = 5.11
TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 5.11
****************************************************************************
FLOW PROCESS FROM NODE 74.00 TO NODE 75.10 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.2
UPSTREAM NODE ELEVATION = 42.66
DOWNSTREAM NODE ELEVATION = 41.66
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 5.11
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 23.78
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 23.78
RAINFALL INTENSITY(INCH/HR) = 2.51
TOTAL STREAM AREA(ACRES) = 3.7 0
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.11
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.91 17.89 3.010 1.10
2 5.11 23.78 2.505 3.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.16 17.89 3.010
2 6.69 23.78 2.505
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.69 Tc(MIN.) = 23.78
TOTAL AREA(ACRES) = 4.80
+ +
I WILL USE SHORTER TIME OF CONCENTRATION TO BE CONSERVATIVE I
I Q=6.64CFS, A=4.9AC, TC=8.5MIN I
I I + +
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 7
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 8.50 RAIN INTENSITY(INCH/HOUR) = 4.86
TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.64
***********************************************************************,*****
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 10
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««<
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 51.10
DOWNSTREAM ELEVATION = 48.94
ELEVATION DIFFERENCE = 2.16
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.737
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.184
SUBAREA RUNOFF(CFS) = .69
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .69
****************************************************************************
FLOW PROCESS FROM NODE 4'ZA TO NODE 45.00 IS CODE = 6
>»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<««
UPSTREAM ELEVATION = 4 8.49 DOWNSTREAM ELEVATION = 47.48
STREET LENGTH(FEET) = 75.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.02
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20
PRODUCT OF DEPTH&VELOCITY = .54
STREETFLOW TRAVELTIME(MIN) = .57 TC(MIN) = 11.30
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.04 8
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .67
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.36
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY = .60
****************************************************************************
FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.30
RAINFALL INTENSITY{INCH/HR) = 4.05
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36
****************************************************************************
FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 180.00
UPSTREAM ELEVATION = 51.00
DOWNSTREAM ELEVATION = 4 8.90
ELEVATION DIFFERENCE = 2.10
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.617
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.771
SUBAREA RUNOFF(CFS) = .62
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .62
****************************************************************************
FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.48
STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .92
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98
PRODUCT OF DEPTH&VELOCITY = .48
STREETFLOW TRAVELTIME(MIN) = 1.03 TC(MIN) = 13.65
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.585
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .59
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.21
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY = .54
****************************************************************************
FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.65
RAINFALL INTENSITY(INCH/HR) = 3.58
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.36 11.30 4.048 .60
2 1.21 13.65 3.585 .60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.43 11.30 4.048
2 2.42 13.65 3.585
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.43 Tc(MIN.) = 11.30
TOTAL AREA(ACRES) = 1.20
****************************************************************************
FLOW PROCESS FROM NODE 45.00 TO NODE 75.00 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.6
UPSTREAM NODE ELEVATION = 43.12
DOWNSTREAM NODE ELEVATION = 42.85
FLOWLENGTH(FEET) = 54.38 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 2.43
TRAVEL TIME(MIN.) = .25 TC(MIN.) = 11.56
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.56
RAINFALL INTENSITY(INCH/HR) = 3.99
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.4 3
****************************************************************************
FLOW PROCESS FROM NODE 4 6.00 TO NODE 47.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 51.00
DOWNSTREAM ELEVATION = 48.90
ELEVATION DIFFERENCE = 2.10
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.839
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.159
SUBAREA RUNOFF(CFS) = .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .46
****************************************************************************
FLOW PROCESS FROM NODE 4 6.00 TO NODE 75.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.38
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .67
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .22
HALFSTREET FLOODWIDTH(FEET) = 4.85
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90
PRODUCT OF DEPTH&VELOCITY = .42
STREETFLOW TRAVELTIME(MIN) = 1.14 TC(MIN) = 11.98
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.8 99
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = .43
SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .89
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.88
FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY = .47
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) =11.98
RAINFALL INTENSITY(INCH/HR) = 3.90
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = .89
FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 52.00
DOWNSTREAM ELEVATION = 50.00
ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.004
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090
SUBAREA RUNOFF(CFS) = .58
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .58
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 6
»>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<«
UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 4 8.85
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.17
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .26
HALFSTREET FLOODWIDTH(FEET) = 6.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
10
PRODUCT OF DEPTH&VELOCITY = .53
STREETFLOW TRAVELTIME(MIN) = .65 TC(MIN) = 6.65
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.697
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.16
SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 1.74
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.70
FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY = .69
****************************************************************************
FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.85 DOWNSTREAM ELEVATION = 47.38
STREET LENGTH(FEET) = 154.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.98
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15
PRODUCT OF DEPTH&VELOCITY = . 66
STREETFLOW TRAVELTIME(MIN) = 1.20 TC(MIN) = 7.85
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.121
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .49
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 2.23
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.4 9
FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY = .69
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.85
RAINFALL INTENSITY(INCH/HR) = 5.12
TOTAL STREAM AREA(ACRES) = .60
11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.43 11.56 3.991 1.20
2 .89 11.98 3.899 .40
3 2.23 7.85 5.121 .60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.80 7.85 5.121
2 5.04 11.56 3.991
3 4.96 11.98 3.899
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.04 Tc(MIN.) = 11.56
TOTAL AREA(ACRES) = 2.20
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.01 IS CODE = 4
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 4.3
UPSTREAM NODE ELEVATION = 42.52
DOWNSTREAM NODE ELEVATION = 41.79
FLOWLENGTH(FEET) = 146.69 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.04
TRAVEL TIME(MIN.) = .57 TC(MIN.) = 12.12
****************************************************************************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.01 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.04 12.12 3.870 2.20
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.66 8.51 4.861 .90
** PEAK FLOW RATE TABLE
12
STREAM
NUMBER
1
2
RUNOFF
(CFS)
6. 67
7 .15
Tc
(MIN.)
8.51
12.12
INTENSITY
(INCH/HOUR)
4 .861
3. 870
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS;
PEAK FLOW RATE(CFS) = 7.15 Tc(MIN.) =
TOTAL AREA(ACRES) = 3.10
12. 12
***********************************************************+****************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.10 IS CODE =
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.6
UPSTREAM NODE ELEVATION = 41.77
DOWNSTREAM NODE ELEVATION = 41.60
FLOWLENGTH(FEET) = 20.90 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 7.15
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 12.18
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 11
»»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM
NUMBER
1
RUNOFF
(CFS)
7. 15
Tc
(MIN.)
12.18
INTENSITY
(INCH/HOUR)
3.857
** MEMORY BANK #
STREAM RUNOFF
NUMBER (CFS)
1 6. 64
2 CONFLUENCE DATA **
Tc
(MIN.)
8 . 50
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
RUNOFF
(CFS)
12.31
12.42
Tc
(MIN.)
8.50
12.18
INTENSITY
(INCH/HOUR)
4 .865
INTENSITY
;INCH/HOUR)
4.865
3. 857
AREA
(ACRE)
3.10
AREA
(ACRE)
4 . 90
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.42 Tc(MIN.) = 12.U
TOTAL AREA(ACRES) = 8.00
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.20 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<«
13
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS
PIPEFLOW VELOCITY(FEET/SEC.) = 7.
UPSTREAM NODE ELEVATION = 41.46
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 221.88
GIVEN PIPE DIAMETER(INCH) =
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = .47
12.1 INCHES
38.55
MANNING'S N = .013
24.00 NUMBER OF PIPES
12.42
TC(MIN.) = 12.65
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 12.42
TOTAL AREA(ACRES) = 8.00
Tc(MIN. 12 . 65
END OF RATIONAL METHOD ANALYSIS
14
ATTACHMENT «C"
BMP SIZING OF THE FLO-GARD CATCH BASIN INSERT
***********************************************************************.*****
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA INC.
5115 AVENDIA ENCINAS, SUITE L
CARLSBAD, CA 92008
••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
************************** DESCRIPTION OF STUDY **************************
* FLOW BASED BMP (0.2" OF RAINFALL OER HR FOR EACH HOUR OF STORM EVENT) *
* PROPOSED 100 YEAR STORM EVENT *
* *
**************************************************************************
FILE NAME: 810-Sl.DAT
TIME/DATE OF STUDY: 9:51 5/20/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH = 160.00
UPSTREAM ELEVATION = 60.70
DOWNSTREAM ELEVATION = 58.00
ELEVATION DIFFERENCE = 2.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.8 69
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.811
SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 41.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 58.00 DOWNSTREAM ELEVATION = 4 9.50
STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL{DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .75
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .20
HALFSTREET FLOODWIDTH(FEET) = 3.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.7 9
PRODUCT OF DEPTH&VELOCITY = .57
STREETFLOW TRAVELTIME(MIN) = 2.21 TC(MIN) = 8.21
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.296
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF{CFS) = .95
SUMMED AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 1.22
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.7 9
FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY = .65
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 75.01 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.0
UPSTREAM NODE ELEVATION = 42.38
DOWNSTREAM NODE ELEVATION = 41.98
FLOWLENGTH(FEET) = 80.56 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.22
TRAVEL TIME(MIN.) = .45 TC(MIN.) = 8.66
****************************************************************************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.01 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 220.00
UPSTREAM ELEVATION = 53.50
DOWNSTREAM ELEVATION = 51.60
ELEVATION DIFFERENCE = 1.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.419
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.529
SUBAREA RUNOFF(CFS) = .25
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .25
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 4 0.00 IS CODE = 51
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 51.60
DOWNSTREAM NODE ELEVATION = 4 9.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00
CHANNEL SLOPE = .0078
CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.250
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = .25
FLOW VELOCITY(FEET/SEC) = 2.13 FLOW DEPTH(FEET) = .31
TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 17.53
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 8
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.407
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = .62
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = .87
TC(MIN) = 17.53
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.10 IS CODE = 4
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>»»USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 4.7
UPSTREAM NODE ELEVATION = 4 4.36
DOWNSTREAM NODE ELEVATION = 43.66
FLOWLENGTH(FEET) = 28.69 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = .87
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 17.64
FLOW PROCESS FROM NODE 40.10 TO NODE 75.10 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>»»USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.5
UPSTREAM NODE ELEVATION = 43.46
DOWNSTREAM NODE ELEVATION = 41.66
FLOWLENGTH(FEET) = 175.79 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = .87
TRAVEL TIME(MIN.) = .84 TC(MIN.) = 18.47
****************************************************************************
FLOW PROCESS FROM NODE 7 5.10 TO NODE 75.10 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.47
RAINFALL INTENSITY(INCH/HR) = 1.36
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = .87
****************************************************************************
FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 61.80
DOWNSTREAM ELEVATION = 48.66
ELEVATION DIFFERENCE = 13.14
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.733
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.158
SUBAREA RUNOFF(CFS) = 2.36
TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 2.36
****************************************************************************
FLOW PROCESS FROM NODE 74.00 TO NODE 75.10 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE«<«
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.4
UPSTREAM NODE ELEVATION = 42.66
DOWNSTREAM NODE ELEVATION = 41.66
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 2.36
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 23.79
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 23.79
RAINFALL INTENSITY(INCH/HR) = 1.16
TOTAL STREAM AREA(ACRES) = 3.7 0
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 .87 18.47 1.361 1.10
2 2.36 23.79 1.156 3.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.87 18.47 1.361
2 3.10 23.79 1.156
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.10 Tc(MIN.) = 23.7 9
TOTAL AREA(ACRES) = 4.80
+ +
I WILL USE SHORTER TIME OF CONCENTRATION TO BE CONSERVATIVE |
I Q=6.64CFS, A=4.9AC, TC=8.5MIN |
I I + +
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 8.50 RAIN INTENSITY(INCH/HOUR) = 2.25
TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.64
***********************************************************************.*****
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 10
»>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««<
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 51.10
DOWNSTREAM ELEVATION = 48.94
ELEVATION DIFFERENCE = 2.16
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.737
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.931
SUBAREA RUNOFF(CFS) = .32
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .32
****************************************************************************
FLOW PROCESS FROM NODE ^lA TO NODE 45.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 4 8.49 DOWNSTREAM ELEVATION = 47.48
STREET LENGTH(FEET) = 75.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .47
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .20
HALFSTREET FLOODWIDTH(FEET) = 3.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.7 9
PRODUCT OF DEPTH&VELOCITY = .36
STREETFLOW TRAVELTIME(MIN) = .70 TC{MIN) = 11.44
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.854
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .31
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = .62
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .21 HALFSTREET FLOODWIDTH(FEET) = 4.34
FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY = .43
***********************************************************************.
FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.44
RAINFALL INTENSITY(INCH/HR) = 1.85
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = .62
****************************************************************************
FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 180.00
UPSTREAM ELEVATION = 51.00
DOWNSTREAM ELEVATION = 48.90
ELEVATION DIFFERENCE = 2.10
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.617
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.740
SUBAREA RUNOFF(CFS) = .29
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .29
****************************************************************************
FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.48
STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .42
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .20
HALFSTREET FLOODWIDTH(FEET) = 3.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.60
PRODUCT OF DEPTH&VELOCITY = .32
STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 13.89
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.636
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .27
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = .56
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .21 HALFSTREET FLOODWIDTH(FEET) = 4.34
FLOW VELOCITY(FEET/SEC.) = 1.82 DEPTH*VELOCITY = .39
***************************************************************^^^^^^^^^^^^^
FLOW PROCESS FROM NODE 4 5.00 TO NODE 45.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.89
RAINFALL INTENSITY(INCH/HR) = 1.64
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = .56
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 .62 11.44 1.854 .60
2 .56 13.89 1.636 .60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.12 11.44 1.854
2 1.11 13.89 1.636
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.12 Tc(MIN.) = 11.44
TOTAL AREA(ACRES) = 1.20
************************************************************************^^^^
FLOW PROCESS FROM NODE 45.00 TO NODE 75.00 IS CODE = 4
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»>»USING USER-SPECIFIED PIPESIZE<««
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 2.9
UPSTREAM NODE ELEVATION = 4 3.12
DOWNSTREAM NODE ELEVATION = 42.85
FLOWLENGTH(FEET) = 54.38 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1.12
TRAVEL TIME(MIN.) = .31 TC(MIN.) = 11.75
***+**+*************************************************************^^^^^^^^
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.75
RAINFALL INTENSITY(INCH/HR) = 1.82
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12
****************************************************************************
FLOW PROCESS FROM NODE 4 6.00 TO NODE 47.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 51.00
DOWNSTREAM ELEVATION = 48.90
ELEVATION DIFFERENCE = 2.10
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.839
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.920
SUBAREA RUNOFF(CFS) = .21
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .21
****************************************************************************
FLOW PROCESS FROM NODE 4 6.00 TO NODE 75.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.90 DOWNSTREAM ELEVATION = 47.38
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .31
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .17
HALFSTREET FLOODWIDTH(FEET) = 2.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY = .31
STREETFLOW TRAVELTIME(MIN) = 1.19 TC(MIN) = 12.03
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.7 95
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF{CFS) = .20
SUMMED AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = .41
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .19 HALFSTREET FLOODWIDTH(FEET) = 3.30
FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY = .35
***********************************************************************.*****
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.03
RAINFALL INTENSITY(INCH/HR) = 1.80
TOTAL STREAM AREA(ACRES) = .40
PEAK FLOW RATE(CFS) AT CONFLUENCE = .41
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 52.00
DOWNSTREAM ELEVATION = 50.00
ELEVATION DIFFERENCE = 2.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.004
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.811
SUBAREA RUNOFF(CFS) = .27
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .27
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 48.85
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .54
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .20
HALFSTREET FLOODWIDTH(FEET) = 3.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00
10
PRODUCT OF DEPTH&VELOCITY = .41
STREETFLOW TRAVELTIME(MIN) = .67 TC(MIN) = 6.67
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.626
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = .54
SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = .80
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .22 HALFSTREET FLOODWIDTH(FEET) = 4.84
FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH&VELOCITY = .51
****************************************************************************
FLOW PROCESS FROM NODE 71.00 TO NODE 75.00 IS CODE = 6
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 48.85 DOWNSTREAM ELEVATION = 47.38
STREET LENGTH(FEET) = 154.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = .91
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .25
HALFSTREET FLOODWIDTH(FEET) = 6.4 0
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73
PRODUCT OF DEPTH&VELOCITY = .44
STREETFLOW TRAVELTIME(MIN) = 1.4 8 TC(MIN) = 8.15
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.307
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) = .22
SUMMED AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.02
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY = .45
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBEi^ OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 8.15
RAINFALL INTENSITY{INCH/HR) = 2.31
TOTAL STREAM AREA(ACRES) = .60
11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.02
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.12 11.75 1.822 1.20
2 .41 12.03 1.795 .40
3 1.02 8.15 2.307 .60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.22 8.15 2.307
2 2.33 11.75 1.822
3 2.30 12.03 1.795
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.33 Tc(MIN.) = 11.75
TOTAL AREA(ACRES) = 2.20
****************************************************************************
FLOW PROCESS FROM NODE 75.00 TO NODE 75.01 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»>»USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.6
UPSTREAM NODE ELEVATION = 42.52
DOWNSTREAM NODE ELEVATION = 41.79
FLOWLENGTH(FEET) = 14 6.69 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 2.33
TRAVEL TIME(MIN.) = .69 TC(MIN.) = 12.44
****************************************************************************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.01 IS CODE = 11
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.33 12.44 1.757 2.20
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.22 8.66 2.218 .90
** PEAK FLOW RATE TABLE **
12
STREAM
NUMBER
1
2
RUNOFF
(CFS)
3.06
3.29
Tc
(MIN.)
8.66
12.44
INTENSITY
(INCH/HOUR)
2.218
1.757
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.29 Tc(MIN.) =
TOTAL AREA(ACRES) = 3.10
12.44
****************************************************************************
FLOW PROCESS FROM NODE 75.01 TO NODE 75.10 IS CODE =
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.)
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 20.90
GIVEN PIPE DIAMETER(INCH) =
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = .07
4.7
41.77
41. 60
MANNING'S N = .013
18.00 NUMBER OF PIPES
3.29
TC(MIN.) = 12.51
************************************************************************,****
FLOW PROCESS FROM NODE 75.10 TO NODE 75.10 IS CODE = 11
»»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM
NUMBER
1
RUNOFF
(CFS)
3.29
Tc
(MIN.)
12.51
INTENSITY
:INCH/HOUR)
1.750
** MEMORY BANK #
STREAM RUNOFF
NUMBER (CFS)
1 6. 64
2 CONFLUENCE DATA
Tc
(MIN.)
8.50
INTENSITY
(INCH/HOUR)
2.245
AREA
(ACRE)
3. 10
AREA
(ACRE)
4 . 90
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
RUNOFF
(CFS)
9.21
8 .47
Tc
(MIN.)
8.50
12. 51
INTENSITY
(INCH/HOUR)
2.245
1. 750
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.21 Tc(MIN.) =
TOTAL AREA(ACRES) = 8.00
8 .50
****************************************************************************
FLOW PROCESS FROM NODE 75.10 TO NODE 75.20 IS CODE = 4
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
13
»>»USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.3
UPSTREAM NODE ELEVATION = 41.46
DOWNSTREAM NODE ELEVATION = 38.55
FLOWLENGTH(FEET) = 221.88 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 9.21
TRAVEL TIME(MIN.) = .51 TC(MIN.) = 9.01
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 9.21 Tc{MIN.) = 9.01
TOTAL AREA(ACRES) = 8.00
END OF RATIONAL METHOD ANALYSIS
14
Nov-Ol-Ol 09:57A Kt-1st,ar- Enter-pr-1 ses 70752481S6 P . 02
FJ.<f-(iARl) Caleli Basin Insert
FLOW RATE CHART
Grated Inlets
Model No.
FF-16D
FF-1«D
FF-24D
l'l'-24.'?6U
Inlet LD.
16"X 16"
18"xi8"
24" \ 24"
24" .\ 36"
Flow Rate
c;PM/CFS
.140 / .757
:U0 / .757
S.mi 1.18
6J40/ 1.32
Comments
Above flow rates nre "calculated clean flow rates" and do not iilloiv for collected solid?, (ic: icdinicnl.
debris and trash). To allow for these solids, we recommend applying a faclor of between .7S and .50.
depending on the anticipated solids loading.
I'lo-dtird h\)(h Capacity catch basin inserts arc supplied with ii nimovablc debtis trap that is designed
to help retain floatable debris during periods of liigli flow.
Field studies have shown that wet systems may actiiiilly increase jnitrient loading creating a
natural habitiit Ibr insect and b'.iclcrial growth, Unlike most '"wet vault" designs, Flo-Oard inserts arc
designed to collect a wide range of pollutants, witiiout the retention or water.
Tlic effectiveness of "any" filtration system, including Flo-Gard. is directly related to the level of
maintenance it recei-ses. We strongly recommend that a comprehensive maintenance program be
retjuired for any storin water liliration system that is utilized.
Nov-Ol-Ol 09 : BSA Kr-istar~ ErrtLer-pr-i ses 707B248186 P . 04
HANDlfS •
MANHOLE
NOTES:
CURB OPENING
Qunm
FLOWUNE
fILTEH
BASKET
FOSSIt ROCK
FIlTEft
MEDIUM POUCH
SIDE VIEW
8/8" X 3'
ANCMOflBOLT
(3 PER
6ECD0N)
1. 'ftty^nxl'ltfr bcxJy th»l h» mwwf»otuf«d from
p«froUum i><tit«nt flb«TjU« wt^kh m«at4 Of txcMdt
PS 1B-eB.
2. AJI matt) wnpowiu than lx tulnlaM «t««t (Typ* 304).
3. ntmov—kM fvm bMkat itiU b« con«truct«d from
<lur«bl« potypropvtan* wov«n mono«wn«nt
4. '/te-Owrf* fihar body ihtl IM Mourvd te e«te»i bnbi
wal wtm Ktfmnhn undher bo)U w«i*iw. IS«« d«taK}
e.'/to.«ar^ InMrt* ar* *v*lU)t« In 24* or 30-lw)g(»i
*«clion* and HMY IM ITMUIM In vnrtoua oombinatlorw
(•nd-to-wKl) to fit moat MU* baain widths.
e. Wtaf baakat may ba lamovad ihrough curb opanin« for
aaa* of malcYlananca.
7. FIHar madkjm ahal ba fotMIMC In tl^>o«afa<a
pooohaa, InataKad and nulnuilnad in acoordanea whh
manufacturar raoommandatlon*.
ANCHOfl DETAIL
FOSSIL FILTER™
FLO-GARD™
CATCH BASIN INSERT
(CURB OPENING 1NLET>
KriStar Emarpflaa*, Inc.. SanU Hoaa. CA (800) 67S-8B1B
PATEKT reNOffW
Nov-Ol-Ol 03 : BSA Kr-istar- En-tier-p>" i s es 707B24S18e P-05
GENERAL SPECIFTCATIONS
FOR "FLO-GARD
FOSSIL FILTER^"^ CATCH BASIIS INSERTS
Scope:
This specification describes a Catch Basin Fillration System that removes sediment,
debris and petroleum hydrocarbons from water flowing into the drainage inlet while
permitting the undisturbed passage of water. The filter shall incorporate a silicate
adsorbent. This device can be installed in new or existing (retrofit) projects. It can also
be used during construction, without the adsorbent, to prevent sediment and debris from
entering the drainage system.
Material Properties:
The filter structure and the adsorbent containers shall bc manufactured from
polypropylene woven monofilament geotextile. The filter's support frame and corner
support braclcet.s shall be stainless steel (Type 304). The filter sorbent shall be an
adsorbent material treated to attract and retain petroleum hydrocarbons. It shall bc
hydrophobic, non-biodegradable and non-lcaching and contain no hazardous ingredients
as defined by the U.S. Environmental Protection Agency (EPA), U.S. Occupational
Safety and Health Administration (OSHA), and the World Health Organization (WT-IO).
Installation:
InstaUation sliall not require extensive modification of the catch basin and can be
performed by a manufacturer-approved installer or by the end-user. When installation Is
by an installer, a Fossil Filter Instaliation Record will be given to thc cnd-uscr for lus/Ticr
records.
Filter Maintenance and Disposal of Exposed Adsorbent
Periodic maintenance ofthe installed devices is vital to efficient filtration. Such
maintenance may be performed by manufacturer-approved persons or by thc end-user.
When maintenance is by the former, a Fossil Filter Maintenance Record will be given to
the end-user for hi.s/her records.
Disposal ofthe exposed adsorbent shall be in accordance with local regulatory agency
requirements and local, state and federal environmental regulations.
Note: Proof of adequate follow-on maintenance ofthe filter and proper disposal of
thc exposed ad.sorbent is now being required by some local governments before they
will issue a final permit for a project. In other cases, landowners where filters arc
installed arc being formally notified hy local goveraraent agencies that they have to
maintain the filters and notify the agency when it is completed.
(Hev. 5/00)
Nov-Ol-Ol 09:B8A Kr-1s-t:ar- Errter-pr-i ses 707B248186 P . 06
Device Constmction:
The catch basin filtration system stnicture should bc constructed so as to cause the water
to flow through tbe unit's filter medium and be of a fit that prevents leakage around the •-'^
filter. To prevent corrosion and the release of oxidized metals into thc system, the
device's construction materials should be of high-density polyethylene (HDPE),
petroleum resistant fiberglass or stainless steel The use of galvanized steel should not be
allowed. For square, rectangular, or roimd units, the device should provide an overilow
bypass area in its center with dimensions at least equal to 1/3 tbe inside dimensions ofthe
calch basm. For curb openings, tbe device should allow unrestricted overflow ofthe weir
and have capability of adding a second (dual stage) device under the first for areas
subject to heavy concentrations of sedimenl and debris.
Recoromeaded EfiectiveaeM:
Catch Basin Fihration Systems acceptable for installation should have, through
appropriate laboratory or field testing, demonstrated a ci4>ability of removing petroleum
hydrocarbons entering the inlet.
ApplkabiUty of Devices to EPA»s NPDES and SWPPP's:
Thc Federal EPA's NPDES program, designed to control the discharge of pollutants to
waters ofthe United States, cites a definition of oil/water separator as, "A device installed
usually at the entrance to a drain, which removes oil and grease from water flows
enteriucig the drain.
Catch Basin Fihration Systems acceptable for installation in petroleum hydrocarbon if ^
generating areas should fit thc federal EPA's definition of oil/water separator (above).
Fossil FiheT~ meets the EPA descrquioo phis it meets the EPA roaodate of BAT (Best
Available Technology) while bemg "economically feasible.** Based on the foregoing.
Fossil Filter^ is suitable for inclusion as a BMP in local SWPPP's.
Reconnmeoded Uses: ,
Catch Basin Filtration Systems should be required for all locations y/bcre petroleum
hydrocarbons are a major source of pollution to stormwater runo fif and thc water can be
directed into a drainage inlet. Eirqiloyee and customer parking lots, toUgate, service
stations, aircrafi and boat reftiellng areas are prime examples of such locations. The
systems shottld be required for a new constructkjn and whenever a permit is issued to
renovate or remodel an existing locatioit
Inspection and MaintcDaoce Procedures:
Each mspectmn ofthe installed filtratwn systems should include a sweeping of the area
surrounding the inlel, removal of the inlet grate, removal of trash and debris on lop ofthe
filter and visual inspection of tbe fiher and its installed material. If the fiher media is
covered with sih, the media containers should be removed from thc structure, the sih
removed and granules "stirred up." Ifthe normally white granules appear to be more
than 50% coated with a dark substance, the media shouU be replaced with new material.
The media containers should then be re-installed, the inlet grate replaced and another
A SUMMARY OF TESTS OF FOSSIL FILTER"" AND OF FOSSIL ROCK™
This document summarizes tests and evaluations that have been conducted on Fossil Filter™ and
Fossil Rock™, its installed adsorbent filter medium. The purpose of this document is to present a
factual capsulization of the pertinent parts of several lengthy documents in one document. The
tests were performed by the cited engineering firms and laboratories.
HYDRAULIC TESTING OF FOSSIL FILTER™
1. Hydraulic Tests By Sandine Engineering: Hydraulic Testing of two types of Fossil Fiher™
drain inserts, as observed by David L. Sandine, PE, of Santa Rosa CA, was conducted on May 22,
1995. Filters tested were installed in an asphalt-paved parking lot at the Petaluma Marina,
Petaluma CA.
Flat Grated Drop Inlet:
The first tests were conducted using a single stage Fossil Filter™ system installed in a flat grated
drain inlet with an inside dimension of 27" x 27". The installed square filter had total fiher length
of approximately 96" (8 linear feet). It incorporated an open high-flow bypass in the center of
approximately 16" x 16". The test was conducted using a 450 GPM (1 CFS) flow rate to
determine if the Fossil Filter would reduce the drainage inlet's hydraulic capacity.
Results: A 450 GPM (1 CFS) flow rate showed no apparent restriction in flow. Equipment
was not available to test flows greater than 1 CFS but it was apparent that the Fossil
Filter™ could have bandied a greater flow without overflow.
Curb Inlet:
The second set of tests involved a Fossil Filter™ installed in a curb inlet (City of Petaluma Type
A-l) at the Petaluma Marina. The inlet had a curb opening of 48" (4 linear feet) and an opening
height of 5". The curbs were CALTRANS standard A2-6. A dual stage Fossil FiUer™, 48" in
length (total filter area of 96" or 8 linear feet), was installed across and below the curb opening.
Two tests were performed.
The first test, using a water truck, directed the flow from one side at a low rate and increased until
the flow exceeded the capability of the filter and overflowed the weir of the first (upper) stage.
At that point the depth of flow in the gutter measured about 1 1/8" and, given the depth of flow
and the slope ofthe gutter, the filtering capacity of a single stage Fossil Filter™ was
approximately 46 GPM.
The second test was conducted on the same fiher using a metered fire hose attached to a fire
hydrant. The test commenced with low velocity flows similar to those encountered at the
beginning of a rain event (first flush) and then increased until overflow of the upper and then the
lower stages occurred.
Results: Tbe dual stage Fossil Filter™ installed in the curb opening inlet effectively filtered
a flow rate up to 45 GPM before any bypass ofthe upper stage occurred and 92 GPM
before bypass of the lower stage.
Conclusions: These tests confirmed that the Fossil Filter™ system of catch basin filtration is
an effective method of filtering stormwater runoff during initial and low flows. Further,
because ofthe bypass area designed into the Fossil Filter^'*', it will not restrict the inlet's
capacity even under high rates of flow - even ifthe Fossil Filter^'^ itself becomes clogged.
Page 2 - Summary of Testing
2. Hydraulic Tests by Eagle Engineering: On June 4, 1998, as part of a City of Sacramento
Stormwater Monitoring program, tests were conducted by consulting engineer Robert E. Burke of
Eagle Engineering of Sacramento. The tests involved two Fossil Filter™ drop-in units in a paved
yard of Tenco Tractor in West Sacramento.
Site #1 involved a square 24" x 24" drop inlet with a square steel grate mounting a square Fossil
Filter™ (Model FF2424H) with a net length of filter of 76" (6.3'). The manufacturer rated the
Filter at 12 GPM per linear foot of filter.
Site #2 involved a round drop inlet (24" diameter) with a circular cast iron grate and mounts a
round Fossil Fiher (model RF24) with a net length of filter of 47" (3.9').
The test methodology was to feed metered water from a fire hydrant through a 1 1/2" fire hose to
the two sites. A flow rate equivalent to the rated capacity of the filters was established and the
performance of the filters observed and then the flow rate was increased to the maximum and,
again, the performance of the filters observed.
Observation disclosed that, at the manufacturer rated capacity of 12 GPM per linear foot, both
filters flowed freely without backup or overflow; however, at the round inlet, some water flowed
along the bars of the grate into the inlet center bypassing the filter. At the maximum available
flow (approximately 100 GPM), the square filter flowed freely without backup; however, the
velocity of the water, as it struck the grate, caused some splashing with localized overflow of the
fiher's inner baffle. The round filter also flowed freely without backup; however, an estimated
15% of the water flowed along the bars of the grate to the center and bypassed the filter. With the
grate removed, and the entire flow entering the filter, the flow exceeded the fiher's capacity and
the water overflowed the inner baffle.
In summary, both filters performed satisfactorily at their rated capacity of 12 GPM per linear foot
of fiher without backup or overflow. At maximum available flow (125% of rated capacity), the
square unh was still operating well below ultimate capacity. The round unit, at a flow rate of 100
GPM (208% of rated capacity), was overwhelmed and water overflowed the inner baffle.
Conclusions: The tests demonstrated that Fossil Filters^'^ could accommodate flows well in
excess of those claimed by the manufacturer. With proper design and installation ofthe
inlet structure, the filters will accommodate flows well in excess of the manufacturer rating.
LABORATORY TESTING OF FOSSIL ROCK™ ADSORBENT
1. Prism Laboratory Tests: On November 28, 1995, Prism Laboratories of Charlotte, NC
performed TCLP (Toxicity Characteristic Leaching Procedure) of Fossil Rock™, the adsorbent
installed in Fossil Fihers™.
Under laboratory conditions, testing was conducted with two [one] liter containers of water into
which 50 drops of waster oil had been deposited. Liter A was tested for Method SW-846 #9070.
Liter B was filtered through 10 grams of Fossil Rock™ and then used for TCLP testing.
Page 3 - Summary of Testing
Results: Fossil Rock^"^ from Liter A retained 98% ofthe waste oil. TCLP testing after Liter
B was filtered disclosed trace amounts of arsenic, selenium, cadmium, chromium lead,
silver, mercury and barium at levels far below the EPA limits.
2. Entech Lab Tests: In May 1996, Entech Analytical Labs, Inc. of Sunnyvale CA conducted a
lengthy series of tests of Fossil Rock™. An analytical summary of the test results is as follows:
Low Level Contamination High Level Contamination
Constituent After Treatment % Removal After Treatment % Removal
Antimony . 0.075 25% 9.55 4.5%
Arsenic 0.029 71% 9.57 4.3%
Barium 0.115 None 10.29 None
Beryllium 0.102 None 10.45 None
Cadmium 0.102 None 10.1 None
Chromium 0.094 6.0% 10.65 None
Cobah 0.101 None 10.16 None
Copper 0.105 None 9.56 4.4%
Lead 0.097 3.0% 9.87 1.3%
Mercury 0.010 0 0.0047 99.5%
Molybdenum 0.Q61 39.0% 9.2 8.0%
Nickel 0.101 None 9.98 0.2%
Selenium 0.119 None 11.21 None
Silver 0.088 12.0% 6.21 37.9%
Thallium 0.016 84.0% 10.79 None
Vanadium 0.094 6.0% 9.95 0.5%
Zinc 0.179 None 10.23 None
Oil & Grease 3.6 55.0% 46.4 53.6%
Motor Oil 0.052 94.8% 0.78 99.2%
Diesel 0.0}4 98.6% 0.63 99.4%
Gasoline 0.441 55.9% 34.8 65.2%
3. Fossil Rock™ Characterization Project by Entech Labs, Inc. of Sunnyvale CA
Objective: Determine the ability of Fossil Rock™ to remove varying levels of a wide range of
contaminants commonly found in industrial storm water discharges.
Scope: Testing was conducted at High and Low relative concentrations for the following sets of
contaminants: Diesel, Motor Oil, Gasoline, Oil & Greases and Heavy Metals.
Results: (In % removal of contamination) are summarized in the table below:
Contaminants Low Level Concentration High level Concentration
Heavy Metals No Significant Change No Significant Change
Gasoline 55.9% 65.2%
Diesel 98.6% 99.4%
Motor Oil 94.8% 99.2%
Oil & Grease 55.0% 53.6%
Page 4 - Summary of Testing
Conclusions: Based on the above testing:
1. Fossil Rock™ absorbs virtually all Diesel and Motor Oil present in water as it flows
through the material.
2. Fossil Rock™ absorbs more than 50% ofthe Gasoline present in water as it flows
through the material.
3. Fossil Rock™ does not absorb significant amounts of Heavy Metals or Non-Petroleum
based Oil & Grease as it flows through the material.
TM AMBIENT ENGINEERING EVALUATION OF FOSSIL FILTER
In June and July of 1997, Ambient Engineering of Weymouth MA conducted a limhed evaluation
of Fossil Fihers™ installed in catch basins on public streets. Influent samples were taken by
diverting a portion of the stormwater entering the Fossil Fiher™ to a sample container.
Additional sample containers were attached below the fiher to collect stormwater that had passed
through the fiher. Both influent and effluent samples were taken from either side of the storm
drain. A total of four influent and four effluent samples were composhed to produce an average
influent and effluent for analyses. Each sample was analyzed for oil and grease, nitrate, nhrite,
total Kjeldahl nitrogen (TKN), total phosphorous, and total suspended solids (TSS).
Results: The study report indicates that "The oil and grease concentration appears to have
been reduced by the Fossil Filter. Since the Fossil Filter is designed primarily for oil and
grease removal, these results are consistent with expectations." The report also notes that a
determination of statistical significance ofthe other pollutants "...can not be made using
two sampling results...Therefore, no removal ofthese pollutants by the Fossil Filter can be
confirmed."
SACRAMENTO STORMWATER MONITORING PROGRAM
During a rain event on March 7, 1998, representatives of Larry Walker and Associates, an
engineering firm, took samples from an installed Fossil Fiher™ as part of the Sacramento
Stormwater Monitoring Program. The Fossil Filter™ was installed at the Laguna Village/Umted
Artists Theater site. A total of five samples were taken at the Fossil Fiher™ inlet and five at the
outlet. The tests were for total petroleum hydrocarbons, total recoverable metals, dissolved
metals, total suspended solids, diazanon/chlorpyrifos. The rainfall intensity and flows at the time
were: Mean flow: 2 GPM, Median Flow: 0.4 GPM and peak flow 4 GPM. The rain
measurements were taken at approximately 20 minute intervals.
Results: According to the Monitoring Program report, the Fossil Filter™ removed the
following contaminants in the indicated percentages:
Total Recoverable Lead 33%
Dissolved Lead 11 %
Total Recoverable Copper 8%
Dissolved Copper -7%
Total Recoverable Zinc 17%
Dissolved Zinc -7%
Total Suspended Solids 60%
Diazinon -26%
Chlorpyrifos 17%
Total Petroleum Hydrocarbons 46%
(Rev. 10/00)
o
ATTACHMENT "I"
STORM DRAIN INLET STENCILING EXAMPLES
EducatioiMl signa, luch as
these storm dnin inlet stenctia,
should be pait af any new
devdopment or redevelopment
prqject
ATTACHMENT "J"
COPY OF RECEIPT OF NOTICE OF INTENT "NOI"
Winston H.HIclcox
Secretary f< r
Emironmen al
Protectlar
J.* -JZ. JCJUO
W« dnosdE y, Jt me 04, 2003
Cnig
Neivport
Koj raa
]IiUs Inc
20151 SVj^ Biijch St Ste 150
Neivport Ueaci, CA 92660-1794
RECEIPT
Th! State
TO
WIIH
Th
Pl
! WD^D jflentification number is: 9 37C32I923.
number in soy Aiture communications regarding this pennit. iase us
If J ou
29: i2
COM'LY
is complete or ownership has been transferred, dischargers are required to notify the Regiojial Water
5ubr(ijtting a Notice of Termination (NOT). All State and local requirements must be met in accordance with
, 7 of the General Permit I have enclosed a NOT for your future use. Ifyou do not notify the
that construction activity has been completed you will continue to be invoiced for the annual fee
Wlien corlstru<;tion
Boirdby
Spi scial Provision No
State WatbrB^jard
eat h July
State Water Resources Control Board
Division of Water Quality
10011 Street • Saomnento, CBlifomi* 95814 - (916) 341-5536
MaitiDg Address: P.O. Box 1977 • Sicramento, Califbmia • 95812-1977
FAX (916) 341-J543 • Internet Address: littp://www,sweb.ea,gov
Gray Davis
Ooverm^r
JUiV 1 Z 2003
DF YOUR NOTICE OF INTENT
Wat^r Resources Control Board (State Water Board) has received and processed your NOTICE OF INTCNT
WITH THE TEFJMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED
CdNSlHUCTION ACTIVITY. Accordingly, you are required to comply with the permit requirements.
thi
OWNER: Newport Hills Inc
DEVELOPER: Newport Hills Inc
COXJNTY: San Diego
SITE ADDRESS: Sheridan Place
Carlsbad, CA 92008-
CCJMMENCEME^^^DATE: 5/1/03
ES r. COMPLETION DATE: 6/1/04
Lha^e
Please
any
Sir cerely,
Ste rm Ws ter Section
Diyision t>f wlater Quality
SITE DESCRIPTION
' questions regarding pennit requirements, please contact your Regional Water Board at (858) 467-
! • nah the stoim water web page at www.swrcb.ca.gov/stormwtr/index.html to obtain stonn water related
infbrmatii|in ax d forms.
California Environmental Protection Agency
RecyckdPcper